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s
Builder:
Project:
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Lot Alt:
ENGINEERING PACKAGE
DR HORTON /STATEWIDE _
[7)�5:Ci2O:CREEKSIDE
182ED,F
Lot: Li��
Address:
............................................................. _.......
JobNumber: N334502
....................................................................................... .
Revision Date:
Block: �.µ..�.... .���.....�._� Unit:
New Load #: R101
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ti
McIrch 13,20.19 AL.Plt"""g
Mir.. 136h Michaelis:
Car0&ht6r:*Contra'ct6fs6f Amdric'a., Inc.
- b Avenue 0. Northwest
Winter HaFven,FL 33.860-626.1'
Re: Alter-ppfiV6 Instdilations..for 6 single 01y da'rr.-W Miss with a width Jess tha.n thehanger width, and.
ply
-value.for a i��
wood, blookilvngto: achieve full desig n load f. C*-m6unted.hangeir attadhthont.66, a'oh supporting alMM2)...
pporting girder. (REif6t6nd6 detail l W
Dear Bob,:
:F& a single ply carried truss with 'a width less than the hanger. width -you'dan.in $1411'a. prefabricated jack..
sbabtruss: (I for wood.filler. bio Tha chord sj�_resl -.q* h*Wd..gr.1d#s, and .A.1pirfiE�.;Cbhhbctbr.plato(s) to
C'Ipg scab -be-th'e".scirrie*�it-th�asingle ., I.'' _carried c
jack truss have a,.minimurn
length, of 01' and will have a minimum ..... pit6h.:of:5/12.,. The single ply. cars ied."tru.ss shall have: A reaction of
truss
with �'of D.128-x3.0'?'GUn Nails &2"
3,80bg or less. Attacht4two.
prefabricateid,jack:scab:tru hJwQ 2). rows
O.C. m row, -staggered I "(§6eTIgW6 I )4e10 refer to the Simpson Strong -Tie Catalog C-C
201.92. page 216:.Figqr0:'3.`fq.r more information;
Figure -I
F.or�-gsiRglaply:, ird' 'that wood 'blockin *9 to,bdhieveJull design load valuvaluefor face -mounted
er
hangers attach one wood. block to 'the back of single ply girder with the� same size. and
I k Ed r . ..... t
drade-.;�is'thei boftbim, 6h&d. Of.'the. single. -ply girder. The. -Wood: block 1600th to. be s.udh ftat.--thewbod
b . locking -extends to each � adjacent: I its'(*ebs (webs.and intersections}:. Affach wood
pane points a' d bottom ch6r*d in rsecUions),I.
Wo:...'(2) -rows. of 0. .128 � x
3.0' Gun Nails dfol- 0.*.b.. per row,staggered. 3.0" applied to., the
-
6760 Forum Drive 'Suite :905, Orlando; FL 32bZi
,mmalpineitm,com
ALPINE
AN. fM COMPAW
single -ply -girder fbcp, with an additional (20) 0J-.287x3,'V0'! Gun. Nisils *..each -to the,
panel point applied
wood. blo-60ace We Figue6i.2 We'1'6.W)..PIe9s6 0ef&'to thLi..'SitbO.s6hSteoho-T.ie'c-atalog C-C'20.1*9i
page 216, F i 00 r.'e. I 'for more information.
oorewi'
. ......... ... .... .. . ...... ........ ... ........ .. ... ......... ... ..
The -application of prefabricated jack scab truss for Wood filldeblodkin'g :orwood blocking -to: achieve full.
design load value for face; -mounted h.6ngprp must be ;approved by the hardware manufacturer:
Ali edge .and end distances, and tpa6iho for all nail connections Must be suffid i6nt td'ijreVdht.8pIittihg of
"Wood.:
If I canoe of any further assistance.w if you 'have any.questions. please -give me a cal . I
Z
Wlfia.rn H.P.Kr1q'kz.P.E...
Chief Engii*er
Alpine- ari.'". Compan
y
Engineering Department.
Orlando, FL
6750 F6r*Um'' - DfiV&.Suite '3O6', Orlando, .R.32821 -(POO): 52:1-.9790 - (863) 422- - 8685
.ww.w ..I om
Apihei*d
ALPINE
ANTTVVCOMPANY
Ap
ril 26,2019-
Mr. Bob Mlc64eii*s
Carpenter Coritraidtors of.Arn orica, Inc.
'bo Avenue G-; Northwes
t
Wirit& Hav6n, FL 33880,6201
Dear Bob,.
R6'* Stro'n'Oback bridging on tb6f trusseag.
I understand Ihete is .some. concern over our recommendations f6rstrdfidback bridging ohroof'tru' tses,
'8trongba6k bridging S g.ng- for rooftrusses, is not. a - requirpMent g.f. AN ljP12014pprfsitare uirementofthe
: " **---,.. . . ... . . . .. . ... q
Building;Component (SCSI), .5vt strongback. bridgingbrY roof .-trp§ges is�
.Componen -Safety Information -
recommended. tiv..Cartenter Contractors f a rve-5.
..Q-. m qri,c bridging serves the following tWq....
functions:
One, - Opp, bridging aligns the bottom chords .after they: are. set Aso.. the are uniform along the ceiling
.-
lineand heilosvi ceiing
Two; bridging redu..ces-relative d&fie.cti"on6f.adiAbdht.-trussdgi:
Strongback bfidging.doe's: riotiorLiVent or reduce -overall indiVidual deflection, especially a "' ro6f,trusgds-
ny
.. .. ....... ....... ... . 006!;Ao� A ....... ............ ... .
Si rongoaqX- bridging in roof. trusses does not serve as feffipbra ryo e. permanent bracing
b ring .and is not.
.interned ,to design loads; between trusses. consequently, no de igh load' have:
di§tribUi6 or P s $
been accounted for with this". detail and cohtihUixis- strohgback Mdgirid shduld not :be :attached b6twden
common and girder 'trusses.. The use :of strorfgback bridging shall not.Interfere with other, design*
cbnsidetati6hs as, specified ::by the Engiihe-erbf Record or the. Building Designer,
The outer ends .,Pf1fie siroogback
JOdgirgshal be, attached. o awa watt -or anptherasecure end, restraint; or
as..specified'.bEngineer y the of Record drAlid Building-Desigh6r..
Strorigbiack- bridging shall. be fa- minimum of 2j(6 'nominal iumb6r. oriented with
th the depth yort; icaL. Attach
with 5 1'6'.d ..common nails (0.16Z�xI' I nails 4t:. each intersecting rhember'. When extending the,
:strdn back bridgingHap by f location:
overlap At. a. minimum q two trus8e.s. The-Joca.i. q of, fbQ.. strong.back. bridging:
M.iybq: specified :by lhe-Trti§s WnUfaOutpr-,. Ehgih'e&r of * Record, or Building Designer- -Pleas e - -ref&-:to-
BCS! `Strongbacklng'Prov[sions" or to AlDine� M811-1%1.014 detaill for more. Jinf6rmatJ_ n. T - o Th
e' graphic
-shoWfi (Figure_heric ii.ustr�tiv
1) is f rge purpose only.
Forum Drive:guite3O5, Orlando, -FL32821-(800)521' 790:--(863)422"8685
ALPINE
S . lot JI). .0 1 elj
... .... ..... ... ... ... ... ..... .. .. _... ..... .... ...... ......... . ......
IN kr V... V
Figurel.,
If I: can_ be of ahyluriljbt assistance' orifyou have: .any questions, please_ give. me a c.all..
.8
_-
No. 70861
Wilbit, H..,Knck- PE. s $TATE 0
Chief Eog'k'!)eer
Atphe an lTW:.Cqmpany
Engineering. . . . . . epa ment N . ':. .
-Of4indo- . FL 8982 T
676.0. Forum Drive Suite.,366, Orf6hdd,. FL 32821 8Q0j. 521;-9790 - (8153),4224685
CK :BRIDGING
':BRIDGING TOGETHER
AL-TtRKATWU
or
lob
from
tstems
Jay Alpine.
|
| ' ,m- ampWon^, /n mubrlcl��
| i �'-~n~'' —----'BCS- --'-`~ - Component—
.. , u
| '
|
RING DETA-1.1
'IF' R'A LLE TS Of -00 S,,' Sl -1-AL 'WFTdf N" I JINS MORE
TN `60,00 ARI - 'TO BE RLAC§a--qR-. F.400g.. �-Aps'sm6f. sHopar4a
NTRA TE - -L,*OAD"'Q-�Ez�-!TO.'...�oppt�,..Ip�'O'O'A,.,t".,.,a"g,..*$.-.T."O'li�.-T�,10N mx7c. L.-
`-PALL1,17 .. '..MAXIM
I. 1aiN PALU is,
um
SZZ F0 :LUMBER PLAM.8 AND.:
-01THE01 VATA N9T-§00-WN.-'
. .. ...... . .
u'(1digg :NOR, MTt-RIAL 01
gY .0 LAElQFx:
,,M - HIS
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Imum."
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T --RUl RING"'
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-umber Size and 6rado-.-Mfnumum Requirements
• '. -I... , !�4t - - Ax4!4E ICKINa S-
i�aki*6q#id_. 44. trnl� 1p 9t... , V TIUO-
TRUSS- UNDER VALLEY -FRAMING
2:
V.XCL6 RAFTER.OR RIDGE
Puriths
4 P411 ITDI 61a�,
cripoles-end -Vokkin
I : , "o
fin
th4 f sleepers
P 'e P
ih.t.,lP.Pt. ..tlops ara
.. ....... .. .. . qg I 'b
etween wt- rows,,
�P)
jtIDGE
BOARD
(2xi)
ValleyLLLI:
COLLAR SEAM,AVERY 7911P.Q.
FAIWOF RAFTERS
ti
41. 4'T*- . _TY.PiCAL + 4.01-*NbAL
of 6",Ihd all
Irdsf-bb to"V-11' 19.tA4 by 1116:610411144461411 6K
-Maxj(uuM rfiiAq'rqbf height; 3.0-feet
i'e30 mph,.En * abse ' d, Cat -0
e0r A' "S'
mph;gndlotad, -Exp M. Y JI-1-0
A RNE
Am Trwa,*~
V 'A L NL
Cno)s-h -irfl n P,*o_.u' Ir .erment-Notes
4 16a*ta�69114-
a I q .60-i.n . a4e.�crtradtl
n sheathln�
4.
Mftj�'t&.Two 2x6 sleepers.' 416dtoe��zfri
S. -51dep6i W-bldi' 43:Gd td&ftallA
t664'rAlls,ea.ch sl
Eudge:bobrd io roof bldck 4 Ifict toe-rikills
VR,�I�TASWFgD.F.Oft Prrc�l .7. -Ald-8--m-ho.aied to.tr.Wes- 4.16d.Wg��*Ls
4169"toar"1W
.10, ' Trusrtdi�rlppb� 41i#AoVrr;i)li
4.1641007tidft
&C11oftwto-pWin.. 3;Idd-toornPO
j TRE Jf..S�EE� -��Itdp imlftde
9p t0jft�M ERSAREUSED) _ , 'S .13. bbarwtiv 4 16dtol�
to.," h.
%X
T L dal so 40 54 Rr - vAI
TC DL 10 ZO 7 7 DATE; 10/Q'I/
-o 0 a DRWG VACIN
BT LI, 0 .0 0. 0
C R! I Tft. LD
AB:OVF-
o r th ro u 0 FrIo
•,•
iid3o,12 .
I.-G I q, . rzqura,tWo'bLR's,.oeWl6'faide
i�rjob(p,ijaiffzici eld&WIlrafter,
rQper,qumtierQf- nails are
uirilei rafter 1(sleapets.are•not Used,,
cIT Sri
Face -Mount Hangers - I -Joists, Glulam and SCL 4 s
.............................................. .................................................................................... ............................................... .......................................................... -................... -........................................................ ....................................................... -....................................... ....................................
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
N
O
V
N
C
C
O
U
d
M
3
J
O
0
Q
E
O
U
RW
E
Actual'
"
•Joist _,
�Model
,Size
No.
(in.)
IUS2.56/16
21/2 x 16
MIU2.56/16
U314
HU316/HUC316
-
"'MI02:56/18" '
• -
25/e
16
2
Min.
" (14)0.148x3 "
-
'n
11,660
1,1305
11,810555
11,425
1,55E
1.555
Max.
(16) 0.148 x 3
-
70
1,80E
1,80E
1,8C5
1,555
1,555
1,555
• -
29/16
15346
21h
-
(24) 0.162 x 31/z
(2) 0.148 x 11/z
230
3,455
3,920
4,045
2,970
3,370
3,480
• ✓
29/16
101h
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11h"
970
1,945
2,205
2,375
1,675
1,895
2,045
✓
29/16
14%
21/z
-
(20) 0.162 x 31/z•-`
(8) 0.148 x 11/z
1,515
2,975
3,360
3,610
2,565
2,895
3_110
,
IBC ,
FL,
20A
„ 177A
2h
(26)0162x 31/z°(2
,
014811h3>
x
40'120
3;480
340
LA
2Yz x 20 MIU2.56/20 - 1 29A6 193i6 21/z - 1 (28) 0.162 x 31/z 1 (2) 0.148 x 11h 1 230 14,030 14,060 14,060 13,46513,495 13,495
1
.to 26 2 "M IU2.56/20 • ✓ . 2966 197/6 21h - (28) 0162 x 31/z (2) 0.148 x l 1/z 230 4,030 4 060 4 O60 346E 3,495 3 ,49E
29A6 X 91/4
to 26 ,
'MIU3.12/9,
3x91/z:'
:
HU21072W I
MIU3.12/11
3 x 117/a
HU212-27I
29Afi' wide joists use the same hangers as 21/z" wide joists and have the same bads.
Y,>I078
,"071
q�vw 'l
kIVI 4,1YV A'Q
dA•nr
LfUUV
J,tlCV_-J,LJ13',4,..1VJ,•L,UUJ',LIV,{V;
ID/.'
•
31/a
11 A
21h
-
(20) 0.162 x 31/z
(2) 0.148 x 11/z
1 230
2,880
3,135 " 3,135
2,475
2,695
2,695
FL,
• v "
31/6
"' -10%
21h
Max.
(22) 0.162 x 31/z
(10) 0.148 x•3-
5
3;275
3,69E 3,970,
282
a;18G
3 u25
-1.A
11 a/,
�11
-
`10& 11A9 v q1/.
11A fr 14R v 1 ..
r
:570
'4 (1R(1' 4 ;3�i
.675
3 47(1.�
i_735
cw ,u
HUC3:25Y16 ""
.
_
Max.
(26_),`.0_
(2) .18x
..
S;
4,364,93303;754;02%z
0
3Ye glUlam
HUCQ210 2 SDS ,
• ''
31a
, . 9' . "
,3 ,'
'.-
(12);1/<,'.x 21Iz", SDS
(6)1/a" z 21/z' SDS
2,a"�
5;31�
4t��15 i 31
3bGC
3;71t}
,7"i
FL
HGUS325/10,
•03/4
1 85/e;
4 "
`=
" (46) 0.162 X,317z"
' {16)0162-x'3'lz. ;
4;095
9.100
9,100 9100
"Z,825
(7,825.
7,8251
IBC,
HGUS3.25/12
,[
3"/a
r TO /e
4
"-
(56) 0162'x 3'l�.°
; (20) 0162 x311z''
S 04Q
'1400
',9,400i 9,400
$ 085,
.8;08,
8085=
FL
LGU3:25-SOS " .." ' ""
,
-=
31/
" 8 to 30°
41h°
'-
(16} 1%a' x 21/z""SDS
(12} 1/a' X 2yh" SDS
5 555'.
fi,720
7 1 i) r 1i)
4'840
i 5;�1fiu
-
7,2E ci
HHUS46
-
3%
51/a
3
-
(14) 0.162 x 31/z
(6) 0.162 x 31/2
1,320
2,785
3,155 3,405
2,395
12,715
12,930
31h x 51/a
HGUS46
•
-
35/a
47/i6
4
-
(20) 0.162 x 31/z
(8) 0.162 x 31/z
2,155
14,360
4,885I 5,230
3,750
4,200I
4,500
0162 31I
3 (
1595
18 5'j11960
1`365'1555
1`kori
.
HUS48
r 0
. -
a-A6
fi -ns ,
2
:-
° j6) 0 62 x 3 /z,. ,
, O x
j31/z x 7Ya "�
;HHUS48 n:
•' •
=-(-•35/e;
"' 71/�e "
3
--
: -(22) 0.162X 31/z
-. (8) 0.162 x 31/z' ;
0,
4,21,0
°Aj770.1 5,140
� 8;6,15
� 4,095;'4;4415"
HGUS48" "
-
35%"j"
" 7°1A6'
4 °
- ::°
(36)`D 162 X 31h
(12) 0162 x 31h:.;
3,235
7,460
"7-460,17,460
6;415'p'6,4i5'.
6;415
IUS3.56/9.5
-
3%1
9Yz
2
-
(10) 0.148 x 3
-
'0
1,185
1,345 11,455
1,020
j 1,160
11,250
MIU3.56/9
•
-
39/16
813/16
21/z
-
(16) 0.162 x 31h
(2) 0.148 x 11/z
210
2,305
2,615 1 2,820
1,980
2,245
12,425
U410
✓
39A6
8%
2
-
(14) 0.162 x 31/z
(6) 0.148 x 3
970
2,015
2,285 2,465
1,735
1,965
2,120
HUS410
-
39A6
815/16
2
-
(8) 0.162 x 31/2
(8) 0.162 x 31/z
2,990
2,125
2,420 2,615
1,820
2,070
2,240
HHUS410
-
35/8
9
3
-
(30) 0.162 x 31/z
(10) 0.162 x 31/z
3,565
5,635
6,380 6,445
4,845
5,486
5,545
31/zx91/z
HU410/HUC410
/s
3 A6
8 s/a
2 /z
-
,
(36) 0.162 x 3 /z
1
(12) 0.162 x 3 /z
6
3,235
7,460
7,460 7,460
6,415
i 6,415
F
6, n,1„
HUC0410-SDS
• •
-
39A6
9
3
-
(12)1/4" x 21/z" SDS
(6)1/4" x 21/z" SDS
2,265
4,500
4,50(i 4.500
3,240
3,240
3,240
HGUS410
• •
-
3%
91A6
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31/2
4,095
9,100
9,100 91100
7,825
7,825
7,825
IBC,
LGU3.63-SDS
• •
-
j 3%
8 to 30
41/z
-
(16)1/4" x 21/z" SDS
(12)1/4" x 21/z" SDS
5,555
6,720
6,720 6,720
4,840I
4,840
4,840
LA
MGU3.63-SDS
• •
-
13%
91/4 to 30
41/z
-
(24)114" x 21/z" SDS
(16)114" x 21/z" SDS
7,260
9,450
9,450 9,450
6,80516,805
6,805
IUS3.56/11.88 . "
,=.j1%
'117/e•
2
-'
(12a0148X.3"-"
-
t} .
1,420"
1;615,,11,745..1,220;`1,39Q"
1,485"
MIU3.56111
,•
39A6
j 1111a"
21h
" = -
(20) 0°162 X'31/z ;
{2) 0148 x 11/e "-
210
2,880
3,135' 3;135
2;47511'2,69512,695
U414 -' r
!.:
✓
),3 i6
70 ' �'
"2 "
-
- (16) 0..162:x 31h ;
�, {6) D:148 x 3, -. r
, 9rt) '
2 30E
2,61E 2,820
1;980
2,245
I'2,425'.
HHUS410
-
3✓e
" �- 9 :
3'"
-
(30) 0162 x 3'/z =
:..{10) 0162 x 3?/z
31 + 5
.5,G35:
6,38Q} 6�445
4,845:
5,486,
5,14E
HUS412
,�`"
- -:
39i6
T 10'h -.
2
- "
...(10)"0:182x 31h'
(10) 0162 x 31h ��
0 5
2 660
3;025 3,265
12 275
i-2,590.
2,79E
31/z x 117/a
"HU412 / HUC412
`" -
.'39A6
1Os16'
"?1lzs'M�n
;(11i)0162x31h'
(6) 0;148 x 3;
l 135
2,380,
2,685. 2',890"i
2,050
t 2,315H�085.
Max:
, (22) 0.162 x.311z.,
(10) 0,.148 x 3" ;;
, a .
3,27E,3,695.3;970
2;820
s 3,i80
-HUCQ412,SDS .
•"
>.-°.39A6
= 71;
�.-
(14) Ia"X-21/i'SDS'"(6)1/4,,x21d
'SD
2k
'SG.1
,04 ;S,G `;3,63013,63CHGUS412'
_ = "
36Ia'(<
107As -
4`1
=
(56) 0.162"x 3'h'°
(20) 0162 x 31/z °
.5i040
9;400
9,40019,46018,08518,085
1GU3.63-SDS
MGU3.63-SDS
HGU3.63-SDS;
ti
z
r
z
a
i
0
U
c�
z
Cr
F
CO
z
0
CO
U)
rn
0
N
Q
QJ
0
U
U
46
See footnotes on p.150.
Simpson Strong -Tie"' Wood Construction Connectors
Adjustable Truss Hangers
��`�BERfp
W ® �
�j
E
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features...
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
CSee Corrosion Information, pp.13-15.
v Installation:
(1)-
Use all specified fasteners; see General Notes.
V The following installation methods may be used:
N Top -Flange Installation — The straps must be field formed
over the header —'see table for minimum top -flange requirements.
ly— Install.top and face nails according to. the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
-- the THA2S, nails used-forjoist attachment—must--be—driven at -an_
C. 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'/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions. where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity. of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
options:
• THA hangers available with the header flanges turned in for
35/s (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
Double -
Shear
Nailing
Top View
Double -Shear
Nailing
Side View;
`
Do not
bend tab
OWN
211i for
THA422-2
THA426-2
THAC422
Face nails Top nails
pertable per table
typical
for THA422-2
THA426-2
THA418
t I , M�,
i
W 101 M-. ti
21�° yl
`o o.
r c
hW
THA29
Double 42- 2 face nails
Use full table value (total)
Single 4x2-tea 4top nails
See (total)
nailertable
�' Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
. face nails installed into top
and face of head
Double -Shear
QDome
Na ling Side View
(Available on
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
I yplual 1 nmzv
Top Flange Installation
fer to
tnote 5
p.187
86
Simpson Strong -Tie® Wood Construction Connectors
THA/THAC
Adjustable Truss Hangers (cont.)
0
M.
These products are available with additional corrosion protection. For more information, see p.15.
1. Uplift loads have been increased for earthquake or wind bading 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 11h" nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge. and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Ooist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
18
0
Z
a
0
U
,w
F
c5
Z
0
F
Z
O
Cn
co
0
O
rn
0
N
U
U
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers
� G'gERE
_114� This product is preferable to similar connectors because
�+ of a) easier installation, b) higher loads, c) lower
"' installed cost or a combination of these features.
9J
b
The double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
nnovattve double smear nailing that distributes the loud through
i-WO pants on each joist nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss.applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
•• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
"� - " ��"�lo� designed for weidea•or nailer applications: -"' "
Options:
• LUS and MUS hangers cannot be modified
Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nalrjhg
Top View
Double -Shear Nailing
Side View
Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
some models)
1' for"
111V for4%_s�
}O D'
H
,Gtw� B
LUS28
VV
HHUS210-2
VV �/
till
HGUS28-2
MUS28
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
Simpson Strong-TieO Wood Construction Connectors
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers (cont.)
Model
"
Ga'
birnensions, hll',"
0
astener���
Carrying
Mem66r,E,�v
Carried,
Member'
Single 2x Sizes
WS26,
41/4
--_(4) 0.148,x 3
�',(2) 0.14,8,x 3
1 Elie
==�/a77,
1*4`77'
".'f4)' 48' X'3
MUS26
41IA6
18
19A6
53A6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
45A6
16
1
53A
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
IH GOS26,
49
12
1w,
A
'120) 0,162I,81/i ,
ih
14
6148 k 3 A
MUS28
6SA6
18
1 IA6
613AB
2
(8) 0.148 X 3
(8) 0.148 x 3
HUS28
61/2
16
1-1/a
7
3
(22) 0.162 x 31/2
(8) 0.162 x 3 'A
HGUS28
6 _%
12
1 Yh
71A
5
(36) 0.162 x 31/2
(12) 0.162 x 31/2
(8) 0.14 8,k,,3
'(4) 4,1�18 kJ_
'HOS210,:�
�Ns`
W) 0.16 2 3 i/2 J
1 0 1 )�O .162 131/2
,HGOk16l
?,870Ai,
12
-(46)OJ6
0 1. See table below for allowable loads.
fl-
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
1with Strong-Drivell SD Connector screws. 13 See pp. 335-337 for more information.
LUS26
1,165
865
1 990
1,070
1 1,355
1 1,165
935
1 1,070
1,150
1 1,475
865
635
725
785
1.00
113CFL,
"NUS26%
P30--'
e
816'
955 '''
Obo:K
"_
C
HUS26
1,320
2,735
3,0915
3,235
3.235
1,320
2,960
3:280
3,280
3,280
1,150
2,350
2.6600
2:780
2,781A
HGUS26
87
4,340,
-4,850
70Ti�5
_P_
"71 1
,4�6�p
I5,�9I0,
5,39&
�Z610:'
3,87QI
IBC, FL
LUS28
1,165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1,465
1,730
865
810
925
1,000
1,270
2 28
0.
1,575",
05a -
G, FL,
LA
HUS28
'1,760
4,095
4,095
41,095
4tD95
1,760
4,095
4;095
4,095
4,005
ItAISO
3,520
3,520
-3,520
3,520
- 1.
'HGUK8;_
1
�7
�7 27
�",7�2 �'5,
�7 1
1111,
'7'
r? "1
1
7,275
,l �3 24 �
�'I 5
' 7b
'3 62
0-
IBC, FL
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1 1,450
1 1,655
-1,775
2,270
865
985
1,120
1215
1500
1 IBC, FL,
.HOS210
262�s-
5,456:
"s,B30 �
1�1'�
�395,j
30
�A.,30
11 .1.1
'618
2
LA
HGLIS210
2,0090
9,100
9,100
9,100
9,100
2,090
1 9;-'em.
1 92100
9, 1 G -0
9,100
11,545
6,340
16,73t0
6:7730
6,730
13C; 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 7 Sloped and/or Skewed Seat
- HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45*
o 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 - d
is 0.65 of the table load
a Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. Acute
o The joist must be bevel -cut to allow for double shear nailing
side
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45'. Allowable loads are: 00
HGUS Seat Width Joist Down Load Uplift Specify angle
W < 2" Square cut 0.62 of table load 0.46 of table load Top View HHUS Hanger
W < 2" Bevel cut 0.72 of table load 0.46 of table load Skewed Right
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load hoist must be bevel cut)
2" < W < 6" Square cut 0.46 of table load 0.41 of table load All joist nails installed on the
W > 6" Bevel cut 0.85 of table load 0.41 of table load outside angle (non -acute side).
94
0
0
F
Z
0
0
0
C�
0
C?
Simpson Strong-Tie®.Wood Construction Connectors . $IMP$ON
I
These products are available with
• additional corrosion protection.
For more information, see p.15.
1 Mln. °' Dim
Model _
For stainless Many of these products are approved for installation
ED steel fasteners, 9 with Strong-DriveO SD Connector screws.
see p. 21. See pp. 335-337 for more information.
Double 2x Sizes
l US24-2
2'/4
18
'317s
31A,
2 ;1
(4) 0.162 x 31/2,
{2) 0.162 X 31h
. m410 :
800
, 905'.
` 980
1;243
.355 `
690
780
845
1;070
®
LIJS26-2
49A6
18
.3?/a
. 41/e
2
(4) 0.162 x 31Iz
'{4) a.162 x 3?h
fill`
1;030
1,,170
.1265
1;595;
910
.8$5
1005
1,090
1,,37a
HHUS26-2
I 4-IA6
14
35/16
5%
3
(14) 0.162 x 31/z
(6) 0.162 x 31/2
1,320
2,830
3,190
3,415
4,250
1,135
2,435
2,745
2,935
3,655
HGUS26-2
41A6
12
35A6
5316
4
(20) 0.162 x 31/2
(8) 0.162 x 31/z
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170
4,445
4,795
M
L,US28-2
t 491i6 ,
:18'
3Ye
7
2 :
, {6) 0:162 x 3'%_
(4),Q.162'x 31/z
(60.
1`,315'
1,490
l fi10
2,030
9i0
1',130
126a
1,385
1745;
IBC, FL,
10
HHUS28-2
1, 69/i6 °
14
1., 6G;
4.265
4,810
5.155
5;980.
1:515
3.670
4:135
4:435
5145:
LA
® LUS210-2 06 18 1 31A 9 2 1 (8) 0.162 x 31/z 1 (6) 0.162 x 31/2 1,445 1,830 2,075 2,245 1 2,830 1,245 1 1,575 1 1,785 1,930 2,435
Mb HHUS210-2 83/a 14 35/16 8% 3 (30) 0.162 x 31/z (10) 0.162 x 3'h 3,550 5,705 6,435 6,485 6;485 3,335 4,905 5,340 5,060 5,190
HGUS210-2 89fi6 12 35/�a 93/ia 4 1 (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825
Triple 2x Sizes
1:iV V 0, 1, `tTIC:+ IC I�Y,alb,,il/2 "1."�-k UJU..IUGI.0/2„ rofU.Iut, 3,72 ;1 40jo +,oqv, �1J/U -J,3GJ ,I,oaJ �J,7JUG 411fU `4,'{HJ.'f,/`1J'a1 IBC, FL,
HGUS28=3 °) 61 s` '-12 415ie 7'/4 ` 4 (36)0.162`x_3Yz,i. (12).0:162 X,3'Iz 3,235, 7,46t) 7,460 .7460 7,460 2,780` '6,415. 641°5° 6,475 6,415 LA
HHUS210-3 Sala 14 411A. 81/a 3 (30) 0.162 x 31/z (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
HGUS210-3 813AG 12 415/16 91/4 4, 1 (46) 0.162 x 31h (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 19,100 3,520 7,825 7,825 7,825 17,825
it
HGUS212-3
105/a';';12"
41�1�il
,'(56pOs162x31h.=(20),0:162x31/z
1 (i,€ez
=045
n,0 f
1i
5;0 5
= 00';
? A(i
`f:,ru
'J";Z' ?
t 3tb;.IRC,.Fl,
LA
(a
HGUS214=3
} 125/s '+
12
"4Y5/,6
123/a
' 4''
(66) 0162 X°311z
' {22) 0.162X 3Yz
1 5,695
'I0125
10;12510,125
10,125
4;900
8190
8;190 18,190
8190
p.
Quadruple 2x Sizes
HGUS26 4 ,
5'h
' 12
6s1a
5ti6
4
(20) 0162 x 31/z;
8J 0.162rx 31h.'
'2,155,
°4;340:
4;850:
'5,170"
5;5T5
1,855 #
3 730
,4170'
:4,446
4,795;
IBC, FL,
HGUS28-4
71/4
12
69AI6
7�i6
4
(36) 0.162 x 31h
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
LA
HHUS210-4
83A
14
6'/e
87/a
3
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
FL,
LA
4x Sizes
LUS46.
4.3/a.>'
18'°'
39tis°
43/4
2
(4}O.162k3'h°,(4)0.11i2X3'/z
,3 r;a"
1,030
1,170
1265,
1,595
J1u1
8$5"'
1;005
1,090
1370
IBC, FL
H�US46
97h6 ...;
12_
35/a
4h6
4
(20) 0;162 x 3'/z
; (8) 0162 z 3'!z
'2,155
4;340:
4 850
5170
5,57,5
1855
3.730
4,170
4,445
4,795 1.
14HUS46`
45/i6' "
14 :.
35/e'
,53/is;
3
(14) 01162 X 31%z'
` (6) 0.162 X 31h
0.
2,830
.3,190:
3 415
4;250
1135
2,435
2,745
2,935
3;6551
LUS48
43/a
18
39As
63/a
2
(6) 0.162 x 31h
(4) 0.162 x 31h
1,0613
1,315
1,490
1,610
2,030
910
1,130
1,280
1,385
1,745
IBC, FL,
HUS48
6'/s
14
39A6
7
2
(6) 0.162 x 31h
(6) 0.162 x 31/z
1,320
1,580
1,790
1,930
2,415
1,135
1,360
1,540
1,660
2,075
LA
HHUS48
61/2
14
35%s
71/a
3
(22) 0.162 x 31/2
(8) 0.162 x 31/z
1,760
4,265
4,810
5,155
5,980
1,5 15
3,670
4,135
4,435
5,145
HGUS48
6716
12
35/e
1 71A6
4
(36) 0.162 x 31/2
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
CUS410.,
61/a .
;18 a,
39fis
.83/a
2
, (S)-0.162 x 3:1/zr`
(6) 0.162 z 3112
;,4 4
1;830;
2,075
2;245.
2,830
1245
1,575
1785
1,930'
2,435
HHUS410
83/a
-114
,35/a
9°
3`
(30)0,162x3f/z.
(10)=0.162°x31z
3550
5.705
6,435
6
048
,265i
4,905.
5535
a
cfi
HGUS41D
° 87fia
` 12."
35k
9�tis=
(46) 0162 x 31h
{16), 0162'x 3"h
-
, 4;095
"9;100
9,100
9,100
9100
3 520 �
-7,825
7$25
.7,825 _
"7,825 :
IBC FL,
LA
HGUS412
107A
12
3%
10%
4
(56) 0.162 x 31h
(20) 0.162 x 3'/z
5,695
9:045
9,045
9,045
9;045
4:900
7,780
7,780
7,780
7,780
HGUS414
1131
12
35/a
127h6
4
(66) 0.162 x 31/2
(22) 0.162 x 31/25,695
10,125
10,125
10,125
10,125
4,900
8,190
8,190 1
8,190
8,190
Double 4x Sizes
FL
1. UpBft loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes
• the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact.Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21/2" nails in the header
and 0.162" x 31h" 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 listed diameter by length. See pp. 21-22 for fastener information.
19
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 37/8". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/a" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
w Finish: Galvanized
i
Installation:
C • Use all specified fasteners; see General Notes
C• Can be installed filling round holes only, or filling
V round and triangle holes for maximum values
N • See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
-a for additional uplift capacity
d HTU may be skewed up to 671/z°. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
pertable
Many of these products are approved for installation with Strong-Drlvea
SD Connector screws. See pp. 335-337 for more information.
13m
HTU26
is 111dx. yap UUM:
truss and carrying I
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
Model
No.,=
Single 2x Sizes
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carving Member
(HTU210 similar)
r11'UGU kwldh:1:
J72>
178
1 J'I76
-072
t4U) U. IOG J. a'/Z .A/Y)U.140X t; 'l
I,aa.R. L,�4U,.
{J +3YGmj
£+J 4
'.F UIU
-'1�33a:`-'L�JJU
l 14aFpo"
w"'S, 1pv
'.k 40U,
IBC
HTU28 (Min.)
37/e
15/s
7'Aa
31/z
(26) 0.162 x 31/z (14) 0.148 x 11/z
1,235 3,820
3,895
3,895
3,895
1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
1 %
71tia
31/2
(26) 0.162 x 31/z (26) 0.148 x 11/2
2,02( 3,820t14;,300,
,315
4,655
5,435
1,?35
3,285
3,710
4,005
4,675
LA
Fi111210:(Mih) . ',
3t/a,
1�5/a
9?A6
31/2'{32)
0.fK x 3l/z (14) 0.`148 x,1 ?1z
1-330 , ,300.
300
' .3J� ,
7'}145
. 3;2 5.':
,225
`322a'
, i 225
HT,1J210;(blax)
91/a:
1la(32)
0.162x31h I {32) t)148:t 11/2>
3,315 47051.
y ; 3(
5,995
,2;850"
4,b45
r 5 .
,4 33C7
5,<155"
Double 2x Sizes
HTU26 2 (Min'),
°.37/s"
'3 56"
5�fia�
31/z"
J20) 6.162_ii 31/2 , (14) 0148 x 3
1;515.
2 940
3r€ '
3, 3C1;
3;910
1,3D5
1,850 :
2,090
2 255.-
2 465''
HTU264(M,ax.)
51121
=351is
5?/a
3?h
{20) 0.162 z 31h (2,0)-0148 x 3
2,175
2,9;4b, •
3;323'
' 3 at80
• ,; i
• 1,8Z0
2,530''
2,855 F
HTU28-2 (Min.)
37/s
35/ia
71/ts
31/z
(26) 0.162 x 31/2 I (14) 0.148 x 3
1,530
3,820
4,310
4,310
4,310
1,315
2,865
1 3,235
3,235
3,235
IBC,
HTU28-2 (Max.)
71/4
35/ia
71ls
31h
(26) 0.162 x 31/2 (26) 0.148 x 3
3,485
3,820
4,315
4,655
5,II25
2,995
3,285
.3,TI13
'-4,335
I"'S `I"0-
FL,
LA
T. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
'5. For hanger gaps between 1/s" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie° Connector Selectors software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" 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.
96 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
U
z
Z
z
a
0
0
U
w
F7
Z
0
M
Z
0
a
U)
rn
C.
N
rn
0
N
U
U
Simpson Strong-TieO Wood Construction Connectors
HTU
............................ .............. ................ ...................._...._.... _._..... _..... _.............. _................ .............. ........................ .............................. ................
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.
"%!LCII ICLLU II IJLdIIctLIUI I IctUIC IUI GJC`F al I GXU ucuIYIIll`j. IVICIIIUUI
HTU26 (Min.) 31/a 1 (2) 2x4 (10) 0.162 x 3'h (14) 0.148 x 11/z 925 1 1,470 1 1,660 1 1,790 1 1,875 1 795 1 1,265 1 1,430 1 1,540 1,615
HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 31/2(20) 0.148 x 11/z 1,240 [ 1,470 1,EE0 1,?90 p 2;220 1065 1,265 1,430 1,540 1,910 IBC,
HTI1�AlAAav Y . , 71J, a -7�i=9vR...7'Jnkn iR7v9�h° f�Rl hidR.v 1.1/„ .i Q7/1.'€ =9 Q•. :`s• wt�°. � =.:fiR(1., k •R-.On� i FOF '� �Zn'� A:'Y f s2rrfkfa :2�Rn: -a FL, LA
'in
X)
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger.Gap)
Model'
Single 2x Sizes
H(M
15%,
5�/a'
31i
20) A":162'z �Iz
(14) 0;148 x 1�h'
x1175
,94
3
5-`195
195 jTU26
HT026 (Max.),'
511z
15/8
57/ia °
3lz
(2U) 0162 2
(20)-0"14S x 1 �h
1275
2 940
3,3 u
�;4�c i
,our `'
1045'
7;850
2; �90
?,2$5
2 28d'-.
IBC,
HTU28 (Min.)
37/a
15/a
71/ia
31/2
(26) 0.162 x 31/2
(14) 0.148 x 11/z
1,110
3,770
3,770
3,770
3,770
955
2,825,
2,825
2,825
2,825
FL,
HTU28 (Max.)
71/4
15/a
71/ia
31/z
(26) 0.162 x 31/2
(26) 0.148 x 11/z
1,920
3,820
4,315
4,655
5,015
1,695
2,865
3,235
3,490
3,765
LA
HTU210 (Min.)
37/a
�'A
Sys
31h
'@2)_0.162 x 31/z
(14)_Qs148 x 11h
1 250
E3 600`
3,600
3;600
3 600 �
1,075 ;
2,700
e2 700 .
� 2,700
2 700
HTU210'(Max.)
91/4
1 Ala ,
, 9%,
3'h
(32) 0.162 x 31h
(32) Or148 x 11/z<
3 255
.9 705
"5,020 •
=5;020
5,020-':
2;800
3,530.
3,Z65.
3,765
,3,765'.
Double 2x Sizes
HTU26 2(Min.) ` ",
3'%a
33ia
5>ti6
31%z3
(20)�0.162 x 31/z
(14) 0148 x3;;'
11,515,
E2 940;32
'3,500
3,500q
1305,
2 205.,
2,205
2;205
2;205"''
HT026=2 (Max)
5�/2
.3a
. "57/a '
31/z'"
(20) 0.162 x 311z
...
" �2Q}Q 148 x 3- `:
1 910
2 940
3.26
,
3x5Q0
a
3 500,;
i
1 646,
2 205
j 2,205
2 205
2 205
HTU28-2 (Min.)
37/a
3-516
71fa
31/z
(26) 0.162 x 31/2
(14) 0.148 x 3
1,490
3,820
3,980
3,980
3,980
1,280
2,865
2,985
2,985
2,985
IBC,
HTU28-2 (Max.)
71/4
3-%
71f a
31/z
(26) 0.162 x 31/2
(26) 0.148 x 3
3,035
3,820
4,315
4,655
5,520
2,610
2,865
i 3,235
3,490
4,1413
FL,
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 'A" and 1h°, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross-grairrtension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
HU/HUC/HSUR/L
Medium=Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/,e° or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16" at 100% of the table load. Specify as an W
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 1/4° x 21/4° Titen 2
screws (Model i fN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or E NIP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/,6"-diameter hole to the specified embedment
depth plus 1/2°.
• Alternatively, drill the 3/,6"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
3/16" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/,s° x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/e" is required as shown in Figure .1 for full uplift load.
• V1there no uplift load is required, a minimum end distance
of 11/2'.is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
�:U101,116M
,
HU214
Figure 1 — HUG410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
HU/HUC/HSUR/L
..... .............._...... ................ ........................_.......................................................................
........
.._.:. _.----...
_._...........
_.....................
..................
.............
-................
_......
_.....
_.....
_..........
_............
_....
_
Qp11IMedium-Duty Face -Mount Hangers (cont.)-- -
PM ThPCP L ,ItC - ovaH.W. ,eAth -4, ifi-I rn in "'t-f - Pn -,- info fi. ... n 1 G
HU26
HU26X
(4) 1/4 x 23/4
(4)1/4 x 13/4
(2) 0.148 x 11/z
335
1,000
335
1,545
HU2$ :,
HU28X: y-
(6)1!a x 23/a
(6} /4 x 13/4
(4) 0148•x 11h
545 �"
h 15g0
76Q
6
x",2;400
HU24-2
HUC24-2
(4)1/4 x 23/4
I (4) 1/4 x 13/a
(2) 0.148 x 3
1 380
1,000
1 380
1,545
HU26-3 (Min.) HUC26.3 (Min.) (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 3 760 2,000 1 760 3,200
HU26.3 (Max.) HUG26-3 (Max.) (12)1/4 x 23/a (12)1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1 1,135 3,950
HU210
HU21 OX
(8)1/4 x 23/a
1 (8)1/a x 13/4
(4) 0.148 x 11/z
545
2,000
760
1 2,415
HU210 2 (Min.,)
HUC210 2 (Min_)
(14) Iq x 23/a
(14)1Ja X 13/a b
a, (6) 0.148 x 3
1135 `
4 920.
HU210 2 {Max.)
HUC21fl 2 {Max),
(1$) 1%a x 2a
(1$)1/a X131a10)
0148 x 3
180p �'
4 500"'
1 804
5 0$5
HU210-3 (Min.)
HUC210-3 (Min.)
(14)114 x 23/4
(14)1/a x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18)1/4 x 23/4
(18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212;
HU212X z
(1Q) yl4 x 23/a ,`
(10) 1/4 x13/a
(6) 0148 x 11h
-1135
2 5q0 `,
1135
2 665
HU212-2 (Min.)
HUC212-2 (Min.)
(16) 1/4 x 23/4
(16)1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22)114 x 23/4
I (22)1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1.350
5,085
HU214
HU214X
(12)114 x 23/4
j (12)1/4 x 13/4
(6) 0.148 x 11/z
1,135
2,665
1,135
1 2,665
HU214--2 (Min.)
HUC21 2 (Mina '-:
(Ik" 4
0748�X 3 �
1,515
t 4,,500=�
� y 1;516
5 OS5
HU214 2 {Max.)
HUC214 2 (Max.) '
' ., (24)114 x 23/a ,
' (24)11a X:13/a
(12)�0148 X 3,,, '
, 2 015
HU214-3 (Min.)
HUC214-3 (Min.)
(18)1/4 x 23/4
(18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.) .
HUG214-3 (Max.)
(24)1/4 x 23/4
(24)114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216
HU216X
{1$)'?L4 x 2�a „
(18)1/a,X13/4,
,($),0.148 x 11h
ti1,515 'L''
2,920r-
1;515
"2 920
HU216-2 (Min.)
HUC216-2 (Min.)
(20)114 x 23/4
(20)114 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUG216-2 (Max.)
(26)114 x 23/4
(26)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU7 (Min.) (Not available) (12)1/4 x 23/a (12)1/4 x 13/4 (4) 0.148 x 11/z 1 545 2,980 760 1 2,980
HU7 (Max.) (Not available) (16)1/4 x 23/4 (16) 1/4 x 13/4 (8) 0.148 x 11/z 1 1,085 3,485 1,085 1 3,485
HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)114 x 13/4 (6) 0.148 x 11/s 1 1,135 1 3,230 1,135 3,230
HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/< x 13/4 (10) 0.148 x 11/z 1 1,445 1 3,735 1,445 3,735
0
STAGGER JOINTS - TYP.
RAl
B/SKIP
SEE
z
du
w�
UPLIFT/SHEAR ANCHOR
EACH TRUSS - SEE
B/SKI
PLAN
NOTE: ADD'L FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARING
QA
SED HEEL ROOF TRISSE6
ROOF SHEATHING- SEE PLAN
RAISED HEEL ROOF TRUSSES
PLAN
-SEE PLAN
5OFFIT/FASCIA- SEE ARCH.
=-
W
N
RIBBON BOARD -
SEE SCHEDULE
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RIBBON BOARD- SEE
FASTENING TO w
N
SCHEDULE FOR SPACING t
TRUSSES
FASTENING TO TRUSSES
WALL SHEATHING-5EE PLAN
=
MIN. 15/32' GDX PLYWOOD OR
1/16' OSB WITH 8d GUN NAILS
MASONRY WALL-
(0.131' X 2 1/21) 9 G' O.G. TO
UPLIFT/SHEAR GYP. CEILING -
RIBBON BOARDS
-ANCHOR EACH SEE PLAN a
SEE PLAN
TRUSS- SEE PLAN SCHEDULE
TRUSS -
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRU55
MASONRY WALL -
BOTTOM CHORD
SEE PLAN
RAISED HEEL TRUSS BEARING: B
6CALE, Nrs SKI
RIBBON 5CNEIDULEi
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(2) 12d GUN (0.131' X 3')
(Vasd=128 MPH)
2,-4 SPF-2
24'
TO EACH TRU55, (4)
EXP. B,
ENCLOSED
NAILS AT JOINTS
VUIL=180 MPH
(VasXMPH)
(2) 12d GUN (0.131' X 3')
EXP.
EXP. G,'
2X4 5PF4
l6'
TO EACH TRUS5, (4)
ENCLOSED
NAILS AT JOINTS
0 ❑
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RIBBON Dfl,
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SHEET INFORMA
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COA #0 278
03/10/2021
o •
No. 708 1STATE Or
1
ALPINE
AN.IPM COMPANY
Alpine,,an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www.alpineitw.com
site, nformation:
Customer.- Carpenter Contractors of America
Job Number. N334502
Job Description: 7A5i320 ,182ED,F' ,RIO1 / 1828/CALI/4EBB ELEV.D/F
Address:
Job En ineerin Criteria:
Design Code: FBC 7th Ed. 2020 Res IntelliV/EW Version: 20.02.00A
JRef#:: lX3L89750073
Mind Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pst). 37.00
30din Type: Closed
This package contains general notes pages, 21 truss drawing(s) and 5 detail(s).
Item
Drawing Number
Truss
1
069.21.1302.22921
Al
3
069.21.1302.23391
A2
5
069.21.1302.22718
A4
7
069,21.1302.23454
A6
9
069.21.1302.23186
A10
11
069,21.1302.23218
A14G
13
06921.1302.23061
132GE
1.5
069,21.1302.23093
C2GE
17
069.21.1302.22858
EJ2
19
069.21.1302.22530
CJ3
21
069.21.1302.23281
HJ7
23
GBLLETIN0118
25
VAL180160118
item ."
[3rawingt�Fuint>er,
'C'tu,s'
2
069.21.1302.22936
A1A
4
069.21.1302.22655
A3
6
069.21_1302.23141
A5GE
8
069.21.1302.22686
A8
10
069.2.1.1302.23609
Al2
12
069.21,1302.22952
B1
14
069.21.1302.22999
C1
16
069.21.1302.23453
ER
1.8
069.21.1302.22875
CJ5
20
069.21.1302.23359
CJ 1
22
A16015ENC160118
24
CNNAILSP101'4
26
VALTN160118
? tiorida Certificate of Product Approval #FL1999 Printed 3/10/2021 1:'12:01 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads -for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
TheTrussDesign Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. ora.
Fire Retardant Treated Lumber:
Fire'retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual 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.org.
2. ICC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com.
Page 3 of 3
SEON: 249741 / COMN Ply: 1
FROM: RWM Oty: 16
6'1"7
6'1 "7
Job Number: N334502
,7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F
Truss Label: Al
12'11"15 19'10" 26'8"1
6'10"8 6'10"1 6'10"1
5X5
E
1' 1 10'
�' '10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
39'8"
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
9' 10"
29'8"
Cust: R 8975 JR&AX31-89750073 T10 /
DrwNo: 069.21.1302.22921
TCE / YK 03/10/2021
33'6"9 39'8"
6'108 f 917
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.222 K 999 240
VERT(CL): 0.385 K 999 240
HORZ(LL): 0.081 J - -
HORZ(TL): 0.140 J
Creep Factor: 2.0
Max TC CSI: 0.617
Max BC CSI: 0.882
Max Web CSI: 0.457
Ve r: 20.02.00A.1020.20
i�
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ar 0.7.08 1
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03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1711 P P /961 /309 /444
H 1711 /- /- /961 /309 P
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1490 - 3155 E - F 1130 - 2029
C - D 1366 - 2875 F - G 1366 - 2875
D - E 1130 - 2029 G - H 1490 - 3155
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2759 -1207 K - J 2278 - 858
L - K 2278 - 879 J- H 2759 -1186
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 541 -134 K - F 530 - 745
D - K 530 - 745 F - J 541 -134
E - K 1362 - 605
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
braeing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply plates to each face of truss and position as shown above and on the Joint9Details, 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 bracinQof trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional encLmeenng responsibilitty�r solely -for the design shown. The suitability and use of This
drawing for any sfructur is the responsibility of the Building -Designer per ANSVTPI 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: 249762 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JROAX31_89750073 T25 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22936
Truss Label: AlA SSB / YK 03/10/2021
7'11"2 , 13' 17'1"12 19'10'i 23'8" i 31'8"14 39'8"
7'112 5'0"14 T 4'1"12 - 84T 3'10" 8'0"14 T11"2 ,
=5X5
F
n
0
T
N
13:3
39'8"
1' 8'19 4'8"11 2'1"1 6'8" 8'0"11 7'11"5 1'
"9 12'10"4 + 114 23'8" 31'8"11 39'8"
1T
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W6,WB,W9,W11 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR -
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
+ Bottom Chord section between vertcials may
be removed.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.304 P 999 240
VERT(CL): 0.568 P 831 240
HORZ(LL): 0.131 K - -
HORZ(TL): 0.244 K
Creep Factor: 2.0
Max TC CSI: 0.790
Max BC CSI: 0.859
Max Web CSI: 0.988
VIEW Ver: 20.02.00A.1020.20
,,4 SAT 0
e• p,� A• J[r "ti
� • j 6- LR`JV
COA°ssltJhdal.,,\
03/ 10/2021
o
i he's-
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /961 /309 /444
1 1556 /- /- /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.2
1 Brg Width = 8.0 Min Req = 2.2
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1412 - 2748 F - G 1408 - 2068
C - D 1815 - 3524 G - H 1217 - 2104
D - E 1436 - 2553 H - 1 1424 - 2776
E -F 1564 - 2530
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2376 -1110 L - K 2402 -1108
Q - M 3085 -1305 K - I 2405 -1106
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
579 - 993
M - F
1687
- 892
C-Q
818 -217
M-L
1746
-572
S - Q
2594 -1210
F - L
559
- 464
Q - D
1079 -462
L - G
450
- 365
D - M
662 -1221
L - H
477
- 691
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 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. Defer to
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
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawingq indicates acceptance of professional engqsneering responsibilitty�r solely or the design shown. The suitability and use of Phis
drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSIfTP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslrv.com; ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821
SEQN: 249763 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRei:1X3L8975o073 79 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23391
Truss Label: A2 SSB / WHK 03/10/2021
6'1"7
6'1"7
12'6"15 19' 2
6'S"8 6'5"1 1
;5X5=5X5
E F
27'1"1 33'6"9 i 39'8"
6'S"1 6'5"8 r 6'177
39'8"
1' 10' i 9110.. i 9'10" i 10'
+1'�
10 19,101, 29'8"
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 Udell U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.172 L 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /963 /310 /427
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.321 L 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.066 K - -
1 1556 /- /- /963 /310 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.123 K
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 it
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: 0.480
1 Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.747
Bearings B & I are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.625
Bearings B & I 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
IAreVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" 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.
Trusses
Compon
bracing
attache
as applic
drawings
Alpine, a
truss in c
listing thi
drawing 1
For more
B - C 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - 1 1542 - 2800
E - F 1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1262 L - K 2030 - 937
M - L 2030 - 957 K - 1 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
M - D
508 -119
L - F
548 - 356
D - L
521 - 683
L - G
521 - 683
E - L
548 - 356
G - K
508 -119
COA XNi/L31fi®Qi14t1t��
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"`IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme.care in fabricatingg handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI anc7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise, top chord shall have properly attached struchual sheathing and bottom chord shall have a properly
id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 87 or 810,
Se. Apply plate. to each face oT truss and position asshown above and on the Joint9Details, unless noted otherwise. Defer to
6OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
vision of ITW BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
lformance with ANSI 1, or for handling, shipping,, installation and bracingq� of trusses. A seal on this drawing or cover papa
Jrawintq indicates acceptance pf professional anpineenng responsibility solely for the design shown. The suitability and use of This
any s ructure is the responsibility of the Building�-DDesigner per ANSI/T I 1 Sec.2.
brmation see these web sites: Alpine: alpineitw.com; TPI• 1pinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.orq
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249785 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T2 /
FROM: RM Qty: 1 ,7A5 W/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22655
Truss Label: A3 SSB / WHK 03/10/2021
12'11"15 19'10" 24'4"
6'10"8 6'10"1 4'6"
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: 3.97 ft
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1; B3,B4 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W4,W5,W7 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.
=5X5
E
B3
1114X4
33'6"9 3918"
9'2"9 6'1"7
20'8" 5'8" 13'4" -�
_i 9'10" 4'6" 5'4" r 10'
19'10" T 244" 8 39,6"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.042 M 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 871 /- /- /610 /172 /444
Lu: NA Cs: NA
VERT(CL): 0.082 M 999 240
Snow Duration: NA
HORZ(LL): 0.013 C - -
N' 323 /- /- /156 /73 /-
HORZ(TL): 0.024 C
Creep Factor: 2.0
H 508 !- /- l427 /147 /-
Wind reactions based on MWFRS
Building Code:
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.968
B Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.737
N Brg Width = 68.0 Min Req = -
Rep Fac: Yes
Max Web CSI: 0.550
H Brg Width = 8.0 Min Req = 1.5
Bearings B, N. & H are a rigid surface.
FT/RT:20(0)110(0)
Bearings B & H require a seat plate.
Plate Type(s):
Members not listed have forces less than 375#
WAVE
VIEW Ver: 20.02.o0A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 606 -1330 G - H 246 - 579
C - D 479 -1037
03/10/2021
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - M 1138 - 532 K - J 952 - 668
M - L 691 - 320 J - H 484 -143
L - K 967 - 695
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - M 375 - 360 K - F 885 -1602
M - D 558 -150 F - J 573 - 255
D - L 559 - 723 J - G 495 - 484
L - F 785 - 272
"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 propery attached structural sheathing and bottom chord shall have a properly --
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
as appllcabgle. Apply plates to each face of -truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpire, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSIrt PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance :of professional engineering responsibility solelyor the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more -information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249765 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T8 1
FROM: RWM Qty: 1 , A5/320 ,182ED,F ,RI01 / 1828/CAL1/4EBB ELEV.D/F DrwNo: 069.21.1302.22718
Truss Label: A4 SSB / WHK 0311012021
71014 17' 22'8"
7'10"14 9' 1 "2 518"
�1'1+ 10,
10,
Loading Criteria (psft
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc, from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
55X5 =5X5
D E
39'8"
9.10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
31'9"2 39'8"
9'1"2 + 7'10"14
9.10"
29'8"
Deft/CSI Criteria
PP Deflection in loc Udefi U#
VERT(LL): 0.149 J 999 240
VERT(CL): 0.279 J 999 240
HORZ(LL): 0.060 1 - -
HORZ(TL): 0.112 1
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.755
Max Web CSI: 0.989
VIEW Ver: 20.02.00A.1020.20
H.
♦ L ,a}saa 9o.lq�+ ft7�PrI���
r s
O „Q
e ®. 7UO
® i
� r
COAL\� AL���,�,
03/10/2021
10, 1'
39'8"+
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1552 /- /- /965 /318 /386
G 1552 /- /- /965 /318 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
D - E 1352 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1373 J - 1 1695 - 842
K - J 1695 - 863 1 - G 2393 -1352
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 498 -448 E - I 770 -435
K - D 770 - 435 1 - F 498 - 448
**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 )Y attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent later4il restraint of webs shall have bracinp installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oT truss and position as shown above and on the Join QDetails, 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 Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI Q PI 1, or for handling, shipping,, installation and bracing. of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance pf professional engineering responsibil!(�vv solely for the design shown. The suitabiliply and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249766 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRefAX3L89750073 T11 !
FROM: RDP Qty: 1 ,7A5/320 ,182ED,F ,RI01 / 1828/CALIMEBB ELEV.D/F DrwNc: 069.21.1302.23141
Truss Label: A5GE SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacinq: 24.0 "
F1.
�1211.�'15 2q� 1 V4
73.15 1'4
G1'7 9'10' 1Q'8' Eo 21'133;6'9 39'8'
FIA' i z Y za•11 6'8' Fi(J"8 G17
f low �-I =sK
A
21' i S'-i 13V
In
20'B' 3Y0'
1 21'11'12 i3'10'8 ---1- 13712
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: 3.97 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N; 131 2x4 SP #1;
Webs: 2x4 SP #3; W7,W1 4,W1 5,W1 6 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.
Special Loads
--(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to 56 plf at 10.67
TC: From 76 plf at 10.67 to 76 plf at 32.67
TC: From 56 plf at 32.67 to 56 pIf at 40.67
BC: From 20 plf at 0.00 to 20 plf at 39.67
BC: 128 lb Conc. Load at 23.21,23.79
PL: 136 lb Conc. Load at (23.27, 9.98), (23.80.9.98)
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.
Dw Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.114 AE 999 2
VERT(CL): 0.228 AE 999 2.
HORZ(LL): 0.049 1
HORZ(TL): 0.097 1
Creep Factor: 2.0
Max TC CSI: 0.679
Max BC CSI: 0.825
Max Web CSI: 0.970
EW Ver: 20.02.00A.1020.20
Laterally brace chord above/ below filler at
24" OC (or as designed) including a lateral
brace on chord directly below both ends of
filler (if no rigid diaphragm exists at that point)
./fwea®�sr(ay�lP'rPPs
��'�"' •®��L'�%� i9�,K° till: ^
• a
�® t
• O. 7,08 i
a
• t
°o
SAT
COAr0rvQ�.
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 768 /- /-
1501 /331 /444
AB 2335 /- /-
/955 /1010 /-
Z 1089 /- /-
/488 /358 !-
T 516 /- /-
/401 /224 !-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
AB Brg Width = 8.0
Min Req = 3.2
Z Brg Width = 8.0
Min Req = 1.5
T Brg Width = 8.0
Min Req = 1.5
Bearings B, AB, Z, & T are a rigid surface.
Bearings B, AB, Z, & T 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 476 -1085
1 - J 395 - 201
C - D 345 - 809
J - K 395 - 206
D - E 408 - 753
K - L 545 - 272
E - F 420 - 751
L - M 613 - 304
F - G 406 - 669
M - N 611 - 252
H - I 377 -189
S - T 231 - 600
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B -AH
918 -475
AD -AC
480
-256
AH-AG
480 -256
AC -AB
471
-327
AG-AF
480 -256
X - W
483
-157
AF-AE
480 -256
W - V
483
-157
AE-AD
480 -256
V - T
483
-157
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
AH-AI
508 -256
AB -AR
325
-523
AI-AJ
546 -274
AR -AS
450
-561
AJ-G
506 -266
AW-Z
277
-756
G -AL
519 - 941
A W- N
241
- 683
AL -AN
499 - 922
N -AX
678
- 358
AN -AP
521 - 959
AX- X
687
- 352
AP -AC
546 - 995
X -AZ
298
- 477
AC- K
794 -498
AZ -BB
271
-470
K -AB
570 -1384
BB- S
321
- 454
'"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 laterpi restraint of webs shall have bracin installed per BCSI sections-B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
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/I PI 1, or for handling, shipping,, installation an' bracing of trusses. A seal on this drawing or cover pale 6750 Forum Drive
listing this drawing indicates acceptance of professional anpsneering responsibili��r solely for the design shown. The suitabiliTy and use of this
drawing for any s9ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249767 / HIPS
Ply: 1
Job Number: N334502
Cust: R 8975 JRef:1X3L89750073 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23454
Truss Label: A6
SSB / WHK 03/10/2021
7'10"14 15, 24'8" 31'9"2 39'8"
7'1014 7' 1 "2 9'8" 7' 1 "2 7' 10"14
6X6 ; 6X6
D T3 E
12
6 F:7- 0 C 5 \5X5
r�
o
W m
W1
B G
A
H
4X6(A2) = 5X5 = 5X5 =5X5 = 4X6(A2)
39'8"
1' 10' 9.101, 9'10" 10, 1'
10' 19,10" 29'8" + 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 . A A /962 /328 A
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.115 1 Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.474
Members not listed have forces less than 375#Maximum
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) TopChord Forcesr Ply (Ibs)
GCpi: 0.18 Plate Type(s): ChordsTens.Comp. C mp Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1807 - 2729 E - F 1627 - 2537
C - D 1826 - 2538 F - G 1807 - 2729
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110
member design. K - J 1847 -1131 1 - G 2363 -1462
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 394 - 358 E - 1 628 - 300
K - D 628 - 300 1 - F 394 - 358
;;tlltiArl#itdli rr
e f
___1VViii=ia •c �.
S o• 4. 708 i
•
a •
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r ✓� •• � P'6 1 0 • Qe Z. P
e
r •® �• 4{1
COA�>
e�tttt
03/10/2021
•'WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI andSBCA) r safety to these functions. Installers
practices prior performing 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 applicab-le. Apply plates to each face oT truss and position as shown above and on the Joint9Details, 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 ANSI/) PI 1, for
conformance with or handling, shipping,, installation and bracinlof trusses. A seal on this drawingor cover page 675o Forum Drive
listing this drawing indicates acceptance of professional encLineenng responsibilit�yy solely for the design shown. The suitabiliffy and use of This Suite 3o5
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249768 / HIPS
Ply: 1
b Nmber: N334502
Cust: R 8975 JRef:1X3L89750073 T6 /
FROM: RWM
City: 1
�,7A5/3uo.182ED,F R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.22686
uss Label: AS
SSB / WHK 03/10/2021
6'94 13' 19'10" 26'8"
32'10"12 3.9
6'94 6'2"12 6'10" 6'10"
6'2"12 6'9"4
5X5 1112X4 a 5X5
D E F
12
6 �2C4 W
�2G
�
o
'2
W3
B
H
A
9�
4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
39'8"
10' 9'10" 9.10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240
Loc R+ / R- ! Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240
B 1556 /- /- 1953 1716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 A A /953 1716 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543
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: 0.754
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 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 2014 - 2780 E - F 1973 - 2289
C - D 1925 -2523 F - G 1925 -2523
To chord: 24 SP #2 N
p cor:x;
D - E 1973 - 2289 G - H 2O14 - 2780
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2421 -1686 K - J 1982 -1323
member design.
L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 381 -339 K - F 425 -401
L - D 535 -183 F - J 535 -183
D - K 425 - 401 J - G 381 - 339
0011116111f tr
E - K 585 -391
\ P� H.
aa + •{;/tea
r°
M
a t
e `
o �
y
1 •
RMUMITMU11i1
113/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information,
of BCSI (Building
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
attache0 rigid ceilin Locations for lateral -have
shown ermanent restraint of webs shall bracinq installed per BCSI sections
as applicable. Applgyi plates to each face ovtruss and position as shown above and on the Join Details, unless noted otherwise.
B3, B7 or B10
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
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin4 trusses. A this drawing
to build the
of seal on or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engPr eering responsibility solely -for the design shown. The suitabilify and use of this
drawing for is -Designer
any structure the responsibility of the Building per ANSI/TPI 1 Sec.2.
Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821
SEQN: 249769 / HIPS
Ply: 1
Job Number: N334502
Cust: R 8975 JRef:1X3L89750073 T5 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23186
Truss Label: A10
SSB / YK 03/10/2021
5'94 11' 19, 28'8"
33'10"12 39'8"
5'94 5'2"12 8' 9'8'.
5'2"12 5'9"4
s 5X5 = 5X5 z 5X5
D T2 E T3 F
12 �
6 �2X4
g2X4
W
o C (a) (a)
G U)
n W3
h
iIo
B
A
H
11�8.8,.
4X6(A2) -5X5 -5X8 =5X5=4X6(A2)
� 39'8"
10' 9'10" 9.10"
10,
10' 19110.. 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 240
Lac R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240
B 1556 /- /- /940 f718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - -
H 1556 /- /- /940 /718 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.127 J
Wind reactions based on MWFRS
Mean Height: 15.00 It
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.670
5.0
H Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752
Bearings B & H are a rigid surface.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.758
Bearings B & H require a seat plate.
Loc. from endwall: not in 9.00 ft /10 0 FT/RT:20 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 2194 -2804 E - F 2388 -2695
Top chord: 2x4 SP #2 N; T2 2x4 SP #1;
C - D 2056 - 2533 F - G 2066 - 2539
D - E 2506 -2775 G - H 2184 -2797
T3 2x4 SP 2400f-2.0E;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 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 - L 2449 -1856 K - J 2163 -1578
be equally spaced. Attach with (2) 8d Box or Gun
L - K 2146 -1573 J - H 2440 -1822
nails(0.113"x2ff%min.). Restraint material to be supplied
and attached at both ends to a suitable support by
Maximum Web Forces Per Ply (Ibs)
erection contractor.
Webs Tens.Comp. Webs Tens. Comp.
(a) or scab reinforcement may be used in lieu of CLR
L - D 470 72 K - F 628 616
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
D - K 743 -785 F - J 466 -52
same size, species, grade, and 80% length of web
E - K 794 -538
ttgnteUf
member. Attach with 0.128x3" gun nails @ 6" oc.flfjrlati lt
Wind ��, la«eH.rJ�'l'r
�r;
«@®t•.
Wind loads based on MWFRS with additional C&C •°s«nth r'"
member design.o«
Wind loading based on both gable and hip roof types. °•
y � a
®. 708 1
s o
«
� A
0
V .•04 ���1
o
COArt,ONA'4
,ftamentmil"o
• 1 3/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI SBCA) fo'r
and safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly -
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each.face of truss and position as shown above and on the Join Details, unless noted otherwise.
Refer to ' -
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
-
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI Q PI 1, or for shipping,, installation bracin trusses. A
-handling, and of seal on this drawing
listing this drawing indicates acceptance of professional enpmeenng responsibili� solely -for the design shown. The suitabilify
drawing for any s9r'ucture is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2.
or cover page 6750 Forum Drive
and use of this
Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249770/ HIPS
Ply: 1
Job Number: N334502
Cust: R6975 JRef:1X3L89750073 T4 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23609
Truss Label: Al2
SSB / WHK 03/1012021
9' 17' 22'8" 30'8"
39'8"
g 8'
9'
e6CT2 D 6 =5X5 =4ET34
=6X6
F
12
6
T
T
(a) W (a)
p W5
A
1 B
G in
H
4X6(A2) =6X6 =6X6 =6X6 =4X6(A2) 1
39'8"
10' 9'10" 9.10"
10, 1'�
�1'
10' 19,10" 2918"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240
B 1556 /- A /921 f720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - -
G 1556 A /- 1921 /720 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.150 1
Wind reactions based on MWFRS
Mean Height: 15.00 It
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.0 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939
G 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: 0.834
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.306
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2250 -2705 E - F 2239 -2478
C - D 2238 - 2478 F - G 2250 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
D - E 2906 -3233
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - K 2330 -1856 J - 1 3176 - 2629
be equally spaced. Attach with (2) 8d Box or Gun
K - J 3174 -2647 1 - G 2329 -1835
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
C - K 718 -428 E - 1 944 -834
for (2) CLR'S where shown. Scab reinforcement to be
K - D 940 - 832 I - F 718 430
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.t$tiilMtPlirtr/rrrlryj��'
Wind �*0
/'f4i,,
Wind loads based on MWFRS with additional C&C, �' r �''A.�
�,s+"•'®•A.�*
member design. +! v,s+' 4 E
Wind loading based on both gable and hip roof types. .' *
o. 708 I
�* � A� \.d i1 h�am. •"•
e
s � •�v •e acu sml�a,•,p1 �\
COA
��pr@r$311494���
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition
of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide
bran ing er BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall
Locations
temporary
have a properly
attachetl ri,V ceiling shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicab"Ie.---Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Pefer-to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the
tr ss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing trusses. A this drawing
of seal on
listing this drawing indicates acceptance of professional engineering responsibili�/ solely or the design shown. The suitability
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 See 2.
or cover pare 6750 Forum Drive
and use of this
Suite 305
For more information see these web sites: Alpine: aI ineitw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249781 / HIPS
Ply: 1
Job Number: N334502
Cust: R 8975 JRef:1X3L89750073 T31 /
FROM: LPM
Qty: 1
7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23218
Truss Label: A14G
SSB / YK 03/10/2021
7' 13' 19' 28'4"
32'8" 39'8"
7' 6' 6' 9'4"
4'4" 7'
16C6 =4p4 =8X10 =H1F14
6
12 T2 ET3
T4G
T 6
T
o (a)
(a)
h
Cl)
I B
%�
H v
L 3
I88„
1
5X5(A2) -H0510 =4X4 =6X8 1115X5K
63 -4X6 =3X6(A1)
28'4" 111'4"
10" O'A 5'1"12 4'4"
4""
8' 18'1YA 24' 28'4"
32'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240
B 1922 /_ /_ /_ /884 A
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - -
K 4268 /- /- /- /1911 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 10.51 ft HORZ(TL): 0.091 L -
H 80 /- /- /- /60 /-
NCBCLL: 0.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.846
B Brg Width = 8.0 Min Req = 1.6
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785
K Brg Width = 8.0 Min Req = 5.9
H Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819
Bearings B, K, & H are a rigid surface.
Loc. from endwall: NA FT/RT:20(0)/10(0)
Bearings B, K, & H require a seat plate.
GCpi: 0.18 Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.o0A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N;
B - C 1596 -3565 E - F 169 -505
T4 2x6 SP SS;
Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N;
C - D 1465 -3467 F - G 400 180
400
Webs: 2x4 SP #3; W6 2x4 SP #2 N;
-180
D - E 1465 - 3467 G - H
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to
Chords Tens.Comp. Chords Tens. Comp.
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
B - N 3126 -1377 L - K 786 -1874
and attached at both ends to a suitable support by
N - M 3126 -1821 K - J 786 -1874
erection contractor.
M - L 2986 -1327 J - H 179 - 399
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
Maximum Web Forces Per Ply (Ibs)
for (2) CLR'S where shown. Scab reinforcement to be
Webs Tens.Comp. Webs Tens. Comp.
same size, species, grade, and 80% length of web ttiftttlttrt/
member. Attach with 0.128x3" gun nails @ 6" oc. ralorrry
C - N 1089 -274 L - F 3047 -1224
Zi fry,
Loading f%s,�
N - D 440 - 430 F - K 2007 - 4053
D - M 568 -883 F -J 1889
a eas°•p
#1 hip supports 7-0-0 •. i�
-778
M - E 834 67 G - J 344 528
jacks with no webs. �m+pa► ,
4�� ;•
E - L 1423 - 3051
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types. x
"
WARNING] This truss is not symmetric, but its
exterior geometry makes erection error more
probable. It is imperative that this truss be installed ®�
„
properly.
COA
y�1Hla@f1in1611P�
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
of BCSI (Building
Component Safety Information, by TPI 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)v attached structural sheathing and bottom chord shall have a properly
id Locations
attached ri ceiling shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections
as applicabgle. Apply plates to each face. of truss and as shown above the Join Details,
B3, B7 or B10,
Pefer
position and on unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
to
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 ANSI PI 1, for handling,
conformance with or shipping,. installation and bracingciof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilit� solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANS11YPl 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: 249771 / COMN Ply: 1 Job Number: N334502 Cust: R8975 JRef:1X3L89750073 T20 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22952
Truss Label: 81 �SSB / WHK 03/10/2021
P
to
u>
3
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 "
57A
57"4
�-1,+ 8
8'
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;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
10'8"
60"12
4X4
D
21'4"
L611 2 21'4"
5'0"12 5-774
5'4"
13'4"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): 0.047 H 999 240
Lu: NA Cs: NA
VERT(CL): 0.088 H 999 240
Snow Duration: NA
HORZ(LL): 0.020 G - -
HORZ(TL): 0.037 G
Building Code:
Creep Factor: 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.371
TPI Std: 2014
Max BC CSI: 0.611
Rep Fac: Yes
Max Web CSI: 0.232
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
tnrnVP
o. 708 1
COA
03/ 10/2021
8'
21'4"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 864 /- /- /529 /397 /229
F 805 /- /- /464 /361 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 1190 -1344 D -E 1113 -1152
C-D 1104 -1146 E-F 1201 -1351
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1152 - 993 G - F 1161 - 955
H - G 795 - 539
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 471 - 284 D - G 394 - 335
H - D 383 - 322 G - E 479 - 289
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) r safety practices nor to performing these functions. Installers shall provide temporary
bracing per BCSI,_ Unless noted otherwise, top chord shall have propg% attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint off 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 Joini-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 Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI /l PI 1, or for handling, shipping,. installation and bracingc1 of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional encLmeering responsibilittyy solely for the design shown. The suitability and use of tnis
drawing for any structure is the responsibility of the Building Designer per ANSVTPI 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.orp Orlando FL, 32821
SEQN; 249772 / GABL Ply: 1 F7A,5/3u2O
r: N334502 JONo:
R 8975 JRef:1X3L89750073 T3 !
FROM: RWM Oty: 1 82ED,F RI01 / 1828/CALI/4EB8 ELEV.D/F 069.21.1302.23061
l: B2GE ! YK 03/10/2021
10'8" 21'4"
10'8..
f^_ 4'8" '1 2--1
(TYP) =4X4
F
P
SO
iD
�'3 /
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: 3.00 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.
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.
=DAD
21'4"
21'4"
21'4"
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):
N
(D
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or *=PLF
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.004 R 999 240
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.007 R 999 240
B 245 A /- /134 /103 /243
HORZ(LL): 0.005 L - -
J* 72 /- /- /35 /33 /-
HORZ(TL): 0.006 L - -
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.196
J Brg Width = 248 Min Req = -
Max BCCSI: 0.164
Bearings B & B are a rigid surface.
_
Max Web CSI: 0.069
Bearings B & B require a seat plate.
Members not listed have forces less than 375#
Ver: 20.02.00A.1020.20
. rrrt
► V� � s
Y °
y°o e
a
° R
° r
+`�+�le:ettiltael*�
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have- proper !y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin9 installed per BCSI sections B3, B7 or B10,
as applicable. AppTgy 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.
Alline, a division of ITW Build inctComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
trTss in conformance with ANSI 4PI 1, or for handling, shipping,, installation and bracing4of trusses. A seal on this drawingor cover page 6750 Forum Drive
listing this drawing indicates -acceptance of professional engineering responsibilittyv 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 insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 249773/ COMN Ply: 1 Job Number: N334502 Cust: R8975 JRef:1X3L89750073 T19 /
FROM: RWM city. 1 ,7A5/320 ,182ED,F ,RI01 / 1628/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22999
Truss Label: C1 SSB / WHK 03/10/2021
r 7 14'
7' 7' i
—5X5
C
14'
7'
7'
7'
14'
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): 0.014 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 588 /_ /_ /371 /272 /158
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.025 E 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.008 E - -
D 527 /- /- /305 /234 A
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
HORZ(TL): 0.013 E
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: psf
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Soffit: 0.00
5.0
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.767
D Br Width = 8.0 Min Re
9 q = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.503
Bearings B & D are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.119
Bearings B & D require a seat plate.
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GC
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
.6
WAVE
J.umuer
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
1s fy' H. .rJifp,�,l
4 0. 708 1 -
•
T 0
t• a• c•
1
COAVV
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care
Component Safety Informatior
bracing per-BCSI. Unless note
attached rigid ceiling Location
as applicable. Applyplates tc
drawings 160A-Z for standard
Alpine, a division of ITW Buildin Components Group Inc. shall not. be respponsible for any
truuss in conformance with ANSI/ PI 1, or.for handling, shipping,, installatlon,and bracin4
listing this drawing indicates acceptance of professional en meering responsibilittyy solelyq
drawing for any structure is the responsibility of the BuildingVes!gner per ANSI/TPI 1 Sec.2.
-• For more information see these web sites: Alnine• alnineitw r— TPh fnin t nr • cnrn•
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - E 598 - 542 E - D 598 - 542
deviation from this drawipg, any failure to build the
of trusses. A seal on this drawin or cover page
or the design shown. The suitabilify and use of this
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249783 / EJAC Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 715 /
FROM: RWM Qty: 14 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23453
Truss Label: EJ7 �JB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
12'2"11
12
6
M
O_ tr7
M (h
B
1E A 8-8"
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
7
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020' Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc 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
0.708 9 '
c°
°
03/10/2021
♦ 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#
"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
attached r! id ceiling Locations shown for Permanent lateral restraint of webs shall have bracin 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 Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Al ing, a division of ITW BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
tr ss in conformance with ANSI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional encLsneering 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: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or • AWC: awc.or - - Orlando FL, 32821
SEQN: 249776 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T23 /
FROM: RWM Qty: 2 ,7A5/320,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22858
Truss Label: EJ2 KD / WHK 03/1012021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
12
N
6 918114
B d to
_T_ rn
4 r 81811
A
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2X4(A1)
2'
2'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.137
Max BC CSI: 0.026
Max Web CSI: 0.000
03/10/2021
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 157 /- A /140 /54 /52
D 32 P /- /18 A P
C 34 /- /- /20 /26 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearings B, D, & C require a seat plate.
Members not listed have forces less than 375#
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. --Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for Permanent lateral restraint olYwebs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face off 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 bracin44 of trusses; A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com• TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821
SEQN: 2497771 JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef1X3L89750073 T18
FROM: Qty: 4 , A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22875
Truss Label: CJ5 KID / YK 03/10/2021
C
11'2"5
12
6
M
7
fV M
M
B
1 A $'8"
D
1 } 4' 11 "4
4' 11 "4
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
,ArA%/C
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.
0
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.549
Max BC CSI: 0.257
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
AM1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 A A
/200 /88 /152
D 89 A /-
/51 /- A
C 118 A A
/85 /116 P
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
r%W_0044+
a 'C' r
m
aa��O�pia
lYZNA
IM9r11111
03/10/2021
*WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, -installing ,and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
brd'cing per BCSI. Unless noted otherwise, top chord shall have-proper )v attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have braciinq installed per BCSI sections B3, B7 or B10.
as applicable. Applgy plates to each face. o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to 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 bracincl of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili((v� solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Odando FL, 32821
SEQN: 249778/ JACK Ply: 1 Job Number: N334502 Cust: R8975 JRef:1X3L89750073 T21 /
FROM: Qty: 4 7A5P320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069 21. 1302.22530
Truss Label: CJ3 SSB / WHK 03/10/2021
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord
C
2' 11 "4
2' 11 "4
T
co
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(CL): NA
Snow Duration: NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Building Code:
Creep Factor: 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.234
TPI Std: 2014
Max BC CSI: 0.105
Rep Fac: Yes
Max Web CSI: 0.000
FT/RT:20(0)/l 0(0)
Plate Type(s):
Ve r: 20.02.00A.1020.20
wq• "07zr
1 gps� i
IN
VVNi W o r
°
o. 7108 1
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 f7l /99
D 50 /- P 127 /- P
C 63 P /- /44 /64 P
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
� tit vt .Nr
° �' r
iok
�vr
03/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI anc/ SBCA) fo'r safety practices pnorto pertorming 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 ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10
as applicable. Apply plates to each face of truss and position as shown above and on the Join�Details, unless noted otherwise. f,efer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildingg-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 a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili((�� solely or the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec 2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249779 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3LB9750073
FROM: Qty: 4 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23359
Truss Label: CA SSB / WHK 03/10/2021
12
6 C
V
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf!n PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
_F T A-, 9'2"5
co
T
tI
M 81811
1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
Ve r: 20.0 2.00A.1020.20
N. j.
` � •�ee�asee.e rQ g 10,
.710841
0
•"� ni art ;_ �
e
w.
te•
1 COA`NaQ1 I V p�
AL
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 143 /- /- /145 176 /45
D 11 /-2 /- /14 /10 /-
C - /-15 /- /29 133 /-
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.
Members not listed have forces less than 375#
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an r7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless -noted otherwise, top chord shall have Properly attached structural sheathing and bottom chord shall have a properly --
attache rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, 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 PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Ddve
listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more.information see these web sites: Alpine: al ineltw.com; TPI: t inst.or • SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2497801 HIP_ Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T27
FROM: RWM ply: 2 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23281
Truss Label: HJ7 KD / WHK 03/10/2021
5'3"5
5'3"5
9'10"1
4'6"11
12'2"3
12
4.24 a 2X4
C
v
mn
"v
B
T
4•9 A 818.1
i
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" _ 9'2"2 i T-14
9'2"2 9'10'1
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.0E;
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. 1 62"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") nails at bottom chord
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.040 F 999 240
VERT(CL): 0.076 F 999 240
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C
Creep Factor: 2.0
Max TC CSI: 0.546
Max BC CSI: 0.416
Max Web CSI: 0.260
VIEW Ver: 20.02.00A.1020.20
• LG+ 1l`SD�J (lam
°
0. 708 9
°
a
io
°A,
COA Wftr8�®i Al. ,• `
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 326 A /- A /154 /-
E 364 /- /0 A /84 /0
D 214 !- /- /- /177 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating 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 shali have a properly
as ap ed rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per SCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oT truss and position as shown above and on the Joint9Details, 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 BuildinlgComponents 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 bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encLmeering responsibility solely for the design shown. The suitability and use of this
drawing for any s9r'ucture is the responsibility of the Building -Designer per ANSI/T�l 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
Gable Stud Reinforcement Detail
ASCE 7-16i 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
❑rt 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
nry ipn m i, Winri Cnoor! Yi' Marv. w-i,i,+ r...,..-.._.. n 1. -
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) ix4 'L' Brace IK
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace xx
(1) 2x6 'L' Brace IK
(2) 2x6 'L' Brace
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
S F
#1 #2
U
f
#3
3' 8'
5' 9'
6' 2'•
7' 6'
7' 11'
9' 1''
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
0
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' V
8' ill
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' B'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
—�
S P
#2
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
d
F
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
6' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_P
_
S P F
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
1 10' 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
H P
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
(3)
0
I�
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10' 5'
10, 10,
12' 8'
13' 7'
14' 0'
14' 0'
\
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
ill 1'
14' 0'
14' 0'
14' 0'
14' 0'
/
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' V
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
D F L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10' 11'
13' 4'
14' V
14' 0'
14' 0'
Standard
42'
5' 8'
6' 0'
7' 6'
8' 0'
10, 2'
10, 10,
11' 10'
12' 7'
14' 0'
14' 0'
/ #2
#1'
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0
CS
_
S P F
# 3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
U
H F
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
7' 0'.
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10, 3'
11' 9'
12, 3'
14' 0'
14' 0'
1
14' 0'
S P
10,
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12, 1'
14' 0'
14' 0' 1
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
01
r-=i
D F L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
13' 7' 1
14' 0'
14' 0'
14' 0'
Aboutj�
able Truss
Diagonal brace option,
vertical length may be
doubled when diagonal
18'
brace Is used, Connect
L
diagonal brace for 600#
at each end, Max web
'L' Brace End
total length Is 14'.
Zones, typ.
2x6 DF-L #2 or
better diagonal
T_
Vertical length shown
brace) single
6,
In table above.
or double cut
45•
<as shown) at
.L
upper end.
�*'
Connect dingonnl nt
midpoint of vertical web.
Refer to
chart �k
w*WARNIN(i.. READ NO FDLLOV ALL DIES ON T19S DRAWING
NWINP01RTANT" FURNISH THIS DRAWING TO ALL COMACT13RS INCLUDING THE INSTALLERS(
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref
follow the latest edition of BCSI (Bullding Component Safety Information, by TPI and SBCA) fo s
practices prior to performing these functions. Installers shall provide temporary brndng pe B
Unless noted otherwise, top chord shall have properly attached structural sheathlm and bo
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint 1
shall have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plates to en
of truss and the
PI E
position as shown above and on Joint Details, unless noted otherwise.
Refer to drawings 160A-Z for standard plate positlons.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatl
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlpl
AN ITW COMPANY
Installation g bracing of trusses.
\ \ 514\ Earth\ Cityl 6:pressway
this drawl g or cover page Ustimg this drowing, indicates acceptance of p ofessbml
engineering seat responsibility
responslty solely for the design sham The suitablUty and use of this drawling
\\Suite\242
for any structure Is the responsibility of the Bu0.d4g Designer per ANSI/TPI I Sect.
\\Earth%City.\MO\63045
For more Information see this Job's general notes page and these web sites.
ALPINE. www.alpineitw.comi TPI. wwwApinst,argi SBCA, www.sbcindustry.orgi ICC. wwwJccsmfe.org
Bracing Group Species and Grades)
Group At
S race -Pine -Fir Hen -Fir
#1 / #2 Standard #2 Stud
#3 1 Stud 1 #3 Stnndnrd
Dou ins Fir -Larch Southern Pine..Y
#3 #3
Stud Stud
Standard IStnndnrd
Group Bi
Hen -Fir
#1 & Btr
#1
Dou ins Fir -Larch Southern Plnewwx
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
■.For Ix4 So. Pine use only Industrial 55 or
Industrial 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 IOd (0.128'x3.0' min) nails.
W For (1) 'L' brace- space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones.
NE *For (2) 'L' braces. space nails at 3' o.c.
In IS' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 80X of web
member length,
Gable Vertical Plate Sizes
It
r�,A,
Vertical Len th
No Splice
Less than 4' 0'
2X3
Greater than 4' 01, but
less than 11' 6'
3X4
Greater than 11' Al
4X4
I + Refer to common truss design for
�'1 peak, splice, and heel plates,
�.
•+ � Refer to the Building Designer for conditions
3l ve tiw le th, not addressed by this detall.
i REF ASCE7-16-GAB16015
DATE 01/26/2018
0 DRWG A16015ENC160118
ww6OeT`r
MAX, TOT. LD, 60 PSF
10/2021
MAX. SPACING 24,0'
'T
Relnfoi
Memk
Gn
Tr
Gabe Detai(
Fnr I Pt -in \/Prtir-n 1 c
Truss Plate Sizes
ppropriate Alpine gable detall for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
.te that covers the total area of
Lapped plates to span the web,
2*2�4
rr2X
Provide connections for uplift specified on the engineered truss design
Attach each 'T' reinforcing member with
End Driven Nallsl
10d Common (0.148'x 3.',min) Nails at 4' o.c. plus
(4) nails In the top and bottom chords.
Toenolled Nailsr
10d Common (0,148'x3',min) Toenails at 4' o.c, plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load,
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENCI00118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015END10011 EM1Vft6U%,
S11530ENC100118, S12030ENC100118, S14030ENC 301001}S,j�/¢
S18030ENC100118, S20030ENC100118, S20030E 01 4�QP b10
See appropriate Alpine gable detail for maxli egr(2g�rdgpt
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -nail - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord,
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
elo Length Increase w/ 'T' Brace
Example
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o,c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x8'7'=11'2'
'T' Relnf,
Mbr, Size
'T'
Increase
2x4
30
2x6
20
"DWORTANTo WFUR SM MSS iREARAWM TO ALL CCCCNTRAND FOU_aW ALL ACMRS OLUDIM THE MSTALLERsc
®' 0 4
REF LET -IN VERT
_
Ale I
AN ITW COMPANY
11514k Eart \ City\ Expressway
Trusses require extreme care In Fabricating, handling, shipping, Installing and bracing. Ref tt�n�,
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fotls etys
practices prior to performing these functions. Installers shall provide temporary bradrg pe. BCSL w
Unless noted otherwise, top chord shall have property attached structural sheathing and be n chokI
shaft have a properly attached rigid ceiling. Locations sham for permanent lateral restraint f s•
shall have bracing Installed per HCSI sections B3, H7 or B10, as applicable. Apply plates to eaa&
of truss and position as shorn above and an the Joint DetaOs, unless noted otherwise. ''
Refer to drawings 16OA-Z for standard plate positions. ,
Alpine, a division of ITW Building Components Group Inc shall not be responsible for any devintlo r
this drawing, any Failure to build the truss In conformance with ANSI/TPI 1, or for handUng, shipping
Installation & bracing of trusses.
A seal on this drarkng or cover page Usting this drawing. Indicates acceptance of professional
engineering structure ty reelyspomamlll#ty design the ownBuildi. Designer The
suitabilitydrawing
pety an Tuse
i f this
c
• m
R�'
s �i • �'�.!
w.w '0
4ew •to° `m.`S_
``a wfn••s' \ tti
/
/10/2021
MAX, TOT, LD, 60 PSF
DATE 01/02/2018
DRWG GBLLETIN0118
DUR, FAC, ANY
11 Earth\City,\-MO\63045
For more Information see this Job's general notes page and these web sites.
ALPINE, www.alpineitw.coml TPIr rrw.tpinstorgi SBCAi wcsbclndustry.org) ICO wwdccsafearg
MAX, SPACING 24.0'
NAIL SPACING DETAIL
MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN. DOUBLE NAIL SPACINGS
AND STAGGER NAILING FOR TWO BLOCKS. GREATER SPACING MAY BE
REQUIRED TO AV❑ID SPLITTING,
BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF
NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL,
LOAD PERPENDICULAR TO GRAIN
A — EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS
OF NAILS (6 NAIL DIAMETERS)
B — SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS)
C — END DISTANCE (15 NAIL DIAMETERS)
LOAD PARALLEL TO GRAIN
A — EDGE DISTANCE (6 NAIL DIAMETERS)
C — SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS)
D — SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS)
IF NAIL HOLES ARE PREB❑RED, SOME SPACING
MAY BE REDUCED BY THE AMOUNTS GIVEN
BELOW: C)K)K
w SPACING MAY BE REDUCED BY 50%
wx SPACING MAY BE REDUCED BY 33%
DIRECTI❑N
OF LOAD AND
NAIL ROWS
Lo
W
J
Ci_ iAiAi NAIL
LINE �
J
P4
A
B)K
B/2 )E
A
MINIMUM NAIL SPACING DISTANCES
DISTANCES
NAIL TYPE
A
B)K
CW)K
D
8d
BOX (0,113"X 2,50,MIN)
3/4'
1
3/8'
1
3/4"
7/8'
10d
BOX (0,128'X 3,0,MIN)
7/8'
1
5/8"
2'
1'
12d
BOX (0,128'X 3.25°,MIN)
7/8"
1
5/8"
2"
1"
16d
BOX (0,135'X 3.5',MIN)
7/8'
1
5/8'
2
1/8"
1 1/8'
20d
BOX (0,148'X 4,",MIN)
1'
1
7/8'
2
1/4"
11 1/8'
8d
COMMON (0,131'X 2,5",MIN)
7/8'
1
5/8'
2'
1'
10d
COMMON (0,148'X 3,',MIN)
V
1
7/8"
2
1/4"
11 1/8'
12d
COMMON (0,148'X 3,25",MIN)
1'
1
7/8'
2
1/4"
11 1/8'
16d
COMMON (0,162'X 3,5',MIN)
1'
2'
2
1/2"
11 1/4'
GUN
(0,120'X 2,5',MIN)
3/4'
1
1/2'
1
7/8'
1"
GUN
(0,131'X 2,5°,MIN)
7/8'
1
5/8'
2'
1'
GUN
(0,120'X 3,°,MIN)
3/4'
1
1/2'
1
7/8'
1"
GUN
(0,131"X 3,',MIN)
7/8"
1
5/8"
2'
1'
C/2"
NAIL
LINE
C)K
C )K)K TRUSS �
'
MEMBER l l`+`'�,.:.
BLOCK LENGTH TI T T 'll �j°° 'u/ o •
A D D D ®`°`•..''°
e' a `r `•r f �� LOAD APPLIED PERPENDICULAR TO GRAIN LOAD APPLIED PARALLEL 'AIN
NF"DRAIM F°i��TIN TMS °�°0'
.mwQtTAKEl1 AVRC M ALCorRACMS INCLUDING TW INSTALLm® REF NAIL SPACE
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refee� t{�5k�nl� o
fallow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fa�jsaStyr • DATE 10/01/14
practices prior to performing these functions. Installers shall provide temporary bradng pe BCSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m choi�{i C� pT /� • =.
shalt have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint' f so S f"11 tJ 15.. DRWG CNNAILSP1014
shall have bracing Installed per BCSI sections B3, B7 or RIO, as applicable. Apply plates to eat
A PI of truss and position as shown above and on the Joint DetaOs, unless noted otherwise, a • (�
Refer to drawings 16oA-2 for standard plate positions. iio � •����7�t�'
Alpine, a division of ITV Building Components Group Inc shalt not be responsible for any devlatlo r®aw po•
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handing, shipping trelu•vt'•
AN ITW COMPANY Instnllatl.n S bradng of trusses.
11514\ Earth\ Cit 1 ExpresswayA seal on this drar4g or cover Page Usli g this drawl g, Indicates acceptance of professional /
Sal/{��}A��cs i�oizozi
Y engineering resporusbdlty solely for the design sham The sultabRlty aM vse of this drarkg /Jj,`l,-C1AWfUr8.t0+
\ \ Suite\ 242 for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. BlM6a9lob
\ 1 Earth\ City,\ 100163045 For more Informntlon see this Job's general notes page and these web sltesi
ALPINE, wrwatpineltw.comi TPB rrw,tpinstorgi SSM ■wr.sbclndustryargi ICCr uNccsafe.org
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 43, SPF #1/#2, DF-L #2 or better,
�K Attach each valley to every supporting truss withi
535# connection or with (1) Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph. 30' Mean Height, Part. Enc,
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00
Or
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc,
Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max,
2X4 X4
8-0-0 max
4X4
12
12 Max, I-
1X3
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web, same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced withi
properly attached, rated sheathing applied prior to valley truss
Installation,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Pitched Cut
Bottom Chord
Valley
1X3 (Max Spacing) \�X4
3 5X4/SPL ff 1X3
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Valle
Spacing
2X4
Square Cut Stubbed Valley
Bottom Chord End Detail
Valley
0 ,y�yuhlrnu
.°
4X4
Optional Hip
Joint Detail
Partial Framing
Plan
—VARNBIGa READ Aran FU10V ALL NOTES ON TMS DRAVIW 3 T ALaI
�TANT" FURIQTNIS DRAV SN ING TO L CUITRACTMS INCLUDING HE INSTALLERS s
U. ( uv r -
LL 30
30
40PSF
REF VALLEY DETAIL
P'
AN ITW COMPANY
1 \ 1 Ex
574\ EaAhl Cit Expressway P Y
\\suite\242
Trusses require extreme care In fabricating, handlIng, shipping, Installing and bracing. Refer ,d
follow the latest edition of BCSI GuRding Component Safety Information, by TPI and SlIg, for fA. w
practices prior to performing these functions. Installers shall provide temporary bracing per S7.
Unless noted otherwise, top chord shalt have property attached structural sheathing and bott chor
shall have a properly attached rigid calling. Locations shown for permanent lateral restrnlnt o •q�q
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to eachkac
of truss and post Ion as shown above and on the Joint Betalls, unless noted otherwise. �,,.
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc. shalt not be responsible for any deviation
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
installation 6 bracing of trusses.
e A seal on this drawing ar cover page listing this drawing, Indicatesacceptance of professional
engineering responslbility, surely for the design sham The suitability Edge of this drawing
for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2
a
•
S AT a
w Pi • J9.. Z�,
g• i [M,:
es +9 y wC
1 •s
o+�aa «++ �
tswnnsnt.
ry
J4; d(n(p w"' (S9j/l0/2021
��•"`===fii!!!N11119 jriN
TC DL 20
BC DL 10
BC LL 0
TOT. LD, 60
15
10
0
7 PSF
10 PSF
0 PSF
57PSF
DATE O1/26/2018
DRWG VAL180160118
55
DUR.FAC,1,25/1,33
1.15
1.15
SPACING
24,0'
\\Earth\City,\MO\63045
For more Information see this Job's general notes page and these web sltesr
ALPINEr www.atpl"eltw.com) TPD www.tpinstoM SBCAi wwr,sbcindustry.orgi ICCi wwwJccsafe.org
Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 'SP #2N, SPF #1/#2, DF-L #2 or better.
Bot Chord 2x4 SP #2N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
"4 Attach each valley to every supporting truss with,
(2) 16d box (0,135' x 3,5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TC DL=5 psf, Kzt = 1.00, Max. Wind Speed based on
supporting truss material at connection location;
170 mph for SP (G = 0.55, min,),
155 mph for DF-L (G = 0,50, min), or
120 mph for HF & SPF (G = 0.42, min.),
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses.
Bottom chord of valley trusses may be square or
pitched cut as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members.
All plates shown are Alpine Wave Plates,
3X4
12
12 Max, I-
2X4 X4
�-- 8-0-0 Max Ilwi
4X4
12
12 Max, I
X3
1X3 6-0-0
1X3 (Max Spacing)
IX3 5X4/SPL _1X3
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,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley Is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Valle
Spacing
Pitched Cut Square Cut
Bottom Chord Bottom Chord
Valley Valle
Toe -nailed /
12
10 Max,
2X4sy
H.
o• �t�tlTnlauapl
�a•eawaewaa
ea
s .•° E
—VAIWN(3ww READ AND Fm.LOV ALL NIITES DN THIS DRAWM
wt40'Q2TANTm FUMSH THIS DRAWING TO ALL CDNTRACTGRS INCLUDING THE INSTALLERN1
Trusses require extreme care In fabricating, handling, shipping, InstallIng and bracing. Re
follow the latest edltlon of BCSI (Building Component Safety Information, by TPI and SEC"
Practices prior to performing these functions. Installers shall provide temporary bracing I
Unless noted otherwise, top chord shall have properly attached structural sheathing and I, o
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain of
shall have bracing Installed per SCSI sections B3, B7 or HIO, as applicable. Apply plates to e4h
of truss and position as shown above and on the Joint Details, unless noted otherwise.
�' Refer to drawings 16OA-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatl
this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, ships
AN ITW COMPANY Installation 6 bracing of trusses.
1\514\Earthl Ci \Ex Expressway
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional
lY P y engineering responsibility solely for the design stows The suitability and use of this drnwYg
IIsuite%242 for any structure Is the resporr06illity of the Budding Designer per ANSUIPI I Sect.
\\Earth%Cily,\MO\63045 For more Information see this Job's general notes page and these web sitesi
ALPINE, www.alpineltw.coni TPD www.tpinst.orgi SBCAi www.sbclndustry.orgi ICC, wwwlccsafe.org
1l
2X4 4X4
-�"'F
Stubbed Valley Optional Hip
End Detail Joint Detail
L.ommon i r
usses
10.
at 24'
o.c.
LL 30
TC DL 20
BC DL 10
BC LL 0
TOT,
LD, 60
0/2021
DUR.FAC.1.25/1,33
nl T
Partial Framing
Plan
0 40WDRWG
VALLEY DETA
5 7 01/26/2018
0 10 VALTN160118
0d 0 PSFI
5 57PSF
24,0'
I VALLEY FRAMING & BRACING DETAIL
R
BC
ME
of
Lumber Size and Grade Minumum Requirements
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
-Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
Ce the Grippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gered between rows.
(TYP)
►nnecti6n Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(ee) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe-nalls
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
Crinnle to nurlin
q t 6d tmo.meae
tnv, 1111Mcu 1r S'U=Vlrlb AW_ USEO) 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE:16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples T-O" to 10'-0" Iong
nailed w/ 2 -10d (0.148'W") nails. Or 2x4'T' or scab reinforcement nailed to flat edge
of cripple with 10d 10.128"x3.0") nails at 6" o.c. 'T' or scab must be 90% of cripple length.
Cripp es over 10'-0' long requre two CLR's or both faces w/ "T". or scab. Use stress
graded lumber & box or common nails.
,Narrow edge of cripple can face ridge or rafter, 1
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 n accordance le current NDSoth rwise. me `�� Hw
Nails are common wire nails unless noted otherwise. ^ y�
` '110je.••e•.eee
(A) (B) (")
. ALL ktTITS w Ties RAWM S
ro0Wl3 WTavwmnoRADAVDD6w
n Au rurtRAcrats DQLams: TW ri=&LERS, s * • * C LL 20 30 40 54 REF VALLEY FRAMING
Trusses require extreme care In fabrkathg, h..KN, shippk.p, Instattk.g and brvclrp - t&,WproRefer e�f
fdtos the latest edition of SCSI Re CoonIM t Safety ormat1m, by TPI and SRW for C�yf_ety w /��` C DL 10 20 7 7 DATE 10/01/14
practices prior to perforning these functions. Installers stall provide temporary bracing perms L e STATE l.Jf a
Unless rated otherslu, top chord shalt have properly attached structural sheathing and bo 4` BC DL 0 0 0 0 DRWG VACIVV1801015
shall have a property attached Hold cetir.g. Locations scam for perrurcnt lateral restraint of •� o i
d ��fh f11� s1,at have brace anwued per Bcsl seed on Bah J ar DB10,etails,
as aodrable. Apply plates to each a :a ,P Q. fee � � BC LL 0 0 0 0
O IllJll�\\VVI II111���� of truss nM shalom os eFa.n above and on the Joint Detnle, iedess noted others4se, e
Refer to drawk.ps 16M-Z for standard plate posltlanc. or ee ee
AN nW DAY Atpl—, a dvtslcn of ITV Bolding Components Croup Inc shoe rat be responsible fr any deviation f ®w� O � 1Oee• �(�
this drawing, any falure to brdld the truss In conformance with MSI/IPI 1, or for handik.g, shlppkly O �(G�v��! TOT. LD.30 50 47 61
khstatlatlan b bracing of trusse%
s. `i
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