HomeMy WebLinkAboutTrussN
21'-4'
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TIDS [s A TRUSS PULtYIETIr PtlYL tTs DLfFJ1Eu to ADl a TIE DRfA1 WU s TRUSSES. 171GD� TRUSS DRAWU f Nor ARL7OO",NS suraLcme TF� OOMWW
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TYPICAL 7' SETBACIC
CORNERSET LABELING
AND SPACING
PLUM
SHINGLE ROOF
- LIc_ Av--oc,
AMPnD
ftmo� a,s
0
Total Truss Quantity = 75
Labeled End Mark
NGGeeneral Notes
fo b i�tid Qw ib ap
8) �r�LOma b b Skpm HRSA u� AIr�M
0) mote& LptLdny Y IP O.C. ml� tAfrdw
4) Pr Tmm Rd@ Ytfte WI-Ol
lovdma *oft IS15 O.G oxm tho Wm b
be at a mu(®of 1D' hb� ab
druchm
n(r b 8g-OI for oW adslmd YadtO
dmbak
ROOF LOADING SCHEDULE
TCLL - 20 pPSF
TBCL� I PF
BCDL 10 PSF
TOTAL 37 PSF
DURATION — 1.2E S
WIND SPO/TYPE= 160
ENCLOSED
SLOG EXPOSURE — C
USAGE — RESIDENTIAL CAT R
WIND IMPORTANCE FACTOR=1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TP1 2014
TcmbedeMl & coancdw plate
ateda"�mIW fnASC. 7-Ieand—imm
fmccs f,=Igh compoacn6_ and cladd"mgs
and main rvind force r�mgsystaay.
• These tmsses have bernm'su�+d to cant' an
additional Wm psfnon-corcmnvtbatomclad h.
Imd.
FLOOR LOADING SCHEDU
TCI1 - PSF
TCOL — PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REAMONS AND UPIZM
ARE SHOI N ON ENGINEERING
ol WALL KEY
oW-a'
® o
Nor =1
I ,
CARPENTER
CONTRACTORS
OF AMERICA
3= AVEN E ri rL V.
WINTER HAVEN RMIDA 33OB0
PHONED COM 959-SM
FM C OM 04-24M
BUILDER D.R. HORTON STATERIDE
PROJECTCREEK4IDE ✓
MODEL 1828/CAU/4EBB V
CCA PROJ/MODEL/ALT
7Ab/ 820/1828D,F/ 02
ALT DESIUM MM RICH W/10 2 CDF UI R
PAGE
7 1
ENGINEERING PACKAGE
Builder: 1DR HORTON / STATEWIDE
Project: 7A5/320 CREExsIDE
Model/Building: i82ED,F
Lot Alt: 02G
Lot: �88 ��� Block:
Address:
---..........................................................................
JobNumber: 'N334504
...................................................................................................................................
Unit:
Revision Date: New Load #:
f
0 CARPENTER CONTRACTORS OF AMERICA, INC
0 3900 AVENUE G. N.W.
� WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
RI01
ALPIN�
March f3,2019 AMITWC6MPA4Y
Mr. Bob: Michaelis
Cajr'.*6ht r`Cc0trActd' dfAmeribk:ln`G*..
.p rs.
,390Q Avenue 0'.,. NbAhwest-.
1Nht6f -Haveh,FL 33880-6201
Re: AlternatjV& ihs'tAlations-Jor 6 single Ply carried truss with a width less than the hanger width,
wood, .blocking Iq achieve sign, v full de load value fObp�-rnoUnt4d,*h9nger:attachment "'0 a a oh��* ply
.
.supporting girder(R6fbf6nd6 detail WA3M2).-.
Dear Bob,:
Fora single Ply carried truss with'a' width less than'the'ha'ngee. width you" 6an.in§qqjl':a, prefabricated Jack
sc
ab (k) for wood filler b16ckjogi. The, chord: sites -: es e: .6c ord..gTpd , and -A Alpine: -t nnectorphf6(s) . to.
..
bethe. same as the sing'le:: ply -carried truss. The Oref;ib'ric'atbdjO'ck:sca 'truss (*):W.ill h4v*6 a: minimum
length of 481' a h.:of 5/12., The single ply. carried'truss -shall have.a rearflon of
and Will have a minimum 6
- 3'. 500# or less Affac prefabricated. . . . . jack . sca . b,tr.uss. with:. . two. (2 rows of , 0.1 . 2 8 1 " 3.0" Ginn Nails at'2'
x
peryoW,-staggered I*:(SL-e'Fidur6_1..,k4 _Fl6ase-.Mar to thd Simpson Strong -Tie Catalog �G-C
2Q1.9-2. page. Figqrp:-$ for more information;
Figmte-I
For'a single, ply", Ltd 6r that requires wood blocking to design load value. for face -mounted
9 face -mounted
.; ...
hangers :attach: one wood. block to:the back face of. the single ply -girder with the: same size. and -
.gjth.
Ih : bottom. Obtd, Ofthe. singlia. -ply girder. - he.-Wo6d: block length to be such tNft.'. the*.'W6 d
drade..as e Ci
bloqkihg-..extends to each adjac'nt'pahel Points ;(webs , ;And bottom chord intersections):. Attach wood
adjacent
ri N4ijls atV. O.G. per 3.0" applied to. the
blo*dk:('�)�.-.w'ith-�t''Wo...'.-'�.�j- ws:of'6A28'7x.3.Q"oP. e
6760*Forum Qei.veSuite $05 Orlando;3201 '(00.0 0 -1-9106'.-(80 42278685
..FL
-.www.al*Pineitw.=m
Ik
ALPINE
single p r h 3 W'Gun'.Nails at each: p
ply face; with an additional (.20) 0, 1.28N pint applied
Iie to `the:
Wood. blobk.faOe ($6e Figute2 .01 :Ga a bg C 2019,
Wo.W). ease tbf6r to the St�ohg-�Tie ' t I . C",
-pade 216-,. Fio.&O.-Ifor thdrd: irif6ftnation.
ijgyre%Z'
...... ......... ... . ..... .. ... ......... .. ..
The application of pO§fabkiated jack scab truss for Wood fillde'blockind :or wood blocking to; achieve fUll.
design load *value for face"mo.unted ha'rgprs_ Must be :approved by the. hardware manufact . urer..
Ail edge and end: distances, and spacing: for . all nail connections must be Sufficient to -prevent-splitting of
if I canbe of any further assistance, -or if you have anyquestio.n.s, please -give me atal I
is
STATE CPF 111i, i
WilliaM K KHq'kz.P.E-
R'
Chief Enginoer
�10
A pany,
1 ITW Ct)r� 1p
'HI 't
Engineering plppa�tmOrit.
Orlando; FL
• 6750'Forum -DdVL-.-Su-it6.'306',;O'rlan'd6, FL.32821-(800)*.5.21-19790-(863)422--8685
mm . 4.pin i jai-. p$C060
4
ALPINE
01"COOM
April 26,2019-
Mr. Bob Mlchaf6lis
Carpenter Contradtors -of Aneridef, Inc.
3900 AvenueG..; NortMqest
Wintet Haven, FL 33880-620 1
Dear. Bob,.
.R&- Strongback bridging: on roof.trusses.
I understand -there is 6ofhd concern over our recommendations f6rstrobbback. bridging on ioof'trutises,
Strongback bridging for roof trusses is not.a -requirementof:AN S 1-�TPI 2014norisj.-a requirementofthe
BuildingComponent E�vt strongback bridging, roof- :trusses . ponont -Safety Infotmaii, the: o . §.qes is
recopnmencke4 Carpenter Cohtrabtdfs of. -AmOld '.,-S ro'gbabk bdcloft rves_ . J llowIrjgjWp_
t n _�,y C ph
functions:'
One, bridging aligns the bottom - chords after th-ey are- set so. they .are uniform. along the ceiling
d h';. ceilling:servi0ability.
fine an el'09*
'
Two; bridging reduces relative deflection of adjacent trusses::
Strongback bridg'ing"'-doe's: hot -prevent or reduce overall indiVidual d6flectidn, espedially any roof trusses!
.. : , than 101 inch. ....... ... ....... .. ..
_deflect rp. a .. .... ...... . ...... . ... ......... . ....... .....
.... .. .. ... ..... -.q, _ ..-
Sirongback. bridging in roof trusses doe's not serve as Iempbraky. -6 e Ociiin-a`niEint: b,ra.pihg .Prid is, not.
t . 6, di . .distribute. s -betoeen trusses- Consequently, no design ldads'h�aiv.6:
inter i6die. or design loads.
.been accounted for-Mh this. detail and dohUhUbLis str6tigback.bridg.iho hCitbd:Attache.d bot.w6en
corn, Mon . and g`irclerlrusses-.� The. use :of strongbapK bridging` shall not. *.interfere with other, design
considerations as specified by the Eriginoer'qf Record or the. Building: Designer.
The outer ends oi`the -stron:g'oare'kbridging :s . hal :shall be attciched.lo a: wall or another%secure end. rEkstroint, -of
assppcified'.by the Engineer 6f Recotddr-thd BUildin9..D6sIgfi&r..
strofig'back- bridging shall. be fa. minimum Of 24 norbinal ljUMb6r- oriented -%Vith the depth. vertical:. Attach
with (5) I'Sd -common, nails (0.116TXIS"
w . nails at; each intersecting 'member. When extending the.
strdngba& bridging overlap by at. 'a.minimum qftwo trusses. The Jocatiop. of. jbe�. qtrQng.back: bfidging..
maybe : specified . I . )y . the: e. Truss Manufacturer,: Ehgi6ebr of - Record, or Building Designer: Please
in'
BCSj "Strongbatkih P is* "or:toRp e,�8TRM-18RI.P14 detail for more information. The grapbid�
g tovistons
"o c' JiluttrAtive purpose only.
,§hoWh 1) is fdr g..eni r
,6750 F.6rurn Drive Suite 305, Qrldndo, FL 3282-11.- (800) 5214790i -.(863) 422=8685
*ww-.41P,in6it%w.00m.
ALPINE
Fig4re--j.
If Lcak, her aisiistanw or -if you have: any. questions pleas� give me a call.
11.
n b6 of �ihy fud..
Wilbm: H.,Knck- 0.:E*.
Chief .E-Pgi.hee.r
Alpine an ITW.*:.Company
EQgipe6rin.0 Department ment
-Qilefn.do, FLV821.
6760 - Forum Drive Suite..,306j Orfanift- FL 3282 - 1* -; (80,0).521-9.790 - (8153).4224685
Wvlrw,..'a' 10 1 n"e
STRONGBACK �BRIEIGING
BUTT.tTRONGBACK!
:BRIDGING TOGETHER
ATTACH SCAB WITH'10d;BDVG0N.
(UPRx3XI WAILS 2 AT
:4 4' Zi6- 1W . ROWS"
'SCAB' .64 O.C.
NOTEt IN LIEU.'OF- SPLICING AS -SHOWN,
LAP"'STRONGBACK'MI)GING MEMBERS
F131t,.-AT LEAST Ok TAUSV,,SPACING
STRONGBACK.'BRIDGING SPLICE "DETAIL.
STRONGBACk DR-111GING ATUOHMtNT ALTERNATIVES
AN TTWWM;W
137Z3.K1Vi*ft UdVa
Sift 200
Mary" HeIghts. MO 83043.
w
16
RECOMMENDATIONS
All scab -.on blocks -shall, be: ' .(x minimum. ZX4.
'stress graded lumber*,'
PaAlL..str.qngback bridging and bracing shall be::OL
minimum 2x6 '.Stress,- 'gr(ade.d
Ni-The plAt',pose of stronbb.ack :br1cI6IhQ-:Is- to
-develop load sharing e 'tween''Indkild qa( t. resulting In an In the
stlfPness-,:of,'4he: floor system:
strongback brIdging; po'st-t1ohdd. ids.. shown n . In
details, taIlLs, Is* recommended a.-t 10' =0` o.c. . (maxl>
be -The -terms: 'b*rIdbIhb' :and :qre. some -times
-in-
mls*akenly; �used. terchangmb(y.* * 'Brqdhg'' Is. an
Important: structurial reqUIrement of any floor
or roof '-5yste . m. Refer, A-6- ith'iR;: Truss. D'esIgh
prqylrig (TDD) 'for, -the;',JoracIn0 rLaq ',r-'6r.q *ents -f6r
u I
each Indl vIdQat .truss component., ';Brl'cl*
particularly `stron&qdk!';.brIdg!pg":Is -
rec6.mmLMdatJoh for & truss - system to, help
b*r con-.oi.v1bra-tIoh*.' In: addition:- tb-:qIdIriq..'In the:
dlstwbut'lon of point Wads beitWei6 adjacent
truss, -strongback bridging serves % to reduce
NG
rrs
'd
n
14 Mw
a Paw
bounce. or reslduai v110rQ1t1Ph:.rxs.w--Vng: from
mpying point as footsteps.
The e Performqnce of all floor systems -are
r enhanced 'by. the. fnstallat'(bh n 6 ig 6a it k
brIdglnb acid tih&re'fore Is strongly recommended
by Mpine,
For additional Inf0�,hatlo,h ,ebqt.dlhg st rQngbac*
?rldoing, refer to BCS1.(BuILcIng
'Component
Safety Information).
N LL' PSF
T& DIL. :PSFNb. �0861:
CzIIL PSF
ILIL_ PSF
ETA F V
-
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. . ....... .. ..
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4. O&Ilills
'416dUe-naft
3.
CH001e.tdft64
1;gfi�kfiiri6
(111 a l6d-bte-nalls
4.
Rjjjjjr fd
-16d too-oalts
mft<b:Two ?X6 sleeperl;-*
4 1 5d t4e-da I rs
S.
31dope ttarwi-
4*1:6dtd&ftallA
3160 toe naUs:eadT sleeper.:& truss
. 6.
::FUJ9a:bohrcL-;3 roof bldck
416d toe-viiUs
AS RF-C ID.FOR PfM!i
.7.
•Aldge-b . ji3jr.WiS7
416&1:0,�*4.115
S.
.-Fruffla w (T"j,
3,is.;i-t6a-n;djs-
:Trusio-,Wai%s,
416dtoc-011$
10.
TrU3s-td;olpplli..
4-16d-lZr05
'Trass,to djpRbjp-
4-16,41c)(17h0b
ERSAREUSED)
-13.
A;4;llkl-lb0aTn'Wr.a-ft&
4 l6cilmle-nalls.
NOTE-,:16d:(0A67"A't�l COMMON
UAIL-t
T
T-> U ;9.d *.SO 46 54 RE P 'Att&.
-TC DL. 1011 Z-0 7 -e DATA 10/Qjj
.0 . 0 0 DRWG V-AQ
Ir BC . Lil 01 .0 0. 0
fi v6T. Wt3,Q 5b 47 61
ABDVD
1
I
Simpson Strong-DeO Wood Construction Connectors
Face -Mount Hangers - I -Joists, Glulam and SCL j
....._..................................... _.... _..... ................................................................. _... .......... _......... __...... __..__.............. ............................... .............................. ............................................................. ............................................................................... _......................... ........................... _... E
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
W1
4A
Carried
' ` Dimensions
Fasteners
Allowable,Loads
Member
(in,),L.
"Actual'
'
DF/SP
SPFIHF
Joist
Model
Mind
Code
Size
No
,y Web
Max
s
Species Header
Species Header
Ref.
(in i
c�
Stiff
= Regd.
.W
"
H
B
Face
Jolst
llp i t Floor Show] Roof
� floor Snow Roof
`
(160) '(100) (115}'; (125j
°(100)" °(1i5} '(l25)"
Min.
(14)0.148x3
-
70
1,660
1,805
1,805
1,425I1,595
1,555
IUS2.56/16
-
25/s
16
2
Max.
(16) 0.148 x 3
-
70
1,305
1,905
1,805
1,555
1,555
11555
21/z x 16
MIU2.56/16
-
29/6
15346
21h
-
(24) 0.162 x 31h
(2) 0.148 x 11h
230
3,455
3,920
4,045
2,970
13,370
3,480
U314
• ✓ 12%
101h
2
-
(16) 0.162 x 31h"
(6) 0.148 x 11h"
970
1,945
2,205
2,375
1,675
1,895
2,045
HU316 / HUC316
✓
29ti6
141/a
21h
-
(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,
01� v yu'
MIU2.561A8
+= '-
"29ti6
, '.17?/"s
2�/z'
=�
(26j`0.1fi2-x 3'%z
e(2) 0.148 x� 17z' `.
230�
'3,7Q5
4,04Ta
4 045
3 220,
3,480'I3,480
FL,
LA
21h x 20
MIU2.56/20
I 1
161-
29A6
19M6
21/2
-
1 (28) 0.162 x 31h
(2) 0.148 x 11/z
1 230
4,030
4,060
4,060
3,46513,495
3,495
2 Tz 2622 "
_MIU2.56/20
-• ✓
244
( 19'/6
1
21/z
.=
(28):0162 x 31h
(2) 0148 X 11/z
230
4;030
4`060
4 060
3,465
i 3 495
3 495
29/16 x 91/4
to 26
29ti6" wide joists use the same hangers as 21/2" wide joists and have the same bads.
'3
MIU312/9�
1.311a
91hc"
21h,-
(16) 0.162 X 31h
(2) 0:1'48 x 11h "
"230 "
2,305
2,515
2 820
1980
f 2;245
i'2,425
x'g1h
HU21072 /"HUC210 2„ ,
✓
,3'A
81�ie'
.21h
Max.
- {18) 0.162 x 31W ,
" (t0) Q.148 x 3 ''
,� �
2;680
3;020
.3;250"
2 305
2,605
� 2,800'
IBC,
�/e
MIU3.12/11
-
31/s
111/a
21/2
-
(20) 0.162 x 31/2
(2) 0.148 x 11/z
230
2,880
3,135
3,135
2,475
2,695
2,695
FL,
3 x 11
HU212-2 / HUG212-2
✓'
1-31A-'=
10*
21h
Max.
(22) 0.162 x 31/z
" (10)'0148 Sri--
,.795
3,275
3,695
3,970
2,820
3,180
3,425
"LA.
'
.;H1J3.25/1 / HUO3.25112
• , ".-
'�
3!/a
11 aT
21/2,-
(24)4.182x 31h:
„(12) 0,148 x 3 -z
1E7
3,570
4,335..3
075.
3,470,
3,735,,
'
HU3.25/16 t
HUC3.25/16 „ ,
3?/4
13'4a
21h'
Mm
. '(20).0162 x 31/?
(8) 0.148 x 3
1 515
2 975
3;360
3 610
2;560
2,890
{ 3,105'
•' <
'
IvTax
(26),0162x3'�i
(12)0148 3 .'
,r a
.3,870
4,365
4695
'3,330
3,755"
4,04'
-
31/e,glulam
.H0002102SDS
3jla
"9°`
3'.=(12)?/a!x2'/z"SDS,
(6)1/a":x,21/z':SD,S':2;a"u
4,31�
;;%14>1
"fiGfl371Q,71
0,FL
HGUS325/10 '
3,/4
; ' 85*
4:_
(40)0162-,01/z_,`.(16)"0162x311z
-4;095
9J00.
9,1fl0'
9,700.
7;825"
7,82`�
7,82bE
IBC,
HGUS3.25/12
3=1/4-
10b1a�' -
' 4 `
`-
� (56),0.162 x 31h
(20) 0.162 x 31h �:
5,040.
9,400
9,400
9`400
8,0 85
8A5
8,085
FL
LGUI25-SDS
..,.,
- '�.
3?/a
8".to 30
, 4,1h
-,
,
,(16)1%a' X 2�h'' SDS
(12) %ar X 21h"-S"DS
'5'S55
6720
7.31, ,
i l'ti
4 840
�, ?f;K
5,26 sj
HHUS46.
• •
-
3%
51/s
3
-
(14) 0.162 x 31/z
(6) 0.162 x 31/2
1,320
2,785
3,155
3,405
2,395
2,715
2,930
31h x 51/4
HGUS46
-
35A
47/+6
4
-
(20) 0.162 x 31/z
(8) 0.162 x 31/z
2,155
4,360
4,88515,230
3,750
4,200
4,500
=
HUS48 �'
•
-
3 i6
, 615fa;_
2�;
=(6)`0162 x 31h, _
(6) 0762 x,31/z:,
1,'}x6
1595
1 816`
1,r960
1;365'
1,555 f,1
680s
1 1
3 h`x 7 la
;'HHUS48 ;
...•<
'-
35/s
.7?%a -
3.-.�-
0167x 3 Ir
(22),1�(}
4,770
5,140
-3' 615"4095.4,Q15'
HGUS48 - -` :
-
)Ssls
Z1hs'
4",
-;
,(36) i.162 x311z °
.(12)-0.162 x 31h �,
3,235,
a
7,A60;
Z,460
:7,46.0
'6,415
6,415
6,415
IUS3.56/9.5
- 136/a
91h
2
-
(10) 0.148 x 3
-
7t?
1,185
1,345
1,455
1,020
11,160
1,250
MIU3.56/9
• •
• -
39/s
81 /16
21/z
-
(16) 0.162 x 31h
(2) 0.148 x 11/z
210
2,305
2,615
2,820
1,980
2,245
2,425
U410
• •
• ✓
39A6
8a/a
2
-
(14) 0.162 x 31/z
(6) 0.148 x 3
970
12,015
2,285
2,465
1,735
1,965
2,120
HUS410
• •
-
39/16
81-'A6
2
-
(8) 0.162 x 31/z
(8) 0.162 x 31/z
2,990
2,125
2,420
2,615
1,820
2,070
2,240
HHUS410
• •
-
3%
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
31h x 91/z
HU410/HUC410
✓
39A6
85/a
21/z
-
(36) 0.162 x 31h
(12) 0.162 x 31/z
3,235
7,460
7,460
7,460
6,415
6,415
6,415
HUC0410-SDS
-
39/i6
9
3
-
(12)1/4" x 21/2" SDS
(6)1/4" x 21/z" SDS
2,265
4,500
4,500
4,500
3,240
3,24.0
3,240
HGUS410
-
35/a
91ti6
4
-
(46) 0.162 x 31h
(16) 0.162 x 31/z
4,095
9,100
9,100
91100
7,825
7,825 i
7,825
IBC,
LGU3.63-SDS
• •
-1
35AI
8 to 30
41/z
-
(16)1/4" x 21/2" SDS
(12)114" x 21/2" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
MGU3.63-SDS
-
35/s
91/4 to 30
41h
-
(24)1/4" x 21/2" SDS
(16)1/4" x 21/2" SDS
7,260
9,450
9,45019,450
6,805
6,805
6,805
IUS3.56/1:1,88 �. -
O-.`,35/aj,
11?T'�
2
-
•,.(12)E014&x3
-
r
1,A20
1,61511745E1220
1,390
1,485
�MIU3.56/11
'
• -
3 +6
1111e:
21h
-
(20} p.762 X 31Iz`
, , (2) O 118 x 11/z;-,
210
2,880
3135`
.3,135
2 475
2;695
2,695
�.
"+ ✓
,:39�+6
70 ; _
"2 '
"-,
"(16) 0.162 x 31h`-
{6) 0.148 x"3'" ;
970 „
2,305
.�
2, 15
2 82Q�
1;98�
2,24512;425
.......14
HHUS4ID ;
•
"� -
i35�a
. =9'-:
3,.r
. -(30)
0.162 x 31h
�10),0,162 x3'/z.x
�,5fa�
'5,&33
6,380_
i r�115
,4845.(b,486
HUS412{10}"0162
x 3'h-'
(1,0}"'0162 x 31/2:
3 3S'
2;,660
3;025'
3;265:�
2 275
2,590'
`2,795
'3'/ x 11 7/a
HU412 /,HUC412
'.
• •
=
33fs
VA61
.
21/z-
.Mm
{16} 0162 x 31h;
,
(22)_0,1623
{6) 0148 x 3 '"
,
1135'
2,380
,2
2 685't
93970
2 890
,2,050 12;315,
- '
1,5Mai
2,490<
,;
:HUC0412=SDS _
•
." - !
3sti6 (
"` 11; ^
-
(14) ?fa".z 21/z"•SDS
(6)1la".x.2?!z" SDS
2
5 i c
w,4i45
G.1a
: fi 3fi.�',
,; 0
3,630
HGUS412' �.
_
-
3/s'
10 h
4
`-:
'(56} 0162X 31h`°
° (20) 0162, x 31/z
5 040,
9,100
9,400
9,400`
$ 085.
B4Oa;
8,085>
`
=l
8to3
`
z,=,i6}
{1/„X21lSDS
zLGU3.63=
(12)?h.
,556,7206,
4840:"4;40;
8te$.
4,840 :.
46
See footnotes on p.150.
THA/THAC
Adjustable Truss Hangers
@G`��ER� This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
p> a 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:
d
Use all specified fasteners; see General Notes.
C The following installation methods may be used:
U
N Top -Flange Installation — The straps must be field formed
3 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
CD
' - cc the THA29; nails used for joist attachment-must-beAriven•-at an
a angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table; with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the 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
3s/s" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
13/4' for
THAc422
for
122-2
t26-2
rkvA THAC422
Face nails Top nails
pertable per table
1-1/i typical
21h' for THA422-2
andTHA426-2
M'Mwma'211
2L /4'I
a
-so
THA29
THA418
Double 4x2— 2 face nails
Use full table value (total)
Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of head(
Double -Shear
Double- Dome Double -Shear
Shear Nailing Nailing Side View
Side View;
Nailing ( Do not (Available on
Top View E bend tab some models)
Single 42 —
See
nailer table
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
er to
tnote 5
p.187
86
Top Flange Installation
Simpson Strong-TeO Wood Construction Connectors
0:76 "k
THA/THAC
. .. . ...... . . ..................... . . . . ............ . . ..... . ....... . ...... . . ..... . .............. .......................................................... . .................................... ............................. . ........... . . . . ................ . ....... . .... . . . ................................ . . ........... . . ... . ...........
Adjustable Truss Hangers (cont.)
1* These products are available with additional corrosion protection. For more information, see p. 15.
MR.
ME
THA29
18
15/a
91146
51/a
11/2
— 1
(2) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
11,750
1,750
1 1,750
450
11,3301
1,330
1,330
1
2'As
—
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2:610
2,610
2,610
450
1-1,985
1,985
1,985
`18,
1'5/W'
13%
(4)0. 48 3
&
io'
1101"
1,111f
THA218
18
15/a
173A6
51/2
2
(4) 0.148 x 3
(2) 0.148 x 3
(4) 0.148 x 11/2
1,460
1,460
1,460
1,110
1.11113
1,110
IBC,
"RA il 8
'-16
3i/.
17 IIA 6
8
:2'
(4) 0 16 2,
0.16 2, X 3 1h
(6) 11.1494, 3
1 -91,
11'995"�
'11
,55
7
1 ,.' 81
FL,
THA222-2
16 .
31/8
22�s
8
2
1
1(4) 0.162 x 31/,J
(2) 0.162 x 31/2
(6) 0.148 x 3
11,960
1
1,995
1:490
1 1,515
1,515
LA
THA413
'18
3%�
1394
_41/
2
11 , _6,
'0
-,j648 3,
'(2 x
'(4)' 0J46i8z`
1,530
;165'
5
IM
"IH"
THA418
16
2
(4) 0.162 x 31/2
(2) 0.162 x 31/2
(6) 0.148 x 3
1,960
1:995
1,995
1.490
1,515
1;515
TNA422H.
.161.
2
x j,,j2M
(2),0.162 x 31/2
(ff0.iI4
Ii%5
515,
THA426
14
2
(4) 0.162 x 31h
(4) 0.162 x 31/2
(6) 0.162 x 3 Ih
2,435
2,435
2,435
2,095
2,095
2,095
FL
I THA29 118115/. 1911/,s 151/1. 1 — I 9"Ac, I — 1 (16)0.1480 1 (4)0.148x3 1 525 12,20512,2651 2,265 1 450 11950119501 1950
I NAL IJ
10']
1-Y8
13V16
:3
1371
"My
P�'O'Tr
L) q,
A �
'' I
, vU
�!� I ,
, - i '' I I I
� -4
e,ra :
, Pfuv
I , yVj U °
i
THA218
18
1 %
17-316
51/2
17-3ili
(18)0.148x3
(4)0.148x3
85551
2,450
2,450
2,450
.3, 7 1
2 105
2105
2105
THA2!8-2,
16'
3V�
17*6
8
=1)4�
(220.16201h
(6j�'GMi�ilh
5
3 0
3,310�
9
2;8451
- 6�, p,,4_,,
IBC,
FL,
THA222-2
16
3 '/a
223/16
8
141A6
(22) 0.162 x 31/2
(6) 0.162 x 31/2
1,855
3,3310
3:310
3,310
1,595
2:845
2,845
2,845
LA
THN413
8�
35/8413`5�
41/2
133A
1"
(14),�.148 0
'0.1�8'0
k8
24
2,45 o,-'
60�
2_0
0 51
�2: 1,
THA418
16
141A6
(22) 0.162 x 31/2
(6) 0.162 x 31/2
1,855
3; 10
3,310
3,310
1595
2:845
12,845
2,845
H ?
T A
16,
14,14r
(22)0,162,X,3?h(6)
jP2X'
5
16-
3,
2'!
zZ34
THA426
14
161/16
(30) 0.162 x 31/2
(6) 0.162 x 31/2
1,855
4,415
14,480
4,480
1,595
3,795
1 3,855
3,855
-0.162
I I — —
(38)0 . 6 / 1 2 x3l 2�(6)0.162x3'/�11,85515,52015,520� 5,520 1,595 4,745F4,745T 4.745 THA426-2 114 1 71/4 1261/,.l 9-1/4
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 1 Ih" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11/2' nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange naIng requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carded Oolst) member. Based on the installation condition, nails will be -installed
either straight With straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
FL
Simpson Strong-TleO Wood Construction Connectors
Face -Mount Joist Hangers
This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
The double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovative double -shear nailing that distributes the load through
bwO points on each joist nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAXe coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• Not desigtiedTor we1d6Cf& nailer applications.-_'
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View
Double Shear Nailing
Side View
Do not bend tab
,!
Dome Double -Shear
Nailing Side View
(Available on
°..
some models)
V for 2xs
11As for4x's�
m
C• 1�` H
3
°
B
LUS28
HHUS210-2
C
MUS28
e
a: q,
o K; a ,o
Q
HUS210
(HUS26, HUS28,
and HHUS similar)
01911"I-IGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
Simpson Strong -Tie° Wood Construction Connectors
Face -Mount Joist Hangers (cont.)
SS
Ss
SS
Model'"
No.
Min.,,
Height
Oimensions(m)
- Fasteners% ''
W "
�!
z HP g
C arrying Carried
Member Member.
Single 2x Sizes
LUS24
25/s';
18 °'
1'A6 '
'31/a
13/a
(4) O.1A8'x 3"
{ (2)"OlA8 x 3 e
LUS26 '..
`411a <
19e,"
.4af4
1�4
44-148x3, ,qi
'44).0.148x3
MUS26
4111a
18
19AG
5345
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
45/16
16 I
15/a
5-A
3
(14) 0.162 x 31/z
(6) 0.162 x 31/2
4GUS26
' ` 4aha` "
12 '
„ 1 b/s
5a/e .�
' "`5 a
"(2% 162 z 3?li
LUS28', g
4� c-;
18,, 1
"19h6„
°.'6a/i
1*4"
„�(6)�0148x=3 "
, (4),0.148x3 •",
MUS28
6-54s
18
19/ta
613A6
2
(8) 0.148 x 3
(8) 0.148 x 3
HOS28
61/2
16
15/8
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
HGUS28
69/6
12
15/8
71/8
5
(36) 0.162 x 31/2
(12) 0.162 x 31/2
7*5
' 1?/a,
;' (8)+O. 484,3`',(4)-0"148x3
3
9
3 -
"":5
" 13%6.162 X 311i"
- (10),0.162 x'31s
HGUS210
89Ii6
12; '
r I
9jA
`=
`(46) 0.162 x 31/i�
;` (16),0.162 x N
1. See table below for allowable bads.
These products are available with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, seep. 21.
Many of these products are approved for installation
B with Strong -Drive® SD Connector screws.
See pp. 335-337 for more information.
(115) ' (125),`,
Single 2x Sizes
1,165
865
1 990
1,070
1 1,355
1,165
1 935
1 1,070
1,150
1 1,475
865
635
1 725
785
1 1,000
IBC, FL,
J3
1,295.
„ 1,,480 ,
1,560
„t ;58 `
;,, 9w0 ,
: 1,405 -,
-1810 .
955
1,000
~
LA
1,320
2,735
1 3,095
3,235
3,235
1,320
2,960
3,280
3,2.80
3,280
1,150'
2,350
2,660
2,780
2,780
Siu; ,
• 4,340,,
,4,850`�
5J70 -Z
5,390,,',
.c{5 :,
4;690,
5,22011
5,390 ,
: 5;390:
-..'780
3,225-,
.3,6f0,_
: 3,870 ,
3;985 =
IBC, FL
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
1 v
"1;730,-
"�,1,_976
2,125 -s
a2,255."'
i.1,320 �'"'1;875
` 2;135."
2 255
2 1
, _1;i:"0; .
'1,,270 ,
1;455
_
, �;575
.1s0 �r '
IBC, FL,
LA
760
4,095
4,095
21,095
1 4;095
1,760
4,095
4,095
4,095
4,095
180
3,520
1 3,520
3,520
3,520
1;650,
?275,
7,275'
7275 .'
7,275
. 1,6� ;
'' 275
7 i7l
, 7275
`7275
,. 25.
:670 :
,3,820.,
-3.915 '
` 4,250 ;
IBC, FL
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
11215
11500
1 113C, FL,
2,035
r;450
5 795
.,5,830`.
�;8` -':
2t�3 .-
, .39s
' 57fi0;
;5.63a,.,
�8 ..
r220_.,
2;353
24S'S ..
2?j535
2",825
LA
2,090
91100
9,100
�; i00
c 100
2,090
a" r
0J
9.100
9,100
9,100
;5=5
6,340 16,730
61730
6,730
IBC; FL
1. For dimensions and fastener information, see table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp. 98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45'
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
Acute
'side
bpeclly angle
Top View HHUS Hanger
Skewed Right
hoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
94
Simpson Strong-TieO Wood Construction Connectors
LUS/MUS/HUS/HHUS/HGUS = �`
These products are available with For stain loss Many of these products are,approved for installation
additional corrosion protection. ® steel fasteners, l with Strong -Drive° SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
Model
No.
Double 2x Sizes
®
LUS24-2, ".
i 2'/a ,;
18 .
3'%"3?/a..;2
;
(4j0:162x3rh�
(2O.j62)(3'h
..d�7�80Q"
905
j,980
(125
1,355.
690•
1,190"
"'845�`,
1,070
4ghs
' 18
31a
"47/a"
2
(4� 0,#62x 3T/z',
�:. . �. ,
' (4) D°162 X 3y/z
_ , .
�w�
1,030.
. _ ..�
, 1,170
°1265�
"1,5�5
910 ::_
885n'
1;005
1;09D,
r.
1,370'
HHUS26-2
I 4-A.
14
35/16
53/a
3
(14) 0.162 x 31/2
(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
4a/ia
12
3%
57/16
4
(20) 0.162 x 31/2
(8) 0.162 x 31/2
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170
4,445
4,795
LUS28 2 - .
49A6 `18
31/aa°
7.
°"2
(6)0.162x3'h
',(4),0.162X31h
tt60
,'1375..
1 490
'1610,:2,030
00"
1JS'
1,280'
1,385,
1,745
IBC, FL,
�HHUS28-2'�'�#
6slie:;'�514
3511c
7%
3 ,
�(22)0162k31/2
�.(8)-0.162,X3'/z
1` �60
41�65
4;810..5;155-"5,980
1,515.=3,670,
4v735:
4;435
5;1"45<
LA
HGUS28 2
15%6 ``
, .12f.
'.3'Yis
.73,46
,4 #`
.(36j.0162 X 31h"
(12)`Q962x 3:i 2
3,235
7460-,
7,460
,7460 `
7;460
2,780
.6 415.
16,415'
.fi,'415
6;415,
m
LUS210-2
06
18
31/8
9
2
(8) 0.162 x 31/2
(6) 0.162 x 31/2
1,445
1,830
2,075
2,245
2,830
1:245
1,575
1,785
1,930
2,435
HHUS210-2
83/a
14
36/i6
87/a
3
(30) 0.162 x 31/2
(10) 0.162 x 3'/2
3,550
5,705
6,435
6,485
6:485
3,335
4,905
5,340
5:060
5,190
HGUS210-2
89A6
12
35A6
93/i6
4
(46) 0.162 x 31h
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
9,100
3,520
7,460
7,825
7,825
7,825
Triple 2x Sizes
HbUSZb-J ;
(„41356'=a,IZ,,
j"Ali
Sh,,;.?}<
('ZU)UJUX3%2,_(d)UJbZ.X3/2,
L,13J
4, 41�_
4,ti5U
,I/U
S,JI
,I,2fJJ
���f6U=
4,,1/rtUy
4445
VJ5;
IBC, FL,
HGUS28-3 '
;61IA6"':12
4AA6
71/4^
-4`F,
(36)0.162x31h,
_02)"0:162x31h
�U35
7460`
7,460,.7;460
7480
2;780
;64]5
'•6,415
"'i%415
6,415°
LA
HHUS210-3
83/8
14
411/ie
87/a
3
1 (30) 0.162 x 31/2
(10) 0.162 x 3'h
3,405
5,630
6,375
6,485
62485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
813/i6
12
415A6
91/4
4
(46) 0.162 x 31/2
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
Quadruple 2x Sizes
A1UUb2b7,4•.a
-bh<.j'.7L
bA6
I I7h6"
4,,
(ZOi�.7bLXd'h
i",°S}'UJbZ.JSi/z
L1FJ3
"41 441`
4,2tIIU,
J,i/U�
4,51
,opoJ
=3,(3U
;41,/U,
4,44'J
4,fJD;
IBC, FL,
HGUS28-4
71/4
12
6a/,6
73/6
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
83/s
14
6'/a
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
HGUS210 4(
91/a`
12
06
946
4
(460,162x31h
(1B)0.162�x3'h
4;095
91U0.
9100
000
040
3;520.7825
7825
7825
7,825=
= HGUS212-4. `
105/e `
12
69hs
105/e
r 4
,(56) 0 162 x3'h
0(20) 0.162jx 31h
j)4�
.a%4o
(35,
�,900
' a' fzf0
;7 780
`?,76Q
,,,7g0
IBC FL,
LA
HGU5214 4 '
125/a
12 ;
69Ac
125/a.
4"
.{66) 0:162 x31/z"'(22)
0.162X311z
.5;8950,125
101'25
1t],125'
10,125
4.900
'8,710'
8710'.B,710
4x Sizes
' } 4/.
18°
3-A,,
44
2 `
(4) Oi162x.311
,
,5
5
?1
.LUS46
005
1,090
130z
IBC, FL
EN
HHUS46,_' , s 4 is " `
° 14 _
" 35/a�
53 6
' 3 ",'
(14) 0162 x 31/2,
�,(%0162 X 31h
20
2 830r.
3190
3 415"
.4;2 0.
1,125
2,435'
"2 745.
2;935
3 655
LUS48 43/a
18
3ati6
63/4
2
(6) 0.162 x 31/2
(4) 0.162 x 31/2
i,060
1,315
1,490
1,610
2,030
91.0
1,130
1,280
1,385
1,745'
1BC, F
HUS48 6'/a
14
311A6
7
2
(6) 0.162 x 31h
(6) 0.162 x31/2
1,320
1,580
1,790
1,930
2,415
1:135
1,360
1,540
1,660
2,075
LA
HHUS48 I 61/2
14
3%
71/a
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
1 '60
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48 67A6
12
35/a
7'1A6
4
(36) 0.162 x 31/2
(12) 0.162 x 3'h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
LUS410 �. • "; j 6'/a .`
18
3a/s'
831a
.�
'(8) Oi162 x 3"J2i
, (6) 0.162 K 31/z
i;44
1;$3Qw
2 075
r2;245
2,830
1.245
1,575
.1,785'
1930
2,435_:
HHUS410< w - 83/a ';
,_ 14
.35
9 , ,
3
(30)0;162 X 31h
,(10) 0.162X 3'4
oaf
5 705
i5,435
e4S
44_
265
4 905
5 535
5 57
5 07
HGUS416 m `o'
_ .. .. .
,. 12
3-`A
91/i6
x4 '
� 46 Q.162,x ?
(.) , is ..
� 16 0.162iX31/z
(� �
4 95
��
9100'
__..
910D
+..
5100"
9100
3,52D`'7825
7;825
7825.
7,825'
IBC F
LA
HGUS412 106
12
35/a
107A6
4
(56) 0.162 x 31/2
(20) 0.162 x 31/2
5,695
9:045
9,045
9;045
9,045
4,900
7,780
7,780
7,780
7,780
HGUS414 11346
12
35/e
127A6
4
(66) 0.162 x 31h
1 (22) 0.162 x 31h
5,695
10.125
10,125
10,125
10,125
4,900
8,190
8,190
8,190
8,190
Double 4x Sizes
FL
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong Tie® Connector SelectorO software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 31h" in the joist, with no load reduction. With single 2x carrying members, use 0.148" x 11/2" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
19
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/e". 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/z" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/s" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
W Finish: Galvanized
0 Installation:
U -
C • Use all specified fasteners; see General Notes
C• Can be installed filling round holes only, or filling
U round and triangle holes for maximum values
N • See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
for additional upliftcapacity
d
d HTU maybe skewed up to 671/z°. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners..
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
E Many of these products are approved for installation with Strong -Drive
SD Connector screws. See pp. 335-337 for more information.
HTU26
"-7/a' max. gap between`end t
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for ih" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
HTU28
HTU28
HTU28-2
HTU28-2
2x Sizes
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar j
b%2.r"
3%8
1 Whe•s
%z`
(eu),(.!.Ib x3Yz
JZU) V'V t3x:G%z
-i,9�0
Zitl'4 ,,,
f
, �a
o4;atu
1,0031
IBC,
37/a
1 %
71/6
31/z
(26) 0.162 x 31/z
(14) 0.148 x 11h
1,235
3,820
3,895
3,895
3,895
1,060
2,865
2,920
2,920
2,920
FL,
7Ya
1 s/e
71tis
31/z
(26) 0.162 x 3Yz
(26) 0.148 x 11h
2,020
3,820
4,315
4,655
5,435
1,735
3,285
3,710
4,v05
4,675
LA
3la `
71a
'91/ts
"31h ;
(32) O f62 X 3'h
" (14) 0.148 k 1'1/i
",13'30
.4,3 t0`s'
w�f3 ,,
'-,3f)0
. 4; �v 5
. ,1,145a,'2
"
`3 225"
" ,225
9 /4
' 1 la.
9% •
°'3?%z
; (32)'Q:162 )3W
(32) o'48 x 1
-3,31,5„
4 705
o,€�1Gt
: ; i�0
" 5,995
2,850
.4,045`
nr 5..'44.9
J
`5;155`
Double 2x Sizes
„5'h6
31Jz
`&)n62,x31/z'
:.(148x'3 f
1,5i5
i 2,940-,
ar[)
,, , t3t1
n3910;`i;1,3Q5,„1,850.>j
2,090'`:2255„;2,465_
51/z:
�85fie
'hsI
37h"
-,(20)-0.,162k3'h"�
s(2o)o.148-�3.
"'2r175-
'2,940a.3,32'r.
3,38)
`3;855;
37/a
3!Yis
71/1is
31/z
1 (26) 0.162 x 31/z
1 (14) 0.148 x 3
1,530
3,820
4,310
14,310
4,310
1,315
2,865
3,235
3,235
3,235
IBC,
71/a
3a/i6
71A6
31/z
1 (26) 0.162 x 31/z
1 (26) 0.148 x 3
3,485
3,820
4,315
4,655
5:825
2,995
3,285
37101
d'0
5+ "10,';
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/an and 1h°, use the Alternate Allowable Loads.
• 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014, Simpson Strong -Tie° Connector Selector° software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
96
Simpson Strong -Tie® Wood Construction Connectors SIMPSON
HTU
iir>ng�'
Face -Mount•' •
6 Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31/z 1 (14) 0.148 x 11/z 925 1,470 1 1,660 1,790 1,875 795 11,265 1 1,430 1 1,540 1 1,615
HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 31/z 1 (20) 0.148 x 11/z 1,240 1,470 1 1,6F,0 1,790 d 2,220, 1065 1 1,265 1,430 1,540 1,910 IBC,
nna.; iai '...i non=a oAnR'2R15 FL, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
in ' Ulmension
ModeI'lll , lleel
No.. Height W
Single 2x Sizes
- - 7 - - ' 7. IBC,
HTU28 (Min.) 37/a 1 % 71'A 31/z (26) 0.162 x 31/z (14) 0.148 x 11/z 1,110 3,770 1 3,770 1 3,770 1 3,770 955 1 2,825 1 2,825 2,825 2,825 FL,
LA
HTU28 (Max.) 71A 1 % 71A. 1 3% (26) 0.162 x 31/z (26) 0.148 x 11h 1 1,920 3,820 1 4,315 1 4,655 1 5,015 1,695 1 2,865 11235 3,490 3,765
I Double 2x Sizes I
HTU28-2 (Min.). 37% 35Aii 71A. 31/z (26) 0.162 x 3% 1 (14) 0.148 x 3 1 1,490 3,820 1 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 FL
HTU28-2 (Max.) 71/a 3345 71A. 31/z (26) 0.162 x 31/z 1 (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,490:'40 4LA
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 Ma" and W, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVFPI 1-2014. Simpson Strong -Tie® Connector SelectorO software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22. for fastener information.
19
Simpson Strong -Tie° Wood Construction Connectors
Medium -Duty Face -Mount Hangers-
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 26/16" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 26/is" 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) far concrete and 1/4" x 23i4" Titen 2
scre-,vs (Model TTN2-25234H1, for GFCMU. Follow all
installation instructions and use the loads from file sawn
lumber or BVP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX6 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 TTN2-2523411) and for concrete (1/4" x 1 3/4' — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/16"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/x"-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 lets are available. They include a
3/16" drill bit and hex -head driver bit (Model 17NT01-RC);
a 3/16" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/6" is required as shown in Figure 1 for full uplift load.
® Where no uplift load is required, a minimum end distance
of 11/2" is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
3>,
di;
eri..�2° mi"
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
HU/HUC/HSUR/L
. ..... ....... . . . . ................. . . . .................. . . ........... . ..... . . ... . . ......... . . ................................... . . . ................. . ............... . ..... . . . ........ __ .......... . ........... . .... ...................... .............. .....................
Medium -Duty Face -Mount- Hangers (cont.)
M Thpqp nrnrh intq nrp. nVABANP Wth nrldifinnA rnrrnQinn nrntpnfinn Fnr mnrp. infnnnqthn qp.p- r) 1.r,
HU26
HU26X
(4) 1/4 x 23/4
(4) 1/4 x 13/4
(2) 0.148 x 1112
335
1,000
335
1,545
�(6
0.148 x I"A
545
1,500 ''
7�0
2,400
HU24-2
HUC24-2
(4) 1/4 x 23/4
(4) 1/4 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
6
H U"2' '72":(Min
4
21,00
(Max)
"(,l x 2N4 2 4
14
HU26-3 (Min.)
HUC26-3 (Min.)
(8) 1/4 x 23/4
(8) '14 X 13/4
ir
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12) 114 x 2 3/4
(12) 1/4 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
I HU210 I HU210X 1 (8) 1/4 x 2 3/4 1 (8) 1/4 x 13/4 1 (4)0.148xll/2 1 545 1 2,000 1 760 1 2,415 1
HU210-3 (Min.)
HUC210-3 (Min.)
(14) 114 x 2 3/4
(14) 114 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUG210-3 (Max.)
(18) IIA x 2 3/4
(18) 1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
.
"116�ik",; , , 'I� 1,
I ;
_
, e�f Y
(6) 0,148XI
1 1 35
3�
2,665
HU212-2 (Min.)
HUC212-2 (Min.)
(16) 1/4 x 23/4
(16) 1/4 x 11/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212- 2 {Max.)
HUG212.2 (Max.)
(22)1/4 x 23/4
(22) 114 x 13/4
(10) 0.148 x 3
1 1,350
5,085
1,350
5.085
I HU214 I HU214X I (12)1/4x23/4 1 (12)1/403/4 1 (6)0.14801/2 1 1,135 1 2,665 1 1,135 1 2,665 1
HU214-3 (Min.)
HUC214-3 (Min.)
(18) 114 x 23/4
(18) 1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24) 1/4 x 23/4
(2 4) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
6 x2
(18) '14 Y4
92
A�j 5
HU216-2 (Min.)
HUC216-2 (Min.)
(2 0) 1/4 x 23/4
(2 0) 114 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(2 6) 114 x 2 3/4
(2 6) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU7 (Min.) (Not available) (12)1/4x23/4 (12)1/403/4 (4)0.148x1I/2 545 1 2,980 760 1 2,980
HU7 (Max.) (Not available) (16)1/4 x2�/4 (16)1/,xl-/, (8)0.148xll/, 1,085 1 3,485 1,085 1 3,485
HU11 (Min.) (Not available) (2 2) 1/4 x 23/4 1 (2 2) 114 x 13/4 1 (6)0.148xll/2 1 1,135 1 3,230 1 1,135 1 3,230
HU11 (Max.) (Not available) (3 0) 1/4 x 2 -14 1 (3 0) 114 x 13/4 1 (10)0.148xll/2 1 1,445 1 3,735 1 1,445 1 3,735
38
STAGGER JOINTS - TYP.
R45ED HEEL ROOF TRUSSES
5/SKI
SEE PLAN
e
Y
Z
1•
W
_
Q
(L
;.
Z
w
a
RIBBON BOARD- SEE
N
SCHEDULE FOR SPACING
FASTENING TO TRUSS�'S
1
UPLIFT/514EAR ANCHOR
MASONRY WALL -
EACH TRUSS - SEE
5/SKI
SEE PLAN
PLAN
NOTE: ADD'L FRAMING NOT
SHOWN FOR CLARITY
f
RAISED HEEL TRUSS BEARINCS
A G
SCALE. NTS III,,SKI
t1
I_
ROOF SHEATHING- SEE F
6OFFIT/FA5CIA- SEE ARCH.
RAISED HEEL ROOF TRUSSES
-SEE PLAN
O
W N
U �
RIBBON BOARD-
SEE SCHEDULE
< U z LL
Z Lu
FOR SPACING d
OwIF;w
FASTENING TO Cf
w
U i a
TRUSSES
w o I.
ZO�IE
WALL SHEATHING -SEE PLAN
-
3
MIN. 15/32' CDX PLYWOOD OR
Q
1/Ib' 055 WITH Sd GUN NAILS
U
(0.131' X 2 1/2') a b' O.G. TO
UPLIFT/SHEAR GYP. CEILING -
RIBBON BOARDS
ANCHOR EACH SEE PLAN e
TRUSS- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
MASONRY WALL -
INTO END GRAIN OF ROOF TRUSS
SEE PLAN
LL aREV151
BOTTOM CHORD
RAISED HEEL TRUSS BEARINGS
SCALE. NTS SKI
RIBBON SCHEDULE;
DESIGN CRITERIA
RIBS •N MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
WIta65 MPH
(2) 12d GUN (0.131' X 37
(Vasdz128 MPH)
2i 4 SPF02
24'
TO EACH TRUSS, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
Vult=180 MPH
(2) 12d GUN (0.131' X 37
(Vasd=139 MPH)
2X4 SPF02
Ib'
TO EACH TRUSS, (4)
EXP. C,
NAILS AT JOINTS
ENCLOSED
SHEET TfILE:
wmon �Fvn rat
Ru5E0 NEFl ROOT fRU11E1
SHEET INFORMATION:
IOBNO: Shc'd
ONEISSBED: I I.OB.Id
SKA
fully._^�
'N3 ddLtB ent has! been electr c* slued
and sealed ustlr g a DOW Sg1ft6 o. PCII'I€ d
copies withod an otigind stpaturo mistbo
Yedfled using #m odglW eleMoi cvetsiorl. ' `�nttleyNMwA} ALPINE AN ITW PANY
COA #0 278
1+ Mir.••«•.>,,� 03/10/2021
., rSTA
Cto
lnforr.'nafion; pa' e. I
ustomer- Carpenter CantractorsofAmerica Job Number- N334504
l Job De cript on: 7A /320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
Address - - --- __
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www.alpineitw,com
0
Jofi
Design Code; FBC 7th Ed. 2020 Res
IntelliVIEW Version: 20.02.00A
JRef #: 1 X3L89750069
Wind Standard: ASCE 7-16 Wend Speed (mph): '160
Design Loading (psf): 37.00
Building Type: Closed
This package contains general notes pages, 29 truss drawing(s) and 5 detail(s).
Jtein
1)rawirtg Number
'truss
1
069.21.1302.22811
Al
3
069.21.1302.24173
A3
5
069,21.1302.22595
A5
7
069.21.1302.23360
A6
9;
069.21.1302.23796
A10
11
069.21.130223764
A14G
13
069.21.1302.24171
132GE
15
06911.1302.23922
C2GE
17
069.21.1302.24359
D2
19
069.21.1302,23843
V4
21
06921.1302.23734
E.17
23
069.21.1302.24422
EJ3
25
069.21.1302.24421
CJ5
27
069.21.1302.24174
CJ1
29
069.21.1302.24030
HJ3A
31
GBLLETIN0118
33
VAL180160118
tterri
Drauiring Ntaiiiber
"C'rctss „ ;'.
2
069.21.1302.23703
AM
4
069.21.1302.23280
A4
6
069.21.1302.23953
A5GE
8
069.21.1302.22531
A8
10
069.21.1302.23484
Al2
12
069.21.1302.22828
B1
14
069.21.1302.22876
C1
16
069.21.1302.24514
D1
18'
069.21.1302.24561
D3G
20
069.21.1302.24609
V8
22
069.21.1302:24360
EJ7A
24
069.21.1302.22733
EJ2
26
069.21.1302.24453
CJ3
28
069.21.1302.23733
HJ7
30
A16015ENC160118
32
CNNAILSPI014
34
VALTN160118
Mmida Certificate of Product Approval #FL1999 Printed 3/1.0/2021 1.16:33 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
'The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
dnformation 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
SEQN: 250001 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T10 /
FROM: RWM Qty: 16 7A51320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22811
Truss Label: Al �TCE / YK 03/1012021
6'1"7
6'1"7
12'11"15 19,10" 2681
6'10"8 610"1 6'10"1
1' 1 10'
r 10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h 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(o.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=-5X5
E
39'8"
9'10"
19'10"
3w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
01
9'10"
29'8"
33'6"9 39'8"
6-1"7
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
OW
ki.
4N1 ®01 s
* Y
o j
03/10/2021
10' 1'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1711 /- !- /961 /309 /444
H 1711 /- !- 1961 /309 /-
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 an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, 67 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildiyhComponents 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 bracingof trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solelyor the design shown. The suitability and use of This Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/TA 1 Sec.2.
Fpr 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: 250030 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T25 /
FROM: ALS Qty. 1 ,7A5l320 ,182ED,F ,02G ,Rl01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23703
Truss Label: A1A TCE / YK 03/10/2021
7'112 12 17'1"12 19'10" 23'8" 31'8"14 39'8"
5'1"12 } 2'8"4� 3,10„ ;- 8'0"14 7'1r,2
=6x6
F
*
39'8"
3' 6'39
'11"11 11A"24 7I 38" 381'0'8"1"11 1 F 3T9'85 +1'�
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 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; W3,W6,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" cc.
Plating Notes
All plates are 2X4 except as noted.
(1) - plates so marked were sized using 0% Fabrication
Tolerance, 0 degrees Rotational Tolerance, and/or
zero Positioning Tolerance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
' The 5-0-0 section of Bottom Chord at 8-8-0
elevation between panel points R and N may
be field -removed as required provided that
all remaining plate/wood contact areas stay
intact and undisturbed.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Defl/CSI Criteria
PP Deflection
in ]cc Udefl U#
VERT(LL):
0.386 O 999 240
VERT(CL):
0.669 O 706 240
HORZ(LL):
0.168 K - -
HORZ(TL):
0.314 K - -
Building Code:
Creep Factor: 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.791
TPI Std: 2014
Max BC CSI: 0.896
Rep Fac: Yes
Max Web CSI: 0.765
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE HS
VIEW Ver: 20.02.00A.1020.20
Laterally brace Bottom Chord above filler at
24" cc, including a lateral brace at chord ends.
(Not required if 5-0-0 section of lower Bottom
Chord is removed as noted (*)).
o°
0� s
o.708 I °
e
COAA'I,�_ SAL _..
03/10/2021
♦ 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 1410 - 2745 F - G 1410 - 2068
C - D 2144 - 4245 G - H 1218 - 2103
D - E 1499 - 2794 H -1 1423 - 2777
E - F 1658 - 2771
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2371 -1107 L - K 2402 -1107
Q - M 3738 -1614 K - 1 2406 -1106
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
814 -1523
M - F
2007 -1008
C - Q
1476 - 551
M - L
1864
- 604
S - Q
2850 -1327
F - L
492
- 506
Q - D
1271 - 562
L - G
452
- 368
D - M
825 -1539
L - H
475
- 688
**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 ropey attached structural sheathing and bottom chord shall have a properly
attachetl rig4id ceilin Locations shown for permanentlateralrestraint 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. 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$Components 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 of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional encpeenng responsibilittyy solely -for the design shown. The suitability and use of this Suite Fos
drawing for any sgr'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2500311 COMN Ply: 1 Job Number: N334504 Cusl: R8975 JRef:1X3L89750069 T2 /
FROM: RWM Qty: 1 , A5/320 ,182ED,F ,02G ,RI01 / 1828/CALIAEBB ELEV.D/F DrwNo: 069.21.1302.24173
Truss Label: A3 / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
6'1"7 12'11"15 19'10" 244" i 33'6"9 i 39'8"
r' 6'1"7 6'10"6 6'10"1 4'6" r 9'2'9 6,1"7
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
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; 133,134 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=5X5
E
20'8"
T 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):
i
B3
1114X4
5'8"
4'6" 64"
24'4"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.033 M 999 240
VERT(CL): 0.082 M 999 240
HORZ(LL): 0.011 L - -
HORZ(TL): 0.024 C -
Creep Factor: 2.0
Max TC CSI: 0.961
Max BC CSI: 0.737
Max Web CSI: 0.420
VIEW Ver: 20.02.00A.1020.20
COA
03/10/2021
13'4"
♦ Maximum Reactions (Ibs), or *=PLF
Gravity-- Non -Gravity
Loc R+. / R- / Rh / Rw / U / RL
B 871 /- /- /610 /172 /444
N* 247 /- /- /156 [73 /-
H 508 /- /- /427 1147 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
N Brg Width = 68.0 Min Req = -
H Brg Width =8.0 Min Req = 1.5
Bearings B, N, & 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 606 -1330 G - H 246 - 579
C - D 479 -1037
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - M 1138 - 532 K - J 952 - 498
M - L 691 - 320 J - H 484 -143
L - K 967 - 518
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - M 375 - 360 K - F 885 -1188
M - D 558 -150 F - J 573 - 255
D - L 559 - 715 J - G 495 - 484
L - F 769 - 272
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
quire
Information, by TPI and SBCA)-for safety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
qid cei!inp Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
ile. Apply plates to each face. of truss and position as shown above and on the Join' Details, unless noted otherwise. Defer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ivision of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
iformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin4q of trusses; A seal on this drawing or cover pa e
drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this
any structure is the responsibility of the Building esigner per ANSI/T I 1 Sec.2.
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250032 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T9 !
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23280
Truss Label: A4 SSB / WHK 03/10/2021
6'1"7
6'V7
12'6"15 19' 20'�" 27'1"1
6'5"8 + 6'S"1 1 8 6'5"1
�' i 10'
-r 10,
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 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,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 0.1280' gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
;5X5=5X5
E F
39'8"
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.172 L 999 240
VERT(CL): 0.321 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K -
Creep Factor: 2.0
Max TC CSI: 0.480
Max BC CSI: 0.747
Max Web CSI: 0.625
Ver: 20.02.00A.1020.20
H.
�y ®q�mayw•.,�.,,
9 9
f
tl
COA A
03/10/2021
3ST9 + 39'8"
6'5"8 6'1"7
Lo
M
O
10,
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /963 /310 /427
1 1556 /- /- /963 /310 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H -1 1542 - 2800
E -F 1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens, Comp.
B - M 2444 -1262 L - K 2030 - 937
M - L 2030 - 957 K - 1 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 508 -119 L - F 548 - 356
D - L 521 - 683 L - G 521 - 683
E - L 548 - 356 G - K 508 -119
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
quire
Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary.
r BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
aid ceilingp Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
ile. ADDTV plates to each face oT truss and oosition as shown above and on the Join Details. unless noted otherwise. Refer to
Is 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Building Components Group Inc. shall not, be respponsible for any deviation from this drawing, any, failure to build the
conformance with ANSI/TPI -1; or for handling, shipping,, Installatlon and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
1is drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use Nis Suite Fos
for any structure is the responsibility of the Building�-DDesigner per ANSI/TPI 1 Sec.2. Suite 3 FL, 32821
information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org• SBCA: sbcindustry.com• ICC: iccsafe.org• AWC: awc.org Orlando
SEQN: 250033 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 lRefAX31-89750069 T8 !
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22595
Truss Label: A5 �SSB / WHK 03/10/2021
7'10"14 17' 22'8"
7'10"14 T 9'1"2 '{' 5'8"
0
r
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.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"x2ff%min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=5X5 =5X5
D E
39'8"
9.10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
31'9"2 39'8"
9'1"2 7'10"14
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.149 J 999 240
VERT(CL): 0.279 J 999 240
HORZ(LL): 0.060 1 - -
HORZ(TL): 0.1121 -
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
03/10/2021
10' 1'
39'8"i
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1552 !- /- /965 /318 1386
G 1552 /- A /965 1318 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 handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSlr-I 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 Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANS!/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2500651 COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T11 /
FROM: RDP Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 ! 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23953
Truss Label: A5GE / YK 03/10/2021
�12'11°15 1V4 3 '6'2
23°75 '4 1 '2
1910' } 2110' MIT 26, 2'10*1 3'6'
Y 7 4 2YY1�� 1.1'T11
10'8' ��{ =5K8
A
21' i S' i 13'8°
9'8°4 1T12 5' 3'8° 3' T 1'
F 10' 19'8°4 21 26' 298' 378°
1- 21'11°72 1 a10,8 --1 13712
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): 0.106 AE 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.211 AE 999 240 B 769 /- /- /504 /323 /444
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.044 1 - - AB 2335 /- /- /945 /990 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.088 I - - Z 1079 /- /- /484 l352 /-
Mean Height: 15.00 ft T 519 /- /- /398 /219 /-
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.646 Wind reactions based on MWFRS
BCDL: 5.0 psf B Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.645
AS Brg Width = B.0 Min Req = 2.8
Spacing:.24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.957 Z Brg Width = 8.0 Min Req = 1.5
Loc. from endwall: NA FT/RT:20(0)/l0(0) T Brg Width = 8.0 Min Req = 1.5
GCpi: 0.18 Plate Type(s): Bearings B, AB, Z, & T are a rigid surface.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Bearings B, AB, Z, & T require a seat plate.
Lumber Members not listed have forces less than 375#
Top chord: 2x4 SP #2 N; Maximum Top Chord Forces Per Ply (Ibs)
Bot chord: 2x4 SP #1; Chords Tens.Comp. Chords Tens. Comp.
Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N; B - C 465 -1090 I - J 391 -195
Bracing C - D 335 -815 J - K 390 -199
62
(a) 1X4 #3SRB or better continuous lateral restraint to D - E 411 -759 K - L 608 -296
be equally spaced. Attach with (2) 8d Box or Gun E - F 411 - 678 L - M 506 - 244
nails(0.113"x2.5",min.). Restraint material to be supplied F - G 397 -678 M - N 506 244
and attached at both ends to a suitable support by H - 1 377 -185 S - T 228 - 610
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR- Maximum Sot Chord Forces Per Ply (Ibs)
restraint. substitute (1) scab for (1) CLR and (2) scabs Chords Tens.Comp. Chords Tens. Comp.
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web B -AH 922 -479 AA- Z 375 -227
9 @ t�tatttttsnot AH-AG 486 -261 Z-Y 388 -286
member. Attach with 0.128x3" gun nails 6" oc. kftletlorrr AG-AF 486 -261 Y - X 388 -286
Special Loads ` dr r46,, AF-AE 486 -261 X - W 491 -156
----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)+` ®e•°a®°qp"°°g�' �y�ir� AE-AD 486 -261 W - V 491 156
AD -AC 486 -261 V - T 491
TC: From 56 plf at -1.00 to 56 pIf at 10.67 �+� �� �a'4� �' E: • �`. 156
TC: From 76 plf at 10.67 to 76 pif at 32.67 e ° ati ° q= AC -AB 479 - 325
TC: From 56 plf at 32.67 to 56 plf at 40.67
BC: From 20 plf at 0.00 to 20 pif at 39.67
BC: 128 lb Conc. Load at 23.21,23.79 Y "s o. $ Maximum Web Forces Per Ply (Ibs)
PL: 136 lb Conc. Load at (23.27, 9.98). (23.80,9.98) = o Webs Tens.Comp. Webs Tens. Comp.
® . AH-AI 518 -256 AB -AR 304 -482
Plating Notes o °
s �
All plates are 2X4 except as noted. o6 T. AI-AJ 555 -273 AR -AS 445 -568
b' fi AJ- G 519 - 269 AW- Z 272 - 747
°®t G -AL 514 -933 AW- N 237 -676
Wind 'oe®a® , e AL -AN 498 -920 N -AX 683 -357
Wind loads based on MWFRS with additional C&C,"pp"t�"Aq" >y AN -AP 519 -955 AX- X 690 -352
member design. COA`t�0i�. tit AP -AC 540 -984 X-AZ 301 -478
Wind loading based on both gable and hip roof types. '$¢rrr�t�ttayy�el'` AC- K 792 -505 AZ -BB 275 -472
03/10/2021 K -AB 546 -1366 BB- S 326 -457
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
rt Safety Information, by TPI an fabricating,
fsafety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
aid ceilingp Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
le. Apg7v plates to each face of truss and position as shown above and on the Join Details. unless noted otherwise. Refer to
iUA-/tor standard plate positions. Refer to job's Ueneral Notes page for a0aitlonal Information.
rision of ITW BuildincQ�Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the
formance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses.- A -seal on this drawin or cover pale 6750 Forum Drive
rawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabili y and use of this Suite 305
any structure is the responsibility of the Building Designer, per ANSIITPI 1 Sec.2.
)rmalion see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.orq Orlando FL, 32821
SEQN: 2500351 HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JR&AX31_89750069 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,RIO1 ! 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23360
Truss Label: A6
SSB / WHK 03/10/2021
7'10"14 15, 24'8" 31'9"2
39'8"
7' 10"14 T 1 "2 9'8" 7-1-2
7' 10"14
a 6X6 '=6X6
D T3 E
12
6 5�5 5
5X5
F
C
0
W
W1
B
G
A
H8'8"
4X6(A2) =5X5 =5X5 =5X5=4X6(A2)
39'8"
1' i 10, 9110.. 9'10"
10, 1'
10, 19,101, 29'8" T
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 Udell 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 /- /- /962 /328 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.115 I
Wind reactions based on MWFRS
Mean Height: 15.00 It BuildingB
NCBCLL: 10.00 TCDL: 4.2 psf Cade: Creep Factor: 2.0
Br Width = 8.0 Min Re = 1.8
9 q —
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.913
BCDL: 5.0 psf
G Brg Width = 8.0 Min Reg = 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 & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474
Members not listed have forces less than 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 1807 - 2729 E - F 1827 - 2537
C - D 1826 - 2538 F - G 1807 - 2729
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE;
D - E 1539 -1910
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - K 2363 -1483 J - 1 1847 -1110
member design.
K - J 1847 -1131 1 - G 2363 -1462
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 394 - 358 E - 1 628 - 300
K - D 628 - 300 1 - F 394 - 358
��q��;/gipsf 1t tpgi�taq'79�tadtyr
jr fr
�'
�4� ayapwa Y90
/�
Y ♦ r,
S 4.708
0
e w
0 d $ •
� w
0 -
001.00 tltf glot
COA
ara�ta
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, r
by TPI and SBCA) 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 bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
Refer to
Oates
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and-bracingof trusses. A seal on this drawing or cover a
pa 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilit(yy solelyor the design shown. The suitability and use of this Suite 305
is -Designer
drawing -for any structure the responsibility of the Building per ANSI/TPI 1 Sec.2.
Fpr more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250036 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1X3L89750069 T6 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.22531
Truss Label: A8
SSB ! WHK 03/10/2021
6'94 13' 19,101, 26'8"
32'10"12 39'8"
6'94 6'2"12 6'10" 6'10"
6-2"12 6'9"4
5X5 1112X4 = 5X5
D E F
12
6 "12X4 W
G2X4
C
o_
G
W3
1 B
H
A
spa
4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
39'8"
10' 9.10" 9'10"
10, 1'.
10' 19,10" 2918"
39'8"
Loading Criteria (pso 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 /- /- /953 /716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 /- /- /953 /716 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft Building Code: CreepFactor: 2.0
NCBCLL: 00 TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543
0. P
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: 0.754
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
Top chord: 2x4 SP #2 N;
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
t44tii16tittlilUurrrr�rr
D - K 425 -401 J - G 381 -339
fB
r�
E - K 585 - 391
rtpfr
y`�'� b' g`ap/A00q■aQg■4,t'yj�
�Y
m O
o �V �
■%• L
m o n
r
a ■
■ 4
0® � ■Q 4
q
COA` i ONA�.
' JilW"10Bii�''
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing.Refer to and follow the latest edition
of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless top chord shall have attached structural sheathing and bottom chord. shall have a
per noted otherwise, propery properly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
Details, Refer to
as appllcab�e. Apply Oates to each face. of truss and position as shown above and on the Joint unless noted otherwise.
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildinl1Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
bracingof A this drawing
truss in conformance with ANSI ITPI 1, or for handling, shipping,. installation. and trusses. seal on or cover pa3e 6750 Forum Drive
listing this drawing indicates acceptance :of professional enccLLineering responslbili��r solelyor the design shown. The suitabili y and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSIIrPI 1 Sec.2.
Fpr more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 250037 / HIPS
Ply: 1
Ply:
umber: N334504
8975 JRef:1X3L8975oo6s T5 /
FROM: RWM
1
F,7A520 ,182ED,F02G ,R101 / 1828/CALI/4EBB ELEV.D/F
FD.N'o:069.21.1302.23796
Label: A10
/ WHK 03/10/2021
5'9"4 11' 19' 28'8"
33'10"12
5'9"4 5'2 -12 8' 9'8"
5'2"12 5'9"4
5X5 = 5X5 5X5
D E T3 F
12
T
6 �2X4
C W
02X4
o (a) (a)
G
n W3
h
cIn
A B
H
�
-4X6(A2) =5X5 -5X8 =5X5=4X6(A2)
39'8"
10' 9110.. 9'10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 - Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240
B 1556 /- /- /940 f718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - -
H 1556 /- A /940 f718 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.127 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: 0.934
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.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751
Members not listed have forces less than 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 2194 - 2804 E - F 2386 - 2693
C - D 2057 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE;
D - E 2502 -2773 G - H 2184 -2797
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - L 2448 -1855 K - J 2163 -1578
be equally spaced. Attach with (2) 8d Box or Gun
L - K 2147 -1575 J - H 2440 -1822
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
L - D 470 -71 K - F 626 -612
for (2) CLR'S where shown. Scab reinforcement to be
D - K 739 -778 F - J 466 -52
same size, species, grade, and 80% length of web
E - K 789 -534
member. Attach with 0.128x3" gun nails @ 6" oc.
}�t'j�!lHgB61};fi/
f1%✓
Wind �,;
Wind loads based on MWFRS with additional C&C
member design. �0, oa 4�!' •, �% �O-
Wind loading based on both gable and hip roof types.
s t�. 08 9
a
a
m
s •.
0 ==
`
0Ax
f
��J
��s•a Bm Mo\,tltlmtl����yp'�
coa�b(,(j�R�a ,,,•lffi
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
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall
attached ri id Locations for lateral
temporary
have a properly
ceiling shown permanent restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as appllcab�e. 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 notbe responsible for any deviation from this drawing, any failure to build the
truss in ANSI PI 1, for handling,
conformance with or shipping,installationand bracincclt of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili solely for the design shown. The suitabilifY and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSYT_�l 1 Sec.2. Suite 305
Fpr 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: 250038 / HIPS
Ply: 1
Job Number: N334504
Cusl: R 8975 JRef:1X3L89750069 T4 !
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23484
Truss Label: Al2
SSB / WHK 03/10/2021
L 9' 17' 22'8" 30T"
r 91 �' 8, r N r 8,
9, 1
�6C6 T2 =5XD5 =4E4 T3
=6F6
12
6
T
o (a) W (a)
W5
1 B
h
G Iin
A
H
X3
1�6'8"
4X6(A2) = 6X6 = 6X6 = 6X6=4X6(A2)
39'8"
10' 9'10" 9.10"
10,
+
10' 19,10" 29'8"
I 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 /- /- /921 [720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - -
G 1556 /- /- /921 /720 /-
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.150 1
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: psf
B Br Width
g = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939
5.0
G 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: 0.834
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306
Members not listed have forces less than 375#
Lac. 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 - I 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. fit:++NiDtrr+qf+/�rj�r
FIl
Wind X �i a
\
Wind loads based on MWFRS with additional C&C ,fib ggRa®nr•ga®ra*a ��'fi
member design.
Wind loading based on both gable and hip roof types. *
4 a M
s o. 708
�
0
g®#tatrP'
4'
ONAmosomo'�
COA 0t>
03/10/2021
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information, by SBCA) for
of BCSI (Building
TPI an safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
Applgy Refer
as applicable. plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
to
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/TPI 1, for handling, bracing trusses. A this drawin
or shipping,, installation and of seal on or cover pa a 675o Forum Drive
listing this drawin indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of This Suite 305
drawing for is the the Building -Designer ANSI/rP1 1 Sec.2.
any structure responsibility of per
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250056 / HIPS
Ply: 2
Job Number: N334504
Cust: R 8975 JRef:1X3L89750069 T12 /
FROM: LPM
Qty: 1
7A5/320 ,182ED,F ,02G ,Rl01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23764
Truss Label: A14G
SSB / WHK 03/1012021
-5 2 Complete Trusses Required
7' 17' 22'8" 32'8"
39'8"
7' 10, 5'B" 10'
7'
12 —6C6 T2 —8p T3 —8E8 T4
=6X6
F
T 6�
O
T
�
B
1
h
G
A
H
_LIF
4X6(A7) = 8X8 = 8X8 = 8X8=4X6(A1)
39'8"
10' 911U.
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): 0.295 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240
B 3135 /- A /- /1427 /-
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.064 1 - -
G 3136 A /- /- /1428 A
C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 1
Wind reactions based on MWFRS
M
Mea
ean Height: 10.51 ft
NCBCLL: 0.00 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: 0.676
5.0
G Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.507
MWFRS Parallel Dist: 0 to h/2
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: ft Rep Max Web CSI: 0.760
Members not listed have forces less than 375#
Loc. from endwadwall: NA FTlRT:2T:20(0)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 1424 - 3094 E - F 1534 - 3602
C - D 1533 - 3601 F - G 1425 - 3094
Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS;
D - E 2128 -4831
T3 2x6 SP #2 N;
Bot chord: 2x6 SP SS;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Nailnote
Nail Schedule: 0. 1 28"x3", min. nails
B - K 2752 -1257 J - 1 4769 - 2187
K - J 4768 - 2187 1 - G 2753 -1258
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Maximum Web Forces Per Ply (Ibs)
Use equal spacing between rows and stagger nails
Webs Tens.Comp. Webs Tens. Comp.
in each row to avoid splitting.
C - K 1287 -417 E - 1 727 -1297
Loading
K - D 727 -1298 1 - F 1287 -417
#1 hip supports 7-0-0 jacks with no webs.ti�4t4eet:tiReitliterrjr7i
Wind
,��1C" a�oaaesamm®0r�''i
Wind loads and reactions based on MWFRS. d °
�` E f
Wind loading based on both gable and hip roof types.
*
i
i
s o.7.08
� s
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
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall
Locations for lateral
temporary
have a properly
attach6o rigid ceiling shown permanent restraint of webs shall have bracin installed per BCSI sections
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
B3, B7 or B10,
-Defer 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, bracin trusses; A this drawing
shipping,. installation and of seal on or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili solely -for the design shown. The suitability and use of ftlis
drawing for is the the Building -Designer ANSI/T1 1 Sec.2. Suite 305
any structure responsibility of per
FPr 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: 250039 /
FROM: RWM
V
W
rn
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 "
Ply: 1 Job Number: N334504
Qty: 1 7A51320 ,182ED,F ,02G ,RIO1 / 1828/CALIAEBB ELEV.D/F
Truss Label: B7
57"4 10'8" 15'8"12
5'7"4 5'0"12 5'0"12
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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.
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):
4X4
D
21,4"
54"
13,4"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.047 H 999 240
VERT(CL): 0.088 H 999 240
HORZ(LL): 0.020 G - -
HORZ(TL): 0.037 G
Creep Factor: 2.0
Max TC CSI: 0.371
Max BC CSI: 0.611
Max Web CSI: 0.232
VIEW Ver: 20.02.00A.1020.20
® n
a
a
r r
s +
q
A%VV11QpI,,,
C0A`ffftM IMA�.�t
03/10/2021
21'4"
5'7"4
8,
21,4"
Cusl:R8975 JRef:1X3L89750069 T20 /
DrwNo: 069.21.1302.22828
SSB / WHK 03/10/2021
ro
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 864 /- /- /529 /397 /229
F 805 /- A /464 /361 A
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 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 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properir 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 off truss and position as shown above and on the Joint9Details, unless noted otherwise. Ifefer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin4 Components 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 drawingor cover pa a 675o Forum Drive.
listing this -drawing indicates -acceptance of professional en ineenng responsibilittyy solely -for the design shown. The suitabiliy and use of This Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
F,or 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: 2500591 GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T3 /
FROM: HMT Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24171
Truss Label: 132GE / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
10'8"
10'8"
F, 4,8„ i 2' —�
(TYP) =4F4
P1
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
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 22.33
BC: From 20 plf at 0.00 to 20 plf at 21.33
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
WIND LOAD CASE MODIFIED!
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: No
FT/RT:20(0)/10(0)
Plate Type(s):
21'4"
10'a"
Deft/CSI Criteria
PP Deflection in ]cc Udefl U#
VERT(LL): 0.005 R 999 240
VERT(CL): 0.011 R 999 240
HORZ(LL): 0.004 L - -
HORZ(TL): 0.006 R
Creep Factor: 2.0
Max TC CSI: 0.323
Max BC CSI: 0.197
Max Web CSI: 0.091
VIEW Ver: 20.02.00A.1020.20
03/10/2021
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 125 /- A /39 /48 /11
Wind reactions based on MWFRS
B Brg Width = 256 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 and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing 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 Joint 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 Buildingg Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure.to build the
truss in conformance with ANSI PI 1, or for handling, shipping,installation and bracincl of trusses. A seal on this drawing or cover pa a
listing this drawing indicates acceptance of professional encLmeering responsibilitty� solely -for the design shown. The suitabilify and use of this 6750 Forum Drive
drawing for any sQructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
FDr more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821
SEQN: 2500411 COMN Ply: 1 Job Number: N334504 Cust: R8975 JR&AX3L89750069 T19 /
FROM: RWM Qty: 1 , A5/320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22876
Truss Label: C1 SSB / WHK 03/10/2021
T
7'
cq
0
M
4"3
5X5
C
14'
14'
7'
7' 7'
7' 14'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in Ioc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.014 E 999 240
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 - -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.013 E
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.767
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.503
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.119
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #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
1114
a
g�gao®ea see, e
a
°a u
ep �}y
p MP®811a��et9��•��r,�\
COA Z)O*N L
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 588 /- A /371 /272 /158
D 527 /- A /305 /234 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 805 -740 C - D 807 -739
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - E 598 - 542 E - D 598 - 542
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
brac'ing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly
attached r! id ceilin Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10,
as applical5 e. App y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
tr ss in conformance with ANSI/1 PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional encLiineering responsibility solely or the design shown. The suitability and use of mis Suite Fos
drawing for any structure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2.
F,or,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: 2500611 GABL Ply: 1 Job Number: N334504 Cust: R8975 JRef'.1X3L89750069 T1 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23922
Truss Label: C2GE / YK 03/10/2021
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 it
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;
Special Loads
----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 15.00
BC: From 20 plf at 0.00 to 20 pif at 14.00
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
WIND LOAD CASE MODIFIED!
T
7'
5 2'—'
(TYP)
4X4
D
14'
14'
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
14'
7'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.007 J 999 240
VERT(CL): 0.014 J 999 240
HORZ(LL): -0.004 H - -
HORZ(TL): 0.009 H
Creep Factor: 2.0
Max TC CSI: 0.392
Max BC CSI: 0.242
Max Web CSI: 0.142
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 129 /- /- /40 /50 112
Wind reactions based on MWFRS
B Brg Width = 168 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
C - D 376 -199 D - E 377 -199
VIEW Ver: 20.02.o0A.1020.20 Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 -403 H - E 511 -403
v vi+ ' ` rfp0
� rF01
®,
0.7108 1
a
9 8 asp A
�► Pi i 0
r i �
�fi ••fib ��� y�*•• C�4
COAL ( lON L
03/10/2021
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properir attached structural sheathing and bottom chord shall have a properly
attacheU rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
as applicable. Apply lates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for s�andard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincL Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a
listing this drawing indicates acceptance of professional engineering responsibilitty� solely for the design shown. The suitability and use of this Forum Drive
6750 Suite os
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
Fpr more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: !ccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250043 / COMN Ply: 1 Job Number: N334504 Cust R 8975 JRefAX31-89750069 T13 /
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24514
Truss Label: D1 / WHK 03/10/2021
Loading Criteria (psq
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 "
I_ 5- i 10,
5, t 5,
4X4
C
12
6
N
in
B D zo
E 88"
F
2X4(A1) 1112X4 =2X4(A1)
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wnd Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
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,
5'
5-
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):
5'
10,
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.007 F 999 240
VERT(CL): 0.013 F 999 240
HORZ(LL): 0.003 F - -
HORZ(TL): 0.006 F
Creep Factor: 2.0
Max TC CSI: 0.345
Max BC CSI: 0.257
Max Web CSI: 0.081
VIEW Ver: 20.02.00A.1020.20
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 434 /- A /286 /202 /134
D 434 /- A /286 /202 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 522 -494 C - D 521 -494
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 - 293 F - D 396 - 293
Alpine, a division of ITW BuildincL Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI1TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional en ineering responsibility solely -for the design shown. The suitability and use of [his Forum Drive 6750 Suite FFos
drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2.
Fpr more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ]CC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 250044 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T26 /
FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24359
Truss Label: D2 / WHK 03/10/2021
5'
5'
4X4
C
10,
5'
12
6
N
co
B D C'
qLi �EE 86
F
= 2X4(A1) III =2X4(A1)
10,
f` 1 5,
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16 —
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
Des Ld: 37.00
EXP: C Kzt: NA
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
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 it
Rep Fac: Yes
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
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
5'
10, 1
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.007 F 999 240
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.013 F 999 240
B 434 /- /- /286 /202 /134
HORZ(LL): 0.003 F - -
D 434 /- /- /286 /202 /-
HORZ(TL): 0.006 F
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.345
D Brg Width = 8.0 Min Reg = 1.5
Max BC CSI: 0.257
Bearings B & D are a rigid surface.
Max Web CSI: 0.081
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
B - C 522 -494 C - D 621 -494
VIM- H ,r1
9
� O
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 -293 F - D 396 -293
a 5 kT 0 e
A�, 4 dy°0t� ti
1 3/10/2021
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an fabricating,
fsafety practices prior to performing these functions. Installers shall provide temporary
SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
�id ceiling.Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10.
r e._ AppTplates to each face. of truss and position as shown above and on. the JoiniDetails, unless noted otherwise. Refer to
aviation from this drawing, any failure to build the
'trusses. A seal on this drawing or cover paqa Forum Drive
6750 F
the design shown. The suitability and use of This Suite Fos
/.corn; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 2500571 HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T18 /
FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24561
Truss Label: D3G / WHK 03/10/2021
1!
M
O
43
3' 7' 10,
3' 4' 3'
4X6 � 4X6
12 C D
6� T
B E
04
A F �8'8"
1112X4 1112X4
2X4(A1) = 2X4(A1)
10'
_ 3'1"12 3'8"8 3'1"12
1 1
110, "i` 1
3'1"12 6'10"4
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): 0.022 H 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 625 /- /- A /316 /-
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.044 H 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0,008 C - -
E 625 A /- A /316 A
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.016 C
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Soffit: 0.00
TCDL: 4.2 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.288
E Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Sid: 2014
Max BC CSI: 0.365
Bearings B & E are i rigid surface.
Bearings B & E require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fee: Varies by Ld Case
Max Web CSI: 0.059
Members not listed have forces less than 375#
Loc. from endwall: Any
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.
VIEW Ver: 20.02.00A.1020.20
B - C 467 -962 D - E 467 - 962
Wind Duration: 1.60
WAVE
Lumber
C - D 389 - 842
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to 56 plf at
3.00
TC: From 28 plf at 3.00 to 28 plf at
7.00
TC: From 56 plf at 7.00 to 56 plf at
11.00
BC: From 20 plf at 0.00 to 20 plf at
3.03
BC: From 10 plf at 3.03 to 10 plf at
6.97
BC: From 20 plf at 6.97 to 20 plf at
10.00
TC: 129 lb Conc. Load at 3.03, 6.97
TC: 65 lb Conc. Load at 5.00
BC: 80 lb Conc. Load at 3.03, 6.97
BC: 52 lb Conc. Load at 5.00
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
fJ���rr�1
• s
�. AD 9
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 829 - 394 G - E 829 - 394
H - G 842 - 389
s °
0
,s•........*a
03/10/2021
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin -shipping, installing, and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Buildingq� 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 bracing of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en rneerrng responsibilitty� solely -for the design shown. The suitability and use of this. Suite 305
drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2.
For more information_ see these web sites., Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com; [CC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEON: 2500451 VAL Ply: 1 Job Number: N334504 Cust R 8975 JRefAX3L89750069 T14 /
FROM: LPM Oty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23843
Truss Label: V4 / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 it
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
111"8 3'11"
111 "8 111 "8
12
6 = 4X4
B
A4X4(D1)=4X4(D1) C
10'6"3
D
3'11"
3'11"
3-11 "
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.004 999 240
VERT(CL): 0.007 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.003
Creep Factor: 2.0
Max TC CSI: 0.070
Max BC CSI: 0.098
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
%Vy * . ,,
�}7 i
a a
0
C
16% • as l
m
o
aaent3nf
COAb
03/10/2021
♦ Maximum Reactions (lbs), or*=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
D* 75 /- /- /32 /18 /6
Wind reactions based on MWFRS
D Brg Width = 47.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
**WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlingshipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) r safety practices. prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise, top. chord shall have �roper)y attached structural sheathing and bottom chord shall have a properly
lie ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
r e. AppTy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Pefer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
vision of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the
iformance with ANSI PI 1, or for handling, shipping,. installation. and bracin4of trusses. A seal on this drawing or cover pa e
hawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
any structure is the responsibility of the Building esigner per ANSIITPI 1 Sec.2.
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250046 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T16
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALIMEBB ELEV.D/F DrwNo: 069.21.1302.24609
Truss Label: VS KD / 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 "
3'11"8 7'11"
3'11"8 3'11'T
=4X4
12 B
T
6�
N=4X4(D1)
A
��-4X4(Dl)
C
6 3
-aa
�9
D
III2X4
L
T11"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #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.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
3'11 "8
3'11 "8
7W Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
3'11 "8
7-11"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.007 D 999 240
VERT(CL): 0.014 D 999 240
HORZ(LL): -0.003 D - -
HORZ(TL): 0.006 D
Creep Factor: 2.0
Max TC CSI: 0.266
Max BC CSI: 0.192
Max Web CSI: 0.142
Ve r: 20.02.00A.1020.20
ti�y0*0 I g °re ° •IT,J '�'rf�,
o •
e i
o!
p. Z08 9
03/10/2021
♦ Maximum Reactions (lbs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
E* 75 /- /- /35 /26 /8
Wind reactions based on MWFRS
E Brg Width = 95.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - D 478 - 315
—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 dtherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply 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 PI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitabiligy and use ofg is
drawing for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI:-t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 250047 / EJAC I Ply: 1 Job Number: N334504 Cust R 8975 JRef1X3L89750069 T15 /
FROM: HMT city: 8 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23734
Truss Label: EJ7 KD / WHK 03, 0/2021
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 "
T3 /
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
7'
Snow Criteria (Pg,Pf in PSF)
Pg:-NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
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
EW Ver: 20.02.00A.1020.20
sP
+crl
P`ij
�V, $...sass....
•q f
0. 708 1
t SAT 0 e
•@ w r o q •� T1�
COA AL+p
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03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /- /249 /108 /208
D 125 /- /- 173 /- P
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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI anc7 SBCA) fo'r safety practices pnor to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face of truss and positron as shown above and on the Joint Details, unless noted otherwise. Flefer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinTComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 4PI 1, or for handling, shipping,. installation. and bracin4n of trusses. A seal on this drawin or cover pale
listing this drawing indicates acceptance of professional en ineenng responsibility solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the BuildingPesigner per ANSIITPI 1 Sec.2.
• F r more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.or
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEON: 250048 / EJAC Ply: 1 Job Number. N334504 Cust: R 8975 JRef:1X3L89750069 T21 /
FROM: HMT city: 6 7A5/320 ,182ED,F ,02G ,R101 / 182B/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24360
Truss Label: EJ7A / WHK 03/10/2021
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
Wind Criteria
Wind Sid: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wnd Duration: 1.60
Lumber
Top chord: 2x4 SP #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):
B
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.016 C
HORZ(TL): 0.030 C
Creep Factor: 2.0
Max TC CSI: 0.738
Max BC CSI: 0.513
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
a���� OSROd9M BOOQO +�/(dJ.
� 708
9
U. f 08 1
101
• jtJ
COAL ( .8.1)IYAL 0
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 270 /- /- /179 /71 /186
C 126 P /- 176 /- /-
B 177 /- P /132 /171 P
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
-WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. Applgji plates to each face oT 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 4PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawnq or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibilittyy solely -for the design shown. The suitability and use of this Suite Fos
drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslry.com; ]CC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 250049 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef.,1X3L89750069 T24 /
FROM: LPM Qty: 3 , A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24422
Truss Label: EJ3 / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
V
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
r
3'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
T
D
0
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.248
Max BC CSI: 0.112
Max Web CSI: 0.000
Ve r: 20.02.00A.1020.20
0
0.7108 1
� M
coA` 4 10 AIL
10'2"11
LID
C�
C14
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 188 /- /- /157 /71 /100
D 52 /- /- /28 /- /-
C 65 /- A /45 /66 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
> require extreme care in fabricating, handlin shi�ping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building
Went Safety Information, by TPI and SBCA) fo'r sa ety practices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
d rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
rcable. Apply plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Defer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildin$QComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI 1, orfor handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover page
vs drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
1 for any structure is the responsibility of the Building�Des!gner per ANSI/T 11 Sec.2.
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250050 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T23 /
FROM: RWM Qty: 2 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22733
Truss Label: EJ2 KD / 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 "
12
C
6 T 11 r�� 918114
cM
g "t In
4"3 $r$rr
A
D
�— 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: 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 SIP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
2X4(A1)
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)/l 0(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
Ver: 20.02.00A.1020.20
0�t o
• e
o. ,08 1
s
i
•
19,
•
COA At'f,s. DIAL -.
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 157 /- /- /140 /54 /52
D 32 /- /- /18 /- /-
C 34 /- /- /20 /26 /-
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 DRAWINGI
"IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices 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 ermanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10,
as applical5 e. Apply plates to each face of truss and position as shown above and on the Joirlt9Details, 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 ANSIrf PI 1, or for handling, shipping,,. installation and bracing.of trusses; A seal on this drawing or cover -pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional emmneenng responsibilit�yr solely for the design shown. The suitability and use of This Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For_more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250051 / JACK Ply: 1 Job Number: N334504 Cust: R8975 JRet1X3L89750069 T34
FROM: JRH city:
4 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.DlF DrNNo: 069.21.1302.24421
Truss Label: CJ5 KD / YK 03/10/2021
C
11'2"5
12
6
M
9)
N i+M
Cl)
B
A 8'8"
D
4'11"4
4' 11 "4
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.005 D
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.010 D - -
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.549
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.257
Spacing: 24.0 "
C&C Dist a: 3.00 It
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #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.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /- /200 188 /152
D 89 /- /- /51 A /-
C 118 /- /- /85 /116 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B. requires a seat plate.
Members not listed have forces less than 375#
•GE•@ J
�r YY •
ep® e
o. 708 1 11
B
6
i w
• r
,� t• 0
1.• IL
COA�1r6kQZ A�•
waffitlntlnuu
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 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have Properr attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 1310.
as applicabgle. Applgy plates to each face oT truss and position as shown above and on the Joins 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 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawm or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engiineering responsibility solely -for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2.
F r more information see these web sites: Alpine: al ineitw.com; TPI: i inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250052 / JACK I Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T33 /
Qly: 4 ,7A5/3 FROM: LPM 20 ,182ED,F ,02G ,R,01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24453
Truss Label: CJ3 / 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 "
4"3
T
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 it
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.
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
cM
F_
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
03/ 10/2021
Ver: 20.02.00A.1020.20
10'2"5
O)
CV
81811
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 /71 /9E
D 50 !- /- /27 /- /-
C 63 /- /- /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.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of 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 conformance with ANSIPI1, or for handling, shipping,, installation and bracin of trusses: A seal on this drawing or cover paWe 675o Forum Drive
listing this drawing indicates acceptance of professional an ineenng responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250053 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T29
FROM: LPM Qty: 8 7A51320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24174
Truss Label: CA / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
43
V
0
12
6 [:7- C
Wind Criteria
Wind Std: ASCE7-16
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 it
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.
X4(A1)
11 114 0i
11"4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
03/10/2021
co
M
Defl/CSI Criteria
PP Deflection in lot 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
Ver: 20.02.00A.1020.20
9'2"5
::
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /-' /- /145 176 ME
D 11 /-2 A /14 /10 A
C - /-15 /- /29 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face of truss and position as shown above and on the Join 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 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:250054/ HIP_ Ply: 1 Job Number: N334504 Cust:R8975 JRet:1X3L89750069 T22 /
FROM: HMT City: 2 , A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23733
Truss Label: HJ7 TCE / YK 03/10/2021
5'3"5
5'3"5
9'10"1
4'6"11
E
12'2"3
12
4.24 a 2X4
C
v
mn
v
B
T
43 IN i
FE
2X4(A1) =4X4
Loading Criteria (pst)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
� — 1'5"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: NA
GCpi: 0.18
Wnd Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0.162"x3.5") nails at bottom chord
9'2"2
9'2"2
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Ia
Defl/CSI Criteria
PP Deflection in loc Udell U#
VERT(LL): 0.049 F 999 240
VERT(CL): 0.092 F 999 240
HORZ(LL): 0.012 C - -
HORZ(TL): 0.023 C
Creep Factor: 2.0
Max TC CSI: 0.542
Max BC CSI: 0,670
Max Web CSI: 0.261
Ver: 20.02.00A.1020.20
�%� jeamafasra° ''M
d.
4
018
�
o q
COA
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 A /- /- /154 A
E 364 /- /0 /- /84 /0
D 214 /- /- A 1177 P
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 392 - 565
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 534 - 356
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 391 - 587
03/10/2021
"WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Went Safety Information, by TPI and SBCA) fo'r sa ety practices prior to pertorming these functions. Installers shall provide temporary
c�er BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly
ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per SCSI sections 63, 87 or 610,
icab�e. Apply plates to each face. of truss and position as shown above and on the Joint9Details, unless noted otherwise. f�efer to
1s 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Build incLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI 4PI 1, or for handling, shipping,, installation, and bracing of trusses; A seal on this drawin or cover page
vs drawin indicates acceptance of professional engmeenng responsibility solely torthe design shown. The suitability and use of this
1 for any s ructure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2.
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN:250055/ HIP_ Ply: 1 Job Number: N334504 Cust:R8975 JRef:1X3L89750069 T17 !
FROM: LPM Qty: 2 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24030
Truss Label: HJ3A �TCE / YK 03/10/2021
T
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
�7
�- 1'5"
412113
4'2"3
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 it
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Loading
Hipjack supports 2-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D -
Creep Factor: 2.0
Max TC CSI: 0.120
Max BC CSI: 0.074
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
03/10/2021
10'2"6
ti
N
$r$n
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 84 /- /- A /45 /-
D 28 !- /- /7/-
C 64 /- /- /- /48 A
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinfq 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 BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/1 PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover page 675o Forum Drive
listing this drawing indicates acceptance of professional enpmeering responsibilittyy solely -for the design shown. The suitabiliy and use of This Suite Fos
drawing for any sgructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Aloine: aloineilw.com: TPI: toinsl.ora: SBCA: sbcinduslrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821
Gable Stud Reinforcement Detail •
ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Orr 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or, 120 mnh Wind Sin-4. 15' MPnn HPinh+ Pa +L,II. 97-1 .4 tc.,.. ...- n V ,+ - inn
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) ix4 'L' Brace w
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace ww
(1) 2x6 'L' Brace x
(2) 2x6 'L' Brace
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
3' 10,
6' 7'
6' 10,
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
U
S
#3
3' 8'
S' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12, 6'
14' 0'
14' 0'
H F
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12, 6'
14' 0'
14' 0'
Q
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' 11'
9' 6'
10, 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
1 12, 9'
14' 0'
14' 0'
J
S P
#2
3' 10,
6' 7'
6' 10,
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
d
P
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
ill 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U
_
r
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P r
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10' 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
u P
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
Qi
O
�l
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' B'
10' 5'
10, 10,
12' 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13, 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' S'
6' 10,
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Qj
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10, 10,
11' 10,
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10, 2'
10' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P f
#3
4' 7'
6' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
LD
U
l_l P
Stud
4' 7'
8' 2'
8' S'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
�l
Standard
4' 7'
7' 0'
T 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'
1 12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
1 12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' V
14' 0'
.--I
D P L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
1 12' 0'
1 14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
1 9' 3'
11' 6'
1 12' 0'
1 13' 7'
14' 0'
14' 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 600#
at each end, Max web
total length Is 14'.
Vertical length shown
In table above.
Connect dingonnl at
mldoolnt of vertical
AN ITW CO
\ \ 514% Earth\ City\ Expressway
\ \ Suite\ 242
\ \ Eadh\ City,\ MO\ 63045
ymn
About87
18'
L
'L' Brace End
Zones, typ.
2x6 DF-L #2 or
better dingonnl
bra
ceJ singleor
double cut
(as shown) at
aL
upper end.
_
NN NN Refer to chart ,61
mVARNM" READ Arm FRLDV ALL NDTES ON THIS DRAVM of
-DIFIRTANT.. hl1RNISH THIS DRAVDIG TD ALL CQfTRACTmtS MMUDDIG THE DUTALLERSC
Trusses require extreme care In fabricating, hnndling, shipping, Installing and bracing. Ref `t
Ma. the latest edition of BCSI (Building Component Safety information, by TPI and SHCA) fa s,
:actices prior to performing these functions. Installers shall provide temporary bracing P.
H
,less noted otherwise, top chord shall have properly attached structural sheathing and bo
roll have a properly attached rlgld calling. Locations shown for permanent lateral restraint _ I
roll have bracing Installed per BCSI sections B3, B7 or 830, as applicable. Apply plates to ead
truss and position as shown above and on the Joint Details, unless noted otherwise.
rfer to drarings 160A-Z for standard plate positions.
Alpine, a dlvWon of ITV Building Components Group Inc shall not be responsible for any devlatl
,Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship:
-tnllatlon & bracing of trusses.
A seal an tNs drawing or rover page listing this drawing, Indicates acceptance of professional
glneering responsibility solely for the design shown. The suAtability and use of this drawing
r any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec?.
For more Infornatlon see this Job's general notes page and these web sites,
ALPINE, wwealpineltw,coml TPI, vr.tpinst,orgr SHCA, vrsbclntlustry,orgr ICC, wwwJccsafe.org
owp
Ir
Bracing Group Species and Grades,
Group At
S ruce-Pine-Fir Hen -Fir,
#1 / #2 iStandardl 1 #2 1 Stud
#3 Stud #3 Standard
Dou ins Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Stnndnrd
Group Bi
Hem -Fir
#1 & Btr
Al
Dou ins Flr-Larch Southern Plnewww
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
wwFor 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).
Goble end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0,128'x3.0' min) nulls,
)K For (1) 'L' bracer space nails at 2' o.c.
In IS' end zones and 4' o.c. between zones.
)IEWor (2) 'L' braces, space malls at 3' o.c.
In 18' end zones and 6' o,c. between zones,
'L' bracing must be a minimum of 80X of web
member length.
Gable Vertical Plate Sizes
Vertical Len th
No S lice
Less than 4' 0'
2X3
Greater than ' 0', but
less than 11' 6'
3X4
Greater than 11' 6'
4X4
n for Refer to common truss design
t g
peak, splice, and heel plates.
• "; Refer to the Building Designer for conditions
tip le~� th, not addressed by this detall.
REF ASCE7-16-CAB16015
DATE 01/26/2018
• � DRWG A16015ENC160118
MAX, TOT. LD, 60 PSF
/10/2021
i
MAX, SPACING 24,0'
'T'
Reinforcing
Member
Gable
Truss
Gable Detail
For Let -in Vertirnls
Gable Truss
pproprlate Alpine gable detall for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overtop, use a
to that covers the total area of
lapped plates to span the web,
„ 2*2X4
2X8
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nallsr
loci Common (0.148'x 3,',min) Nails at 4' o,c, plus
(4) nails In the top and bottom chords,
Toenalled Nallsr
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 8 ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENCI00118, A20015ENDIO0118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A2003OENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENCI00118, S20015END10011 i ISVI'Ml03
S11530ENC100118, S12030ENC100118, S14030ENC 30110011`///y
Q,
S18030ENC100118, S2003OENC100118, S20030 O1 t• rAbAO
See appropriate Alpine gable detail for maxlr ejgr(��°L'�dgrY
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -null - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
length is 14' from top to bottom chord,
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
eb Length Increase w/ °T° Brace
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) = 30% = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Relnf.
Mbr, Size
'T'
Increase
2x4
30
2x6
20
"VARtffN - READ AND FIILIIV ALL NOTES w THIS DRAVMG ° U. f U0 REF LET -IN VERT
■.DWORTANT" FURKaSN THIS DRAWIM TO ALL CONTRACTORS DTCLUDDIG THE INSTAU-MSi
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref "tG�an • e DATE O1/02/2018
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 bracing I BCSL
unless noted otherwise, top chord shall have properly attached structural shentWrg and bo n chop �T s• DRWG GBLLETIN0118
shall have a properly attached rigid ceRing• Locations shown for permanent lateral restraint f s
o, shall have bracing Installed per BCSI sections B3, B7 or BIG, as applicable. Apply plates to ea4 e
of truss and pposition as shown above and on the Joint Detalls, unless noted otherwise. �„ • • p t'
PIN
' Refer to draw ngs 160A-Z for standard plate positions. y��`$N`c
Alpine, a division of ITV Bullding Components Group Inc shall not be responsible for any devlatlo r •s•w ••° u\l' `
this drawing, any fafture to huRd the truss In conformance with ANSI/TPI 1, or for handling, shippin Q•°rr•■w�• MAX, TOT, LD, 60 PSF
AN ITW COMPANY Installation W bracing of trusses. drawing, Usting this Jiff 1
\\514% Earth% City\ Expressway engineering responsib" solelyhis drawing or vf er � design sham TsultabRlty Indicates word use of tance t+Js dra■Ytg l ,� �ONAILL
II Suite\242 for oar struct�ae Is the responslbalty of the BuRding Designer per ANSI/TPI 1 sec2 �+�; g4ri`� /10/2021 OUR, FAC, ANY
% % Earth% City,\ MO\ 63045 For more Information see this Job's general notes page and these web sltesi MAX, SPACING 24,0'
ALPIND www.alpineltw.coni TPIi www.tpinst.orgi SECA, www.sbclndustry.orgi ICCr vw3ccsnfe.org
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.AM❑UNTS GIVEN
BELOW: C)E)K
X.SPACING MAY BE REDUCED BY 50%
ww' SPACING MAY BE REDUCED BY 337
DIRECTI❑N
OF LOAD AND
NAIL ROWS'
Z
6.1
CA�A� NAIL
LINE �
w
A
C�
B�
B/2)K C31E
A
MINIMUM NAIL SPACING DISTANCES
DISTANCES
NAIL TYPE
A
B)E
C)E)E
D
8d
BOX (0,113'X 2,5°,MIN)
3/4'
1
3/8'
1
3/4'
7/8'
10d
BOX (0,128'X 3,',MIN)
7/8'
1
5/8'
2'
1'
12d
BOX (0,128'X 3,25',MIN)
7/8'
1
5/8'
2'
1'
16d
BOX (0,135'X 3,5',MIN)
7/8"
1
5/8'
2
1/8"
11 1/8'
20d
BOX (0,148"X 4,0,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)
1'
1
7/8'
2
1/4'
1 1/8'
12d
COMMON (0,148'X 3,25",MIN)
1'
1
7/8'
2
1/4'
1 1/8'
16d
COMMON (0,162'X 3,5',MIN)
1'
2'
2
1/2'
1 1/4'
GUN
(0,120'X 2,5',MIN)
3/4'
1
1/2'
1
7/8'
1'
GUN
(0,131'X 2,5',MIN)
7/8'
1
5/8'
2'
1'
GUN
(0,120'X 3,',MIN)
3/4'
1
1/2'
1
7/8"
i'
GUN
(0,131'X 3,',MIN)
7/8'
1
5/8'
2'
1'
C/2)"
NAIL
LINE
C )IE* �_ TRUSS —� �— t FsY• rfjf�/!
/
L MEMBERa,®�.
TBLOCK LENGTH A D D DA'.?'�O\Vi`°�{'yE•�a�"`•••'i�f�3'�%
�'• �'�
LOAD APPLIED PERPENDICULAR- TO GRAIN LOAD APPLIED PARALLEL �'AI�
� TM READANDm °V ALL THIS
;
'
REF NAIL SPACE
witIllPORTANT, ALL C111ACAC�s UDM TM nurALLeRSG
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. RefJ�+*n46
folio. the latest eNtlon of BCSI ®uRdln Cam anent Snfet Information, by TPI and SBCA) ft
DATE 10/O1/14
practices prior to performing these functions, Installers shall provide temporary bradng CSL•
unless noted otherwise, top chord shall hove properly attached structural shentFiln0 and bn choP{hiDRWG
have
•
CNNAILSP1014
shall a properly attached rigid ceiling. Locations shorn for pernnnent lateral restraif s•
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to eat
i �'.
of truss and pposittan as shown above and on the Joint Details, unless noted otherwise. .'
Refer to draw for standard pints positions r Q
1f
a • �/ 2;
�i �C
"00,11PI
ion IT
Alpine, n division of ITV Building Components Group Inc shall not be responsible for an devintlo r
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hnn ng, shippin
®a�•a t p•• �,i
•wwtt••®'a
AN ITW COMPANY
installatlon 6 brad of trusses.
A this drawing
11514\ Earth\ Cily\ Expressway
seal on or cover page Bsting this drawing, Indicates acceptance of professional
engineering responsibility solelydesk this
S 0/2021
11 Suite\ 242
NSI/iPI 1 Sec2. ���1/I
for any structure Is the re�I Building Designer pelryAand utse of
\\Earth\City,\MO\63045
For no" Information see this Job's general notes page and these web sites,
ALPINF� wwwalpineltw,comi TPD www.tpinst,orgi SBCAi www,sbcindustry.orgl ICCj wwwlccsafe.org
Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 1
Top Chord 2x4 SP 42N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP 42N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better.
�� Attach each valley to every supporting truss with:
535# connection or with (1) Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph, 30' Mean Height, Part, Enc,
Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00
Or
ASCE 7-16 160 mph. 30' Mean Height, Part, Enc,
Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates.
3X4
����X4
12 Max,
2X4
�--- 8-0-0 max
4X4
12
12 Max, I
1X3
1X3 (Max Spacing)
1X3 5X4/SPL
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.
vxw 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'.
Valley I
Spacing
Pitched Cut
Bottom Chord
Valley
2X4
ANo
Square Cut
Bottom Chord
Valley
wwVARNM— READ AND Fn inv ALL NaTEs DN THIS DRAVIM
O.
■wWMTANT" FI1RlGSH THIS DRAVIHG Ta ALL CQITRACTCRS INCLUDIM THE INSTALLM& y
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer sy
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for f j
Practices prior to performing these functions. Installers shall provide temporary bratlng per L
Unless noted othersise, top chord shall have properly attached structural sheathing and both cho
shall have
p
ePIN
a properly attached rigid telling. Locations shown for permanent lateral restraint o rqq��qq
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ench�'Olp
a i'
9
f truss and position as shown above and on the Joint Details, unless noted othersise. r,,
Refer to draw ngs 160A-Z for standard plate positions
®o
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation n�°°�
this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,
e.
AN ITW COMPANY
installation 6 bracing of trusses.
A this drawing
\ \ 514\ Earth\ Ci \ Ex resswa
:Y P y
sent on or cover page listing this drawing, Indicates acceptance of professional
engineering responsibility solely for the design shown The suitnbAlty and use of this drawing
II Suite\242
for any structure Is the responsibility of the Bu0.dkg Designer per ANSI/TPI 1 Sec.? -El
+/`CCbb;;®®
\ \ Earth\ City,\ MO\ 63045
For more information see this Job's general notes page and these web sites.
ALPINE. sww.alpinelts.comi TPD www.tpinstorgi SBCA.—sbclndustry.orgi ICC. wwwJccsafe.org
2X4
Stubbed Valley
End Detail
4X4
Optional Hip
Joint Detail
Th u
mom Tr usses Partial Framing
at 24' o,c, Plan
a
s
LL 30
TC DL 20
BC DL 10
BC LL 0
TOT, LD, 60
30
15
10
0
40PSF
7 PSF
10 PSF
0 PSF
57PSF
REF VALLEY DET�
DATE 01/26/2018
DRWG VAL180160118
55
DUR,FAC.1.25/1.3311.15 11,1
SPACING 24,0'
Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1.00
L
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better.
Bot Chord 2x4 SP #2N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better.
�" Attach each valley to every supporting truss with)
(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
I.,-- 8-0-0 max
4X4
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, BOY length of
web, same species and grade or better, attached with IOd box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014.
Top chord of truss beneath valley set must be braced with)
properly attached, rated sheathing applied prior to valley truss
Installation.
Or
Purlins at 24' o,c. or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord.
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0',
Valle
Spacing
Pitched Cut
Bottom Chord
Valley
Toe -nailed /
12
10 Max. I
a' �t�yt+HH
o �
a �
Square Cut
Bottom Chord
2X4 4X4
,-�l r
Stubbed Valley Optional Hip
End Detail Joint Detail
,•/
Qapa�• (,O� f'1mOY1 T
.� .�.� d,.,,
—'JARan+a- READ AND FDLLDV ALL NOTES ON THIS IIRAVING 0, d U0 1
■90MTAHTww FUIMSH THIS DRAVDIG TO ALL CONMCTCRS INCLUDING THE DLCTAI.LER' •
Trusses require extreme care In fabricating, handling, shipping, installing and brnc4ig. Re �t�, n a
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) 3✓€fe
practices prior to performing these functions. Installers shall provide temporary bracing BCSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and b on ch�rd p°te' !'!
shall have a properly attached rigid telling. Locations sham for permanent lateral restrain of bs P11 4J •
shall have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plates to
of truss and position as shorn above and on the Joint Details, unless noted otherwise. ° •�Qi �o�Sfi
Refer to drawings 160A-Z for standard plate positions. ¢/�� lB{
I PI E Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatl f ��o•�, •••+
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippl n•f�•aa`
AN FFW COMPANY Installation 6 bracing of trusses.
\ \ 5141 Earth\ Ci \ Expressway A seal on this drawling or cover page listing this drawing, trxBcates acceptance of profesMoral !
tv p y engineering responsibatty Solely for the design shown. The sultab&Ity and use of this drawing � � �' /10/2021
11 Suite\242 for any structure Is the respa lkbltlty of the bAding Des= per ANSI/TPI 1 Sect. iW
\ \ Earth\ City,1 MO\ 63045 For more Information see this Job's general notes page and these web sites,
ALPINE, www.atpinettw.comi TPI, www.tpinst.orgi SBCA, www.sbclndustry.orgi ICG wwwlccsafeorg
"C' Partial Framing
° ac' Plan
LL 30
DL 20
DL 10
LL 0
, LD. 60
30
15
10
0
40PSF
7 PSF
10 PSF
0 PSF
57PSF
REF VALLEY DETAIL
DATE 01/26/2018
DRWG VALTN160118
55
DUR.F AC.1.25/ 1,3311.1511.1
SPACING 24.0'
a - ' •
I VALLEY FRAMING 8L BRACING DETAIL
R
BC
t/z
0i
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 41-0" for 30 psf (TL) and 20 psf (TD) Max.
:e the crippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gored between rows.
;TYp)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(••) 816d face -nails
Rafter to sleeper or blocking
5 16d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
4 16d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
3 16d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'4" Ion
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4'"r' or scab reinforcement nailed to flat edge
of cri�ple with 10d f 0.128'W.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 wl'T' or scab. Use stress
graded lumber & box or common nails.
.;Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
Installed Into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples if cripples fall between
lower truss top chords and lateral bracing Is not used.
-Apply all nailing In accordance to current NDS requirements.
Nails are common wire nails unless noted otherwise.
aVARNDrfl® WAD Mon FnkDV ALL hones ON THIS MAWDG
-rmPQRTAHTo FTwasii T= DRAVD! M ALL CGKTRACMRS DcumDfc TIE 11STALLERS� •
No. 70861 e
TC LL 20
30 40 54
REF VALLEY FRAMING
es =
Trussrequ►-e extreme care h fon abrlcathg, hdling, sfilpptq, Instatft eRef.►- nd bradrg - to anal
foilo. the tat.st edltlon of acss �m+g CoMPawn safety information,
�
'14
by TPI and SBW for:'m_iatyw
pr=es prior to perfornhg these functions. Installers sine provide temporary bracing per �
y
7R A
TC DL 10
20 7 7
DATE 10/01
DRWG VACNV1801015
O
bless rated oth—lse, top chord shall have property attached st—Iturat shtatNng and bos_ dho4d
shalt have a property attached rigid eelkhp, L.ocotIms shown for permanent teterat restrahtW web,.
,bait ha�e braces iManed per >i�I ,ec:t >,. >a� ar Big. e= apptl�LLe. ,apty photos to ea,, f
of tries and pposimn a• aboh,e e.d on the joint D.te ., wiess noted othereisee.
=.ehge 41
•
.
STATE 01= •
Q`
BC DL 0
BC LL 0
0 0 0
0 0 0
ll �1
Refer to 1 for storhdord plate posMm& i
• A •
AN iT\NOOikIfylNY
Alpha, a eNsion of ITV &Acing Componwnts Croup Inc. shag not be respansLle for Wry devfnt���
this dmwhg• any fozum to build the truss In eonfornmce with ANSI/IPI 1, or for hnr-uv. shbplFR
Installation t bracing
••e /�- p1 OP ••
•••� OR ` ••• c�
TOT. LD.30
50 47 61
of trusses. 'Jy
A sent on this drahrtp ar cover pope lFctkhp tNs A-ns4,p, hdrstes omptwchr of professional %
this °-°'�'°
m h'At vt`�L
••Ls,.•.•.• �\ r��
��/ E��tv�`�
DUR. FAC. 1.25/1.15
13389 Lakelmnl Drive
toFseca
"`°11`spai�uq' s� "'
N l
Each City, M063848
im
ALPDE� d�ltvc u°TPi yNtpb�tosrgi WA �."sb�na�a "VI trove Jccsafe�
t
SPACING SEE ABOVE