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TNrs is A TRIGS PIAmQ(T PLAN ITS MENDED M Am IN'nE D(STALLATM)t OF TRISSES. ENaDE= TRUSS DRAVDW AND ARpRCOCII "SIPMCEM THM D0mwff.
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LL
REFER TO
PAOC FOR
CONNECCICN.
0
ti
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
PLUM
SHINGLE ROOF
Reviewed for Code
Compliance
f r f Universal Engineering
Sciences
0
Total Truss Quantity = 75
Labeled End Mark
General Notes
1) gNFdaa AaNd 8ia ma M trt� ald AR
m a ird '1rP dda Pater 9�
2) Al to a m a Slageat HI578 Nato vtlatslM
3) Idea DU
Al Vmkq Is 24' O.C. asls 4) Pr Tm Pad , 'n , 8C51-81 tamnm�daUon
pamlmMA 2-hmht2 =riladd M Waad at a
IslmdrtMn apacFq Ts o.C. aaam 8r avm. to
bs repwW d a K m . of 2W btI ea h
tafa• m *w md�O 1for aW addVoW by ft
debAL
ROOF LOADING SCHEDULE
TCLL CCLL O
PSF
B7PSF
BCDL 10 PSF
TOTAL = 37 PSF
DURATION = 1.26 X
HIND SPD/TYP[= 160
ENCLOSED
BLDG EXPOSURE — C
USAGE -RESIDENTIAL CAT H
HIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Trussmrnsber SCR &connectorplates
m dosigned forACE 7-lOand maximum
forces W m both compoaeats and claddmp
end mein wiud fosse resisting systems.
" These trusses have been reviewed to cany an,
ndditioval lOY psfvon-co u"ent bottom chonllrve
load.
FLOOR LOADING SCHEDUL
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
AM RUCnONS AND UPLTETS
ARE SHOW ON ENGINEERING
WALL KEY
tea' -a" mm
® 0
DESCRIPTION INIT. DATE
tau .= eat wn
Rn TAE Lau INr TAM
's
1 1 l
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVEME Cn N. W.
WINTER HAVEN FLORIDA 33880
PHONEr(800) 959-8806
FAXr (863) 294-2488
BUILDER D.R. HORTON SPATERIDE
PROJECTCRE]WIDE
MODEL 1828/CALT/4EBD /
CCA PROJ/MODEL/ALT
7A6/ 320/182ED,F/ 02
ALT DESGM UMM 800K T/10 ID COT UN
OTC 9516 POTOMAC DRM/ —
LOT 119 d BLOCK
DESIGNER
RES
1 1 l
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVEME Cn N. W.
WINTER HAVEN FLORIDA 33880
PHONEr(800) 959-8806
FAXr (863) 294-2488
BUILDER D.R. HORTON SPATERIDE
PROJECTCRE]WIDE
MODEL 1828/CALT/4EBD /
CCA PROJ/MODEL/ALT
7A6/ 320/182ED,F/ 02
ALT DESGM UMM 800K T/10 ID COT UN
OTC 9516 POTOMAC DRM/ —
LOT 119 d BLOCK
DESIGNER
RES
PAGE
1
3 17
1
pp31
NSCALE
334504L
1 4 "=1'
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
�DR HORTON /STATEWIDE _ 1
L7A5/329_ CREEKS IDE
182ED,F
0 2 G ...._.
Lot: [119 � Block: Unit:
L�
Address:
;..
JobNumber: �1\1334504
Revision Date:
New Load #: RI0°1
Reviewed for Code Compliance CARPENTER COBVTRACTORS OF AMERICA, INC
Universal Engineering
Sciences 3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ALPINE
Mardi 13,20.19 ANrrWc&iPt-Nv
M. r. Bob Michaelis
6ht0r'Co.n'tr6ctO'it6f Amdricia., Inic-
-390P Avenue 0.,. Northwest
Water Haven,. FL 33880-6201
Re: Alt.Ornat.M ihstdllatjons-.for 6 single ply+ carried Miss with a width less than the, hanger width, .9n .
.and
wood.blocking lachieve full design load val)60 for face -mounted: hanger ment �6`n, a- one ply'
.i;uoportin:'g"'g*irder.'(,R*Eife'r6*'n'd'd detail WMM2)..
Dear Bob,
:F&-a single Ply carried truss "with 'a width
dth less than the harigee. width -yod'. prefabricated jack
sob truss for wood filler blp'c;kihgi. The, chord: sites-:,ch cd.gratles, and Alpine:-;Obh '6 t pf (s) to n �b or. ate
be - the. same :as the single: ply.carried truss. The prefabricated jack't6db'truss have a. minim M
Jengit of 4W and will.have a. minimum plt6h-:of.V12... The single ply carr I ied,, truss shall have.a rea
aon of
3,.500#orless. Attach oref9bdcate Jack:scab,truss. witlI two. (2-) rows of 0.1 28"x3,07' GUn Nails atT
Q..:q.-.pqe_rpW,.stagger6d 1*"._(q Figure' I b616W). P16�se'-.refbr to the' Simpson Strong -Tie Catafog C.-C ..24i . �,.. . .- ____ _1 � - _ - . _
Q ppg.p P.Pigpre.'.8 .-for more information:.
J
Figmre I
Fora single, ply'', gied e-r'that requires wood blocking to.6chieveftill design load Value for face -mounted
hangers one wood; block to the back face of thesingle ply girder with the same size: and
grade as the bottom. bh&d.. Ofthe. single. -ply girder. The. -Wood: block length to be sUbh that 'the wood
blodkifig-extends to each adjacent panel points ;(Wbbs`.Afid bo%om.ch6rd intersections). Attach wood
1 28° x3. 0" Gun Nails dt. 0'. O.C.per;
TOA. staggered 3.0p* applied W the
'f6766Forum 'Drive Suite 305, Q.Orlando;. nd. o; FL.
.. 372821-(800)-621-9790-_. ' " 4227885
-www.al*PIneitw_,com
r
/
, ALPINE
.AN fM COIWM.
single ply -girder face, with.man additional (20) 0,128x&W C3un.NW!s j4t.each pgin. I
r-g--'-^'`�.'—V—'---'--'---
_ _.... ............ ......... ________________________________ __________________________________________ _
The of-pt&bbricaited hack 'scab ttd�mfor Wood fi0e'rL8ocki' 'orvmood t0fitd|
design koad'vakuefor ' Must the. hardware m4nufac I
^
' d ��d��hd �Md '_ |��U �bnU���� t� -
of
-- _"- - . . ~` .� -','--`°
If|can.bxeofany further assistance, or if. you �have anyq ' me a cal
'
Ghief Engineer,
mpony
O�Iandoj FL
� 6750 FdrbnhDhvLaGuit6'385'Ddobd�.FL32821-[OOO).6a1-.979O-(863)422'8686
WWW I om
ALPINE
%iwcOM_1MY
April 26,2019-
Mr. Bob Michaelis
Carpehter Cobtraidtors -of Arne rib,4, Ind.
Avenue
0, Npr.thWipst
Winter Hav6n, FL 33880,6201�
Dear. Bob,
Rd' Str6noback bridgih4.6h tbbftrusset.
I understand -there. is'some. concern over our feddibinendab6m f6rstrdhg.back- bridging on. rooftrusses;.
8fra*Ack- bridging roof trusses is not.a ..requirement of:ANSVTPI 2014 npris it a requirementofthe
Building Component -S Safety information i on .t st ron gback. bridging Li orY roof- :trusses is
recompie .'ar hter Contract rs,.Of. rnerica'§tfqn'gb6dk. bOdOMg .serVeA wipg..two._.-
functions:
One, bridging aligns the bottom chords lafter they: are- set so.. the are uniform, along the ceiling
lin6 and heio*kwth"c, ei Ii n-g 'sorvi o-eabi lity.
Twoj brid ing reduces f6lativ6 deflection .of. adjabdntlhuss6s:,
Strongback Mdging'.do6s: not: --prevent or reduceoverallindividual deflection, etpecially any rooiftrusise's,
" than 1/4" inch.
..........._......_.deflect _ng . .. ..... ---- — ------
Si bridging in roof.. trusses doves 'not serve as �eirmaifiehtw bracing �and is not.
rongoaqk- bri( g
.intended to .distribute. or share, design loads, beNveah trusses. Consequently, no design load'* have
.1peen accounted for With thig.bletail an . d dohtihLibLis-str6hgback*bddgirid -s�hduId;hotb6:Attaic'hed between
m .
p.
common . and :girder fnisses-.- The use :of strongback. i9 . bridging shall not.'interfere with other- design
considerations as specified .by the EMgihabr*.*O.f R6c&d or the Building: Desi Ign6r.
The outer ends of 'giroq&ack-bridging shall be.-afto.chedjo a. wall or anpther:secure end. restraint.; or
ap..specifled:.py the Engineer of Rebord&Ahd Building..136sigh6r.
Stron'g*b4ck- bridging'shall. be �a. minimum of 2X6 nominal tumib0r. oriented with
th the depth Verticaf .. . Attach
with - . - _. co n
1 (3) 1:8d :common nails (0j6Tx&*5.-) nails 'at: each intersecting 'rhembet. Whe -extending the
.Strongbadk bridging overlap by -at. a.minimpm of. two trusses. The.jocatioq offha.strongioacik": 6ddging.
maybe: specified . b he. Truss . MahUfadVr'.'er-,. Ehbihe&r of Record, or Building Designer: Please ref& --to
e Alpin.iinformation. The'. graphid
CS Strongbacking Provisions" or:to :$TROR-18.Ripf detail for more. information.
,§hoWh (FidUr'ie-1) is for Alu&dti e only.
illustrative purpos n
F.6rum DriveSuite 305, O.Mndo, FL 32821*- (800) 521-5790i.- (8631,4228685
ALPINEA"alven-AkIv
Figured.
If I: can b6 of any further assistance' or -if you ,have :-.any questions; please; give. me a call.
Williath. H,,Knck- P.E.
phief-.Eng-peer
Alphe an !TW.:.Co.mp8ny
Engineering 'Department
-Odtfri.do- . FL V821.
15760 - Forum Drive Suite.365k, Cr(6n'db,- FL 32821 - (800) 521-9,790'- (8153)-.422-18685'
wwwA piri.e.1 .com
S . TRON .. (33ACK: 'BRIDGING
BUT.T.STRONGBACK
:BRIDGING TOGETHER
'ATTACH SCAR WITH'10d:BOX/GUN.
4t * 'x3.0'!i NAILS 'X�2 ROWS`AT
;SCAB' .6o D.C.
NOTE, -.*IN LIEU.*UF SPLICING AS, SHOWN,
LAP'STRONGBACK 'BRIDGING MEMBERS
Fllk:AT'LEAST ONE -TR=,,SPACING
ST.RIINGBACK BRIDGIN15 'SPLICE DETAIL
RECOMMENDATIONS
I Oil- All scab -.on blocks s:hail, ble:,a minimum. 2x4.
'stress orqcIed lumb.e.t,-,:'
P---All str-ongback bridging .and bracing -shall .be :a.
h MInWM 2X6 'stress' graded' . I. u ri b eq;
0ii-.Tie purpose of sirondb.ack :brld6lhg-is. to
develop load sharing bietwe?n` IndlVidu61' trusses,:
resUtIng In, dn :b-�,6rqLL']h&6a;qe- In',Ahip-
stiOnessr of,'�-.the.'ftoor systeft
st"ngback brldglng, pbsitldhod 6sj'.sKaw' In
cletalls, Is recommended at 101 =Oi'.&C. Kmax;)
0—Th0- terms 'Vribit9Ind' and :'b*t;-*cidnq-1' :are- some -times
.-
mistakenly: �u ' seci:*:In.tL-t-changie;obty.** Is an
fmp0*rt6n*t structural teguIrehent of:any" f oar
or roof sys.tem, Refe-theTruss. Resloh
(TDD) -fdr, "the: brgdng r4quW,.-'6P.1ent - s f6r
, a h In*d1VIcIC4 I. .tr
uss russ component, 'Brldgl* g*
particularly
recommendation'for "a' truss'system to, help
contr*oL v 16raAlor.). Irs: addition; -to- aiding.. In the
distr1b.UtIon of point Abads loetw.eieh adjacent
-, trusssk bridging, servest �o reduce
-strongbac
:N(;. ,
qTS ;
td i
EiiC
/3 vc�is)
a *As)
Pounce. or res-IqUat vlbraiitlph. resulting, frog,
moving pQ.tn..t Ibqclsj:such pt-s footsteps.
The performance of all . floor ems - are
�syst
enhanced by. the. Inst-allatId.h bf, -s+r61ng6aitk
brIcIgInb and -t-hereforeJi strongly recommended
by Alpine.
1 For additional Infdi-matloh rebqrdlhg strongback
b4-Ic1b1ng,. refer to%SI'-(Budding '. Component
Safety Information).
follow V* lolks:11 edtlon 30CUSE (Mlift CoQl�t Saftij lrlfo,,Atior,.T;y Tpt Qw:fvc Fet 47.
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-umber Size and drade: Minum,um Requirements.
-R V -F TRUSS UNDE ALLEY !~BANE
VbNLLE[� RA MiP..OR RII)CiE
Purwn.sjl�rml "dot
+1;rJppIeb,41-V`1dr-36 psf -26 P9f (.TDJ Max.
Spa f".th4,vwlvys brGlooParr.
pte (ocatic ns are
....... .. .. .
-(Ty�) b" O.C.
BEAM,AVERV InORCL
RAFTERS
-(Ylfwrq
VLt 'AL
'JkoA v
cr-thr.bu§N'.`;
d
by-vihem)
mails,
46 rafter,
.njalls are
lo.P'LA
Kogulvenent N qlLeR
A 1Q,tdi-siglu.
W 'fiii. fiAide -diredtly
7-
drY&i!ffl'djd:.
4 x6dlo"ills
'416dtoemaIN
Airig
3.
t�V XV-notch In ShQ2thlng
. . i
4.
Raftiefd _41dipaf4'Vbckift.
5
g5ft&;t6-.two 7x6 sleepers.'
4 1 6d toe -nabs
S.
-sldepdi tki-btfi'
4'1:6d W&WIs
.f
slaepe
s.
.:Eudge:bohr4ia-T.onfbIdck
416d toe-nkills
4 3,%-Wipy4Jts
-
3
.-Frumni to. (Tvpj,
7"
4*16d,toc-OWI$
10.
1 Truss-tdiOlpptv:
4-164.-toenajli
4-16.d.toertidlb
USED)
.13.
Veana tb� xaftdt
.
4 lodu!!-nalls.
NAILS
.Plei 5,4!" fd 0,4":lob(
ffiimebVV1vtflddJ1d.fl1i(. k-p
. fiss
raftur i(steopem.are.not y;q4,.
-Sans tnw6eewhear�y.opi #
iop GhdYds•and. ii�"-V.allay halg[ft; 14'-0' 0NDS AimmRnis;
-Max[muM rfi0A 'tqbf helght. 30-toet 4plaabo. niae�XsArtby
oyy Woph vid mphi.Enclosed, Cat It,
AHk
.M 'A. .
vaw -WA o: lw=:q- w*Nt 'VittP! A
. md, SVW, for_-!Wr TC DL- I ti 2,10 7 DATE 10/91/1'4
V. kiHkOna. pev,
-0 om Lr
4, 0 0 0 DRW..G V. QW1801015
pW P..j 411.4pir -,qTAT.
- I. hwC 4k- Be L
tiVTrii•
•.0 0 0
MON r ii f<r fW .-Mai 100wik:
W�ibi,-,dc�' WX -d PAtt P.-
ttv &Adw 6.vQh�•-Y' e1i 'TbT. LD 7 61
ttc'tm&s'h cWorhKmir
AN
G;o P-w� shag no?. be rutpar"dW9. e—.. c' VTF1 -L or for'
pW WAV *q4& *K6)*1- 71 1
L
5� P, Azm. - . . 1.•b i43ABOVE
L
im.:..azrafraro
Face -Mount Hangers - I -Joists, Glulam and SCL '
� 6
................... .... _...._.._...................................... __............... __._................. _..................... ................ _.......... _._._._............ '
ED These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
ism
am
Carded Dimensions q Fasteners
Member (m:} {m) AlldwaUle Loads `
size
'NO
w weo
Max
Species Header ( Species Header
Ref:-
(m.)
SUff
W
H ,.
B ;
-
Face
Joist
-
Uplift floor Snow [ Roof i Floor Snow Roof
, r
(160) (100) (115}, {125) ;(i00) `(115} (125)
Min.
(14) 0.148 x 3
-
70
11,660
1,805
11,805 1,425
1,555
1.5J5
IUS2.56/16
• -
25/6
16
2
Max.
(16) 0.148 x 3
-
70
1,805
1,805
1 1,805 ' 555
1,555
1,555
2Yz x 16
MIU2.56/16
• -
29/16
157/16
21h
-
(24) 0.162 x 31h
(2) 0.148 x 1'/z
230
3,455
3,920
4,045 2,970
3,370
3,480
U314
✓
29l76
101h
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11h"
970
1,945
2,205
2,375 1,675
1,895
2,045
HU316 / HUG316
• ✓
29/,6
14%
21/z
-
(20) 0.162 x 31/z
(8) 0148 x 11/z
1,515
2,975
3,360
3,610 2,565
2,895
3,110
IBC,
"x
MIU2 56/ 8
2"Xx,
'-
;(26) 0162 x 31/2,
(2) 0:148 x 1?h.`
23Q
3 745
4';045
4 045,:3 220
j 3,480
3,480,
LA
21/z 18
'
�HU316 % HUG316 '
•' '✓.
29ir.
14Ya
_21/z"
`-
`{20).:0162 x 3Y' ,
, (8) 0.7`AS x 1'1h"�'
1515
:2 975
3,360
i 3,610:� 2565,!
2;895
3110�:
21/z x 20
MIU2.56/20
-
29/16
19�'16
21/z
-
(28) 0.162 x 31/z
(2) 0.148 x 11/z
230
4,030
4,060
4,060 3,465
3,495
13,495
2Yz x 22MIU2
t2 z6
56120
✓
2%6
1915
21/z
--
(28) 0162 x 31/z
�(2) 0.1`48 x 1'/z ".
230.
4,030
4 O60
4 060 3;465
3;495
3 495;
29A6 x 91/4
to 26
29h6" wide joists use the same hangers as 21/z" wide joists and have the same bads.
"MIU3121in - . 3". ,l o .�y/,. , 1 � 1 1/4 1� �1 4
h,
9
,(6)0.,62x3,r
(2).0. 8x /z
230:
,305
2,6 5(2820
;980
2,2 5
2425
3x91h
HU210 2 MUC210 2
✓
13Ya-,
" 81fc
2.1h
tax.
-: {18)0162 x 31Iz
., (10) Q148 x 3
5
2,680,
3,020, 3 250
2,305:
2,605
2,800;
IBC,
MIU3.12/11
1-1
131A
111%
21/z
-
(20) 0.162 x 31/z
(2) 0.148 x 11/z
230
2,880
3,135 3,135
2,475
2,695
2,695
FL,
3 x 11'/6
HU212,27HUG212=2�
"
41 '-31/6
'" 1N9 '
-21/z
Max:
- (22) 0.162x3'/z' -
`(1%-9.i48x`3",'
1 79E
3,275
3,695- 3,970
2;820�3;t80
3,425
i'A=
HU3.25/12/HUC3.25i12
3'!ai
1131a
21Jz
.-
'(24)`0:162x3'Iz
(2}4748x3,
1 r
:3570;
4;03044,335
3075
3,470
3,735;
HU3.25/16 /
HUC3.25/16
!
3'la
f 131ia
2Yz
Min
Max
(20) 0,162.x 31/a
(26pQ 162X 31/z
(8) 0148 x 3 ..
':(12) 0.148 x3
1,516
'2,975
3;870
3;360 € 3 610
14,865. 4;695
2;560
j•3;330l
2'
8,755
3,105,
4,040=
-
31/a fllulam
HUCO210=2 SDS °F-
3'1a.
9 °:
3
-
(12),1I4' x 211z' SDS
(6)1/4' X 2Yz' SDS
25
4„S1ar
15 315
3tfCiOl
8,71t3
3;71 n
FL
HGUS3:25/10
85/s'.
A
_
' (46)01620"%a
(16) 0,162 x 31h
4 095
9;100'
9,100';:9:100
7825,
7,825
7,825'I
IBC,
HGUS3.25/12
•
� 3?/4
I ,105/a.
4
-.
.{56)11,162 x 3'/z ;
. (20) 0,162 x^311z
5,040
9;400
9'400 (9,400
�8 685
i�8;085
8485`
FL
LGU3.25;SDS -
"'
-
,3?Ia
8 to-30 °
41/z-'
{j6)1/4' x2?%z'"SDS.
(12)`la' S( 21h" SDS
5;555
6;720
7 ;1;) stn,
,
4840
HHUS46
-
3%
51/8
3
-
(14) 0.162 x 31/z
(6) 0.162 x 31/z
1,320
2,785
3,155:3,405
2,395
12,715
2,930
31h x 51/a
HGUS46
-
3%
Or,
4
-
(20) 0.162 x 31/z
(8) 0.162 x 31/z
2,155
4,360
4,885 j 5,230
3,750
4,200
4,500
"'<HUS48
j
• •
. �=
� 3?I6
6lY+e
2 =
-
°j6} 0.162 z 31h
(6) 0:1'62 x 311z'
.1, 3'20
J 595
1,8-1 1 960
_1"(365
1;555
1
31/ x 71/4;;'
HHUS48 ; `"
- . -
3$/6
7�Is',;
3:..
,=
',(22)'0162`x31h :
°(8) 0.162 x 31/z
a
4;210
4 770' 5140.
3 615
9,095
4,415
HGUS48 `
-
t3
.. 734s
4:
-
(36) 0162 x 31h',
{12);0.162 x 3'h '
3,235
7,460
7,460;u7 460
j 6 41516.415
6 415
IUS3.56/9.5
-
3-1/1
91/z
2
-
(10) 0.148 x 3
-
70
1,185
11,345 11,455
1,020
1,160
11,250
MIU3.56/9
-
39h6
813/"6
21h
-
(16) 0.162 x 31/z
(2) 0.148 x 11/z
210
2,305
2,615 2,820
1,980
2,245
2,425
U410
• •
• ✓
39/6
83/6
2
-
(14) 0.162 x 31/z
(6) 0.148 x 3
9,10
2,015
2,285 2,465
1,735
1,965
2,120
HUS410
-
39f 6
815A6
2
-
(8) 0.162 x 31h
(8) 0.162 x 31/z
2,990
2,125
2,420 2,615
1,820
2,070
2,240
HHUS410
• •
-
3%
9
3
-
(30) 0.162 x 31/z
(10) 0.162 x 31/z
3,5C5
5,635
6,380 6,445
4,845
5,486
5,545
31/z x 91/z
HU410/HUC410
• •
✓
39/i6
8%
21h
-
(36) 0.162 x 31/z
(12) 0.162 x 31h
3,235
7,460
7,460 7,460
6,4151
6,415
6,415
HUC0410 SDS
• •
-
39/16
9
3
-
(12)1/4" x 21/2" SDS
(6)1/4" x 21/z" SDS
2,265
4,500
4,500 4,500
3,240
3,240
13,240
HGUS410
• •
-
35/6
91/i6
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100 9,100
17,825
17,825
7,825
IBC,
LGU3.63-SDS
• •
-
3%
8 to 30
41/z
-
(16)114" x 21/2" SDS
(12)1/4" x 21/2" SDS
5,555
6,720
6,720 6,720
4,840
4,840
4,840
Lp
MGU3.63-SDS
• •
-
35/a
91/4 to 30
41/z
-
(24)1/4" x 21/z" SDS
(16)1/4" x 21/z" SDS
7,260
9,450
9,450 9,450
6,805
6,805
6,805
JUS3.56/11.88
'�
35/6 i
11'/8;
2 ;
_ ,
(12),0.148 x 3 _:
-
it
1,A20
1,615 1745;`�1220
1 390
1;485i
MIU3.56111
-
j 39fi6
:11?!s
21h
''-
::(20) 0,162 x 31lz',
, (2) 0.148 x 111zf `.
21fl"
2,880
.3,135';j 3,135'
2475
} 2,fi95
2,695
U414
•. •
• ` ✓
3sti6
16"-
2 ;
.- .
-(16}; 0.1.62 x 31h
(6) 0148 X 3 `;'
°7?3 ,
2 305i
.2,615';1.2,820"f,1980
2;245,
2.425;
HHUS410
�' •
3$/s
9:.a .
0.162x3i/z
A62 x3Iz
h55,
5;356,
a 4A
'W',3
,
5
HUS412
!
13,461
10?/z; ,
2
-(10) 0'.162 x 31h'-_
(10) 0.162 z 3Y
3,4365,
2 660`
3,025 3;265 )2'
275
12,590
2;795`
.31hx11W
" j
HU412/HUC412 "�
-Ns
I ),
10 16
21/z
Mm
(16) 0162 x 31h
(6) 0.148 x 3 :
1,135'
2,38uZ685
2 890'
2�50°
2,315
2`490
Max.
, -(22) 0.162 x 311s
(19), 4$ x 3 , ,
r 5
3,275'
3,695 3j97012,820,
3,180
3,425-
',HUCQ412 SD5�`
39j+6
11�,`.
w
.,(1.4)1/4' x 2'/i' SDS
(6) �4':x2'/z'.' SDS
��26
5,04
1o1
u,045, °,G�E30
i
�
HGUS4f 2 , ."
-
35A
" 107,6
4
-'
.,(56)A 162 x 31F�',,
_ (20) 0 762 x 31/z„
.6
9,900
9,404 9,400
8 085
�'8,085
i 8,085.
LGU3.63` SDS
•
316,
a,8 to 30 ',
�41.
` =
(16) Ya" x 2Yz; SD'S
(12) �/i'; 21/z, SDS
5,555
6,720
6,720 ,6,720,
4j84014,8
40�
4,840
�'.MGU3.63
SDS ,
!
_'
-
} 31a.
9'/ato.30
41h
-
(24)1%a'. x'21/z" SDS
(16)14, -;> 21N' SDS
7,260
9,450
9,450` 9,Q50
6',805
6;80516,$05:
HC?U3.63aSDS , ; „
!e !
- _.t,3ls
'11'to 30 ,
,41Iz
=,
(36)'%q X 2'h�SDS
(24)1/d' x 21h" SDS
4 40G1
46
See footnotes on p.150.
SIMPSON
THA/THAC
- Adjustable Truss Hangers
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
N Finish: Galvanized. Some products available in ZMAX® coating.
�- See Corrosion Information, pp.13-15.
0
U Installation:
m
Use all specified fasteners; see General Notes.
ci C The following installation methods may be used:
N • Top -Flange Installation — The straps must be field formed.
3 over the header — see table for minimum top -flange requirements.
H Install top and face nails according to the table. Top nails shall
dnot be within 1/4" from the edge of the top -flange members. For
^thaTHA29; nails used for joist attachmert•nwst•b&-driven-titan
d 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
Fz. 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. Stralghten the
double -shear nailing tabs and install the joist nails straight into
'the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated .
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
35/a" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
for
A22
for
122.2
126-2
THAC422
13/i typical
2Vz' for THA422-2
and THA426-2
THA418
2h«='I
a-
r� . c
THA29
Double 42 - 2 face nails
Use full table value (total)
Single 4x2 �a 4 top nails
IsS table (totaQ
nailertable .
%' Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps maybe installed straight
or wrapped over with tabulated
face nails installed into top
and face of headE
® Double -Shear
Double i Nailing Dome Double -Shear
Shear Side View; Nailing Side View
I; Nailing Do not (Available on
Top View bend tabs, ' some models)
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
rypluai 111�v
Top Flange Installation
'er to
tnote 5
p.187
86
THA/THAC
Adjustable Truss Hangers (cont.)
® These products are available with additional corrosion protection. For more information, see p.15.
a
P
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 1112" 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 -pry 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried hoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
18
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers
�G 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.
T he double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS ^angers, feature
innovative double -shear nailing that distributes the load through
two points on each ;gist nail for greeter 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 ZKWO 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.
`- "-`--'� `f�7oT'�sigriecTfor werdetl'or naife'r'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 Mew
-Shear Nailing
CDouble
Side Mew
Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
some models)
1' for 2Xs
t'tis' for 4x's�
H
i<
•
G� W B
LUS28
HHUS210-2
HGUS28-2
MUS28
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
Simpson Strong-TieO Wood Construction Connectors
............. . . . . . .. . .... . ................... . .. . . .......... ................................................ . . ................ . ... . . ...... . ................................ I ...... . .............. . . .... . .. .. . .. ................................ ......................................... I ..........
Face --Mount Joist Hangers (cont.)
Mm.',
Model
He
No Height,,.el
-Member
Ga
Dimensions (in:)
~Fasteners
W
---
H B
Carrying:-":
Carried',
Member
Single 2x Sizes
iWS24` "
25/s`
f8
"
i•�/ `
' 3'11s
='.y /a
4J 0148 x 3
{2) 0.148,x I.-
LUS26""
4Vaa
195a
''04..�
1Ya
'e(4);0.148x3
: «(4)014$x3 '-
MUS26
41t/ia
18
11/a
53Ar,
2
(6). 0.148 x 3
(6) 0.148 x 3
HUS26
45A6
16
15/a
53A
3
(14) 0.162 x 31h
(6) 0.162 x 31/2
HGUS26'',
,r: 4lis-
15/8 •
;!5'/a
(20j�;0762.x3?lz
�{8)0.1$Sx3112.�
LUS28; '',:
43A6
18
19tia
651a
1 !a
MUS28
I 65AG
18
19A6
6131a
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
i 61/2
16
15/e
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
HGUS28
6-A6
12
15/a
71/a
5
(36) 0.162 x 31/2
(12) 0.162 x 31/2
OK10 '-
;. 4Ile,, "
, . 18 :'.
" bslia
-71�e -�
=;1-N
;(8 0:148 ?C3
'HUS210 11;
'83w,
16 '
.15/a°
9
3-
"(30):0.162x,31/2 1
(10)0.162x'3,1/z'
H6US210
891a .
12,
1 sy _`
" 911a
`5
(46j'0,1, 62x 31/z ,
..(16) 0,162 x 3'/z
V1. See table below for allowable bads.
W
fA
3
i�
a
m
c>s
a �
m
These products are available with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
(I with Strong -Drive® SD Connector screws.
See pp. 335-337 for more information.
--
LUS26
1,165
1 865
990
1 1,070
1,355
1 1,165
1 935
1,070
1 1,150
1,475
1 865
635
725
785
1 1,000
IBC, FL,
MUS26'
0 x
1;295
:.1,480>"
� 1,560 '
"
-1,,560 :'i
930., '
Ij405 ,
1;560
. ; , 7
-: :560 -;
'lsivt
955 '
` 1;090.,
.1,180
su
LA
HUS26
1,320
2,735
3,095
3,235
3,235
1,320
2,960
31280
3:280
3,280
1,150
2,350
2,660
21780
2,780
HGUS2i3 .
" 8i -
j 4,340
4'1§50 !
., 5,170 ";
5,390.
8+ "
`; 4,690
5 220 -„5
390
, 5',390
;. z 8C7 -.
3,225
„ 3,610
3;87,0 ,
,3; 85
IBC, FL
LUS28
1,165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1,465
1,730
865
810
925
1,000
1,270
,.
1;
1;730"
: hvUS28
,i50
1,
-
,d57
'
IBC FL,
LA
HUS28
1,760
4,095
4,095
4,095
4 O95
1,760
4,095
4 095
4.095
4,095
MIN .
3,520
3,520
3,520
3,520
'HGUS28
1,6 tl
7,275
", 7;2?5
7,275 `;
7275'
1 650
7,275°
;7?7i-:
_ 7275
7275
" 1.3c'5
3610"
3,820 ..'3,915`
4,250 `'
IBC, FL
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215
1,500
IBC, FL,
HUS210;
2
°&4�0
5. ;,
9x£
Z830
53
°zw ,
';, a4�9,5`
3 7ut ,
83v
r t ^0
` Z 22i1 ••
,.2 33?
2 {5
2;.5215 J
2,825; •;
LA
HGUS210
2,090
9,100
9,100
G:100
9,100
2,090
9:100
ON
9, 01")
9,1O0
r ^ G
�•
0,3 40
6,730
7
Fi,.30
-' •!1
6,.�
hC; L
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 on or sloped and skewed hangers, the maximum allowable download
P N P 9
is 0.65 of the table load
�Y
,
• 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
JAcute
side
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:
00
HGUS Seat Width Joist Down Load Uplift
Specify angle
W < 2" Square cut 0.62 of table load 0.46 of table load
Top View HHUS Hanger
W < 2" Bevel cut 0.72 of table load 0.46 of table load
Skewed Right
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
(joist must be bevel cut)
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
All joist nails installed the
outside angle (non -acute side).
W > 6" Bevel cut 0.85 of table load 0.41 of table load
94
LUS/MUS/HUS/HHUS/HGUS
These products are available with For stainless Many of these products are approved for installation
additional corrosion protection. ED steel fasteners, t with Strong -Drive° SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
Double 2x Sizes
LUS24-2
21%4'
18" -
° 3'/a,
'3'/e ,
2 •
' (4)°0:1'',6'2 X 3'Yz
(2) 0.162'X '
410
800: j
.905' ,
1980 "
11245
`355-"'
-690
780
:'845
1,070
LUS26 2 --
;4!fs
18
3 A
4 /s
2 '
- 4 0.162 x 3'h
r)
4 0,162 X 3'/z
O
I,� ��
1 030:
t 1701
11;265=
(,595
- 910;.
_- 885 "
1005
1,D9Q
1�,37Q'
HHUS26-2
4%
14
3-516
53/a
3
(14) 0.162 x 31/2
(6) 0.162 x 31h
1,320
2,830
3,190
3,415
4,250
1,135
2,435
2,745
2,935
3,655
HGUS26-2
4s/ie
12
35A6
57AG
4
(20) 0.162 x 31/2
(8) 0.162 x 31/z
2,155
4,340
.4,850
5,170
5,575
1,855
3,730
.4,170
4,445
4,795
LUS28-2, - '
49/6
18,
"'31/a °
° 7
2
(6) 0,162 x 31h -
(4)'0.162 X 31h
560
1;315„
1,49(7
.1 610
2,030
910',
':1,130
"1280
1,385
1,745
HHUM- ..1.
691a'
3 14"
'3%,
71/4
`3
•(22J 0°162 x 3112;.
(8) 6.162,x 31/2 -
,'i t60
4,265.
4,810'
5,155
5;980
't515
1670
A135
A.435
5J45
LUS210-2 6316 18 31/a 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 11,575 11,785 1,930 2,435
HHUS210-2 83/s 14 35/is 87A 3 (30) 0.162 x 31/2 (10) 0.162 x 3112.3:550 5,705 6,435 6,485 6.485 3,335 4,905 5,340 5060 5,190
HGUS210-2 8a/is 12 35fis 93/is 4 (46) 0.162 x 31h (16) 0.162 x 31/z 1 4,095 9,100 9,100 9,100 9,100 3,520 1 7,460 1 7,825 7,825 7,825
Triple 2x Sizes
IBC, FL,
LA
rIUuJP073"
4k"IM J
I IL
!f
ILUJ'�abLx"3'l2
i ttl�'UabL:X313
G;i�J,
434V.'
4n�U'
J,I/U
=�,.9,(�
,I,2fJD%'.,3,73U
-4,1,/U
!{,94
sF,1`JJ_I
IBC,FL,
HOUS28-3 'r �
6'% _
12
415A
71/a
4
(36) 62.x 3f/ :
(12)'0.162x31h-
3,235
.7,460
7,460"
7,460
.7,460
2,780
6,415
, 6,415
6,415
6,415
LA
HHUS210-3
83/8
14
4111A6
87/a
3
(30) 0.162 x 31/2
(10) 0.162 x 3'h
3,405
5,630
6,375
6,485
16,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
81IA6
12
415A6
91/4
4
(46) 0.162 x 31/2
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
9,100
3,52#7,825
7,825
7,825
7,825
HGUS212=3"€
j ;105/n ,
;' 12'"
4" 5/ig
1031d`"
,% (t.162 x 311z
`:(20),0.162'�x 31/z
'S,59r
ATV .5',
, u
�51 S
�;9U
� , p 0
x f72 _r
�A1251e;
12 =
:4i5fc
123%a'
-,4
(66)0,162x3 h,
(22) 0.162 x 31h
5695
10125
10,125
10,125
10;125
4,90
8;190
8;190
8,190'
Quadruple 2x Sizes
HGUS26 4'
S'h
° 12
69As
57/1s
4 `
_ (20) 0162 x 31h
8) 0,162 X 31h
, 2,155
4,340;
4,850.
5,170 .:5;575
1 855:
If 3,730
, 4;770
4,445
4;795
IBC,. FL,
HGUS28-4
71/4
12
6%
73/is
4
(36) 0.162 x 31h
(12) 0.162 x 31/2
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
LA
HHUS210-4
83/a
14
61A
87/a
3
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,405
15,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
15,575
1 FL
4x Sizes
FAI
IBC, FL,
LA
IBC, FL
HHUS45 _"
-' 016
14
3 ✓a '[5a
6
3=:
(14),0.1621t 31/z °
i ,(6);0,162 X 31/z
Q, , 3
f.2 830�
3190Y
� 415':
• 4;250
I 1 � n�
2 435,
'�2 745
2,935,
;3,635�
LUS48
43/a
18
39A6
63/4
2
(6) 0.162 x 31h
(4) 0.162 x 31/2
1,060
1,315
1,490
1,610
2,030
910
1,130
1,280
1,385
1,745
IBC, FL,
HUS48
6'/a
14
3afis
7
2
(6) 0.162 x 31h
(6) 0.162 x 3Yz
1,320
1,580
1,790'
1,930
2,415
1;135
1,360
1,540
1,660
2,075
LA
HHUS48
61/z
14
3%
71/a
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
1,760
4,265
4,810
5,155
5,980
1,5'(5
3,670
4,135
4,435
5,145
HGUS48
67/a
12
3%
71fs
4
(36) 0.162 x 31/z
(12) 0.162 x 3'/2
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
L11S410 -.�
61/4 .!
18
�39A6
83/4
2
; (8) 0.162 x'311i'
(6)-0.162'x 31/:
4 .
1,830`
2 07,5'
:2,245
2,830
1,245.'
1 575
=1,785
1,930
2,435'
IS
HHUS410'' 'i'
83/
;: 14'
35/
1 9
8t
,(30)'0.762x3'h,•{1b).0.162x31/z
15.s{
"5;705
6,435
e 485
O,48
'1 E�5",'4,905
`5535
u7�
3.575.
HGUS410,.
$7hs'
' 12"
- 35/a
9tie
4
(46) 0.162 x 3'h
. (16) 0162x 31h
4,0H5
9100
9100
9100
,9,100
3,520
7,825
7,$25"
7,825
7,825-
FL
IB LA
HGUS412
106
12
35/a
10346
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
?,78^v
f �80
7 780
HGUS414
11 %
12
3%
12346
4
(66) 0.162 x 31h
(22) 0.162 x "'
5,695
10,125
10,125
10,125
10,125
4,900
8,190
8,190
8,190
8,190
Double 4x Sizes
"WGIIC7,7-mn I Q74, '< 19. -73J: ,F9L. 'iA•: fA gvn 1 go v z 14r1 11 gi n'1 A9 v q 1/d gAQfI 1,61IOr o.nog I -a no4l ohor .9 oFni7 f19r1 iR7n-
HGUS7.37/12-1 107ha > 12 73/a, 109is 4 . •(56}`0�162 k.3;t%i l (20),0162'k 31/a P3,835 9 295; 9 2950 9, 295,� 9,295 3,300 ;7995_, 7, 95 7,995 7,995 FL
'HGUS7.37/.14' �11 tis 1 12 -73/a' 12A. 4 ; {66),0.162 x'3?h' (22) 0:162 is 31h 5,080 10,50010 50010,50010,500 .4,370 9 030 9;030 9,030 9,036
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 ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector", software includes
the evaluation of cross -grain tension in its hanger aflowable bads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21/2" nails in the header
and 0.162' x 31h° in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 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 listed diameter by length. See pp. 21-22 for fastener information.
F=
19
Simpson Strong-TieO Wood Construction Connectors:
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/a". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/2° max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is '/s" per ASTM D1761 and D7147). See technical
bulletin T C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
i
Finish: Galvanized
,0..
Installation:
v
• Use all specified fasteners; see General Notes
• Can be installed filling round holes only, or filling
U
round and triangle holes for maximum values
N
• See alternate installation for applications
L
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
ca
,
d
• HTU may be skewed up to 671/z°. See Hanger .
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
Many of these products are approved for installation with Strong -Drive'
SD Connector screws. See pp. 335-337 for more information.
-7
HTU26
truss and carrying
HTU Installation for
Standard Allowable Loads
(for 112° maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanqer Gap)
2x Sizes
SIMPSON
St, fir.
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
HTU28 (Min.)
37/s
15/a
7'A6
31/z
(26) 0.162 x 31/z
(14) 0.148 x 11h
1,235
3,820
3,895 3,895
3,895
1,00u.,
1,060
;.c uou.
2,865
I. f w wa°
2,920
: aE n t
2,920
.v ao�:
2,920
IBC,
FL,
HTU28 (Max.)
71/4
15/a
71f 6
31/z
(26) 0.162 x 31h
(26) 0.148 x 11h
2,020
3,820
4,315 4,655
5,435
1,735
3,285
3,710
4,005
4,675
LA
HTt121b:(Min.).
371s;"
15/a,;alA6
;31h°
(32}"Oi62,x31h
(1„4)fl148x1!W
J,330';.
,300'=.'4,303
00
'- , of •
11453,22u;'J
225"i"3,225.!
HTl)210 {Max;); ,
9T/a °'';
• 1.5/s
,9,1hs
3'Iz
"(32)_Q f62 X 9Th °
.:{32) 014ax 1
3,31�,g
47Q5
', �F�?1t} f 10
"5,�95,
f 2 850°
4i1�5
' nelf„^4,f3
Double 2x Sizes
HTU26=2
(Min.)
37/a.:
35i6:
53ic
".31%z
,j(20}'0162 x 31/z
(14) 0148'.x.3
1;515,,'
�, 2,'940'.
0
`3,a1tC)
`3;910
1;305
1,$50''
,2,090 2,255 ,
p2 465;=
'HTU262(Mait;)
° 51Iz.,,
.3 6"°°5?Is
,31h;-(20)0,162
t311z...
;(20)6.148.x3
2776
2,940;m3
2€ 3
BQ
4.48 .
'1,870
2,534.-T2,Et
;Ofu3a'"3;855'
HTU28-2 (Min.)
37/a
36/is
71f s
31/z
(26) 0.162 x 31/z
(14) 0.148 x 3
1,530
13,485
3,820
4,310
4,310
4,310
1,315
2,865
3,235 3,235,
3,235
IBC,
HTU28-2 (Ma11 x.)
71/4
35/is
71ti6
31/z
(26) 0.162 x 3Yz
(26) 0.148 x 3
3,820
4,315
4,655
5,825
2,995
3,285
u '10 :4 fl5,
t j0:;
FL,
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift 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 1h" 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`s Connector Selector° software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148' x 1 W nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the tabb bad.
' 96 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Z
a
0
0
0
w
F7
c5
z
0
cc
r
z
0
C.
U)
0
rn
0
U
Simpson Strong-TieO Wood Construction Connectors
01; L
Face -Mount Truss Hanger (cont.)
Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Installation lable for 2x4 and Zxb Uarrying Member
HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 11/z 925 1 1,470 1 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615
HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/z 1,240 1,470 : 860 1,790, 2,220 1065 1,265 1,430 1,540 1,910
IBC,
HTll2$ fMax.l 71/a 1212xF 'f f11 n 1R� x 1/ '(�Fi14h,14R x 1 �l 1 47(0' 9" 4dn - =3 _,>Ct rA6 ` ' ,q = 1,FQ ''� Fin I . n i n -'Z �Rfl FL, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is'h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loacls (112" Maximum Hanger U
Single 2x Sizes
HTU28 (Min.)
37/a
15/a
71A6
31/z
(26) 0.162 x 31/2
(14) 0.148 x 1'/z
1,110
�,.-
3,770
3,770
3,770
3,770
955
2,825
I _,,
2,825
2,825
2,825
IBC,
FL,
HTU28 (Max.)
71A
15/s
7'fe
3'/z
(26) 0.162 x 31/z
(26) 0.148 x 11/2
1,920
3,820
3i5
4,655
5,015
1,695
2,865
3,235
3,49v
3,765
LA
HT62i6(Mm`) '"'
77777
371s`
"-7 5/a
9%
3'/z
(32) 0162 x<3'/s
'(1Aj�0��148 X , IW,
1250
3,600 '
1075
�2 700'
- 2,700
27a4
2 700'
-,1 -4
9'fis
3'h--
(32} 0162-x 3?W
(32} -148 x 1'h
3 255
4 705
'S,"02D
5,020.
5,020
2,800
,3 53D
3,765
, 3 765
3 7W,'
Double 2x Sizes
HTU26 2 (Min' },'
3'/a
3�i6
5'h6
31h
(20) 0162 x 3'%z
{14} 0148 x3, `
1515
, 2 940
I�Cs
3;500
3,500
1305 ;
2,205
2205
2 205
2 205
HTU26';2 (Max.):S
5'Iz
3 a
5Ttis
31W
(20) 0162 x'31/z
(20}10148 x 3
1,910
,2 940
(,
3,5011
3 500
1645-
"2 205
2,205
2 2,45
2 205
HTU28-2 (Min.)
31A
3-51.
71/ia
3'/z
(26) 0.162 x 3'/z
(14) 0.148 x 3
1,490
3,820
3,980
3,980
3,980
1,280
2,865
2,985
2,985
2,985
IBC,
HTU28-2 (Max.)
71/4
35/ia
71/ia
31/z
1 (26) 0.162 x 31/z
(26) 0.148 x 3
3,035
3,820
4,315
4,655
5,520
2,610
2,865
3,235
3,490
4:140
FL,
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 'A' and'W", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector° software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUG products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/16" or greater, at 100% of the table load.
Specify HUG.
• HU is available with one flange concealed when the W dimension
is less than 25/,6" at 100% of the table load. Specify as an `X'
version and specify flange to conceal.
• For any HU or HUG shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 3 4" x 2W' Titer) 2
screws (Model 71TN2-25234H1 for GFCMU. Follow all
installation instructions and use the loads from tine sawn
lumber or BNP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation: - -
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 1 3/4' — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/6"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/,6"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's .
load capacity.
• Titen Installation Tool Kts are available. They include a
3/,6" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/e" is required as shown in Figure 1 for full uplift load.
• VV'here 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
SIMPSON
,:
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.) -
•J* These products are available with additional corrosion protection. For more information, see p. 15.
.............. .... .
Stantlard
Concealed'
GFCMU'
Concrete.',,.'
Tilen" 2
Joist
'Apli
,�160)
(too..
Uplift
"(16 01,
Down .
(1001 2
HU26
HU26X
(4) 1/4 x 2 3/4
(4)1/4 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
,HU28 X ,545_
(6 '/�
xI 1/2
- 54 5,
i5OD
" P
�",��7601
�2,400
HU24-2
HUG24-2
(4)1/4 x 2 3/4
I (4)1/4 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
HU26-3 (Min.)
HUC26-3 (Min.)
(8) 1/4 x 2 3/4
(8) 1/4 x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12) 1/4 x 2 3/4
(12) 114 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HO �ii-`2, Oin'.,)'
HUC287 -2
X 23/4
(10), 114 X 13/4
500
-7M�
5""'
2
H 2,�2�(Max U 8
H q?8-
x
8,
-,A 920
HU210
HU210X
(8) 1/4 x 2 3/4
(8) 1/4 x 1
(4) 0.148 x 1112
545
2,000
760
2,415
HU210-3 (Min.)
HUC210-3 (Min.)
(14) 1/4 x 2 3/4
(14) 1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18) 1/4 x 2 3/4
I (18) 1/4 x 13,4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
MXI. "I I
3
x i 1.
,
, j
HU212-2 (Min.)
HU0212-2 (Min.)
(16) 1/4 x 2 3/4
(16) 1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22) 1/4 x 23/4
(2 2) 114 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5.085
H lz_�fflMax
17�� -j
A1UtZIZ_.J,t[va�.)
' J��),��X�'14,_
K4) X-, 174 1
I�j
k
UY"j,
'01
Z),kTjI'I
HU214
HU214X
(12) 114 x 21/4
(12) 114 x 13/4
(6) 0.148 x 11/2
1,135
2,665
11135
2,665
T-2 (Min'
(18) 1/4 x `2'
1/4
'15 5
F
HU214' 2 (Max.),,
jM -
ax
(2�) 1/4
4
005,
2,
'Q1P_
085 f"
HU214-3 (Min.)
HUC214-3 (Min.)
(18) 1/4 x 2 3/4
(18) 114 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(2 4) 1/4 x 2 3/4
(2 4) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU2161 =
-HU216X
x 23/4
(18)1/4 1-
1;1h
515
:�_2162'0
HU216-2 (Min.)
HUC216-2 (Min.)
(2 0) 1/4 x 2 3/4
(2 0) 1/4 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26) 1/4 x 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)
HU7 (Max.) (Not available)
(12) 114 x 2 3/4 (12)1/4x1314 (4)0.148xll/2 545 1 2,980 1 760 2,980
(16) 1/4 x 2 3/4. I (16)1/4xl3/4 (8)0.14801/2 1,085 1 3,485 1 1,085 3,485
T,'
dLJ9 {Max) (Notavailable)x 2�/, 4) 1
HU11 (Min.) (Not available) (2 2) 1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230
HU11 (Max.) (Not available) (3 0) 1/4 x 2 �14 1 (3 0) 1/4 x 1 -/, 1 (10)0.14801/2 1 1,445 3,735 1,445 3,735
38
fl
STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES
B/SKIfT LAN
UPLIFT/SHEAR ANC
r
i
IBBON BOARD- SEE
CHEDULE FOR SPACING t
ASTENING TO TRUSSES
WALL -
EACH TRUSS -SEE 5/SKI SEE SEE PLAN
PLAN
NOTE: ADVL FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARING A
SCALE: NTS SKI '
I'
i,
` r
■I_I■■I.I
a�a�aa�a�aa�
ROOF SHEATHING- SEE
6OFFIT/FA5CIA- SEE ARO
RAISED HEEL ROOF TRUSSES
-SEE PLAN
W
N
RIBBON BOARD -
SEE SCHEDULE,
FOR SPACING d
FASTENING TO w
N
TRUSSES
WALL SHEATHING -SEE PLAN
MIN. 15/32' CDX PLYWOOD OR
i
1/I6' OSB WITH 8d GUN NAILS
(0.131' X 2 1/2') 0 6' O.C. TO
UPLIFT/SHEAR GYP. CEILING -
RIBBON BOARDS
ANCHOR EACH SEE PLAN a
TRU55- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTOWALL
INTO END GRAIN OF ROOF TRUSS
-
BOTTOM CHORD
SEE PLAN
RAISED HEEL TRUSS BEARING B
SCALE: NTS SKI
RIBBON 5GHE[DULEc
DESIGN CRITERIA
RIBS N MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
vult=165 MPH
(2).12d GUN (0.131' X 31)
(Vasd=125 MPH)
2-'4 SPF02
24'
TO EACH TRUSS, (4)
EXP. B,
ENCLOSED
!
NAILS AT JOINTS
VUIL=180 MPH
I
12112d GUN (
(Vasd=139 MPH)
2 �4 5PF�1
Ib'
(S, 4)
TO EACH TRUSS,
EXP. C;
ENCLOSED
NAILS AT JOINTS
rd�
wa54.B
SK.1
January,l.,Q,,2'ff2O-
.0 . atpoiftet.Ccintractiort dA, rh&fica-, Inc...
3900 Avenue G, NW
Wiriter...B06n, FL,338,86,:-62°QA
Dear Mafia;
It"has mOlt6myattention -:ihatsomequestions were raised; concerning . ]8,," didiriet&r
ho!46sifl- t3h' fti- t'h*&,c.'h:o:f&'(W.-'id& fiwEi) of sy.s,Q ga,bleend trusses o gllow for,
threaded tbd§ ii8ed fdr If' hese:kable,endsare over continuous s,!Apppw,
face aglng".,any connector phit&s, "or -wrtical ,webs thep:
n ,rep -a. rj�peq_jr truss pbrrts;.-��; f, - t- -f q-1 -."j;: . d'.
o, i required e�e 0, .00.r ca! san dddftioinal
load..
If you, ha"ve", any questions;, please give me a;.call
�,�``�,�1NW�1tr�rf���f
Q
0750 Forum .Drive, Syite, Orlando, P,nd,pl, FL 3282.1'- (OQQ) 521 -Q7QO,--{863),422-,8O85
eitw-.com.
m"'004, , n, I il. - I
7hs dxurent hfabeen dectronicaW sJWwd
and seated using a Uigft SweUs. fltintod
copies ioviftiA an on and siW�atro nwst by
Yefilledusing" original elecT mc1fersfon.
COA #0 278
03/10/2021
Sao. 70M 1
,. SATE
ALPINE
AW aw coMPANY
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www.alpineitw.com
F x
Custorrieri Carpenter -Contractors of America
Job Number. N334504
Job Description: 7A5/320 ,182ED,F ,02G ,Rl01 / 1828/CAL114EBB ELEV.D/F
Address
Jdh'ia ineErdn Criteax . Nr ,
Design Code: FBC 7th Ed. 2020 Res
Inte1/iVIEW Version: 20.02.00A
JRef'#° 1 XX89750176
Wind Standard: ASCE 7-1.6 Wind Speed (mph): 160
Design Loading (pso. 37.00
Building Type: Closed
This ,package contains general notes pages, 29 truss drawing(s) and 5 detail(s);,
1
069.21.1632,52209
Al
3
069.21.1632.52741
A3
5
069.21.1632.52180
A5
7
069.21.1632.52444
A6'
9
069.21.1632.52569
A10
11
069.21.1632.52554
A14G
13
069.21.1632.52803
B2GE
15
069.21,1632,52631
C2G'E
17
069.21.1632.52820
D2
19
069.21.1632 52600
V4
2.1
069.21.1632.52538
EJ7
23
069.21.1632.52882
EJ3
25
069.21.1632.52898
CJ5
27
069.21.1632..52743
CA
29
06921.1632.52709
HJ3A
'.i1
GBLLETIN011'8
33
VAL1`80160118
2;
069.21.1682.52492
AM
4
069.21,1632.52242
A4
6
069.21.1632,52632
A5GE
8
069.21.1632.52194
A8
10
069.21.1632.52459
Al2
12'
069.21,1632.52210
131
14
069.21.1632.52241
C1'.
16
069,21.1632.53054
D1
18
069.211632.52944
D3G
20
069,21.1632.52975
V8
22
069.21.1632.52867
EJ7A
24
069.21.1632.52195
EJ2
26
069.21.1632.52928
CJ3
28
069,21.1632.52522
HJ7
30
A16015ENC160118
32
CNNAILSP1014
34
VALTNI60118
Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 4:3527 PM
T
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.org.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl 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
FROM: RWM Qty: 16
6'1"7
6'1"7
Job Number: N334504
,7A5/320 ,182ED;F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: Al
12'1115 i 19,10" 26'8"1
W1,08 6'10"1 + 6'10"1
= 5X5
E
�'T 10'
10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 47-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
39'8"
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):
0
9'10"
29'8"
Cust:R8975 JRef:1X3L89750176 T10
DrwNo: 069.21.1632.52209
TCE / YK 03/10/2021
33'69 39'8"
6'10"8 6'17
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
VIEW Ver: 20.02.00A.1020.20
,� r .� w• `r
i► �°� �t
03/10/2021
10, 1'
39-13"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1711 /- /- /961 /309 /444
H 1711 /- /- /961 /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, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for 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 Joint9Details, unless noted otherwise. f�efer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the ANMCOWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses: A seal on this drawn or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitabilioy and use of This Suite Fos
drawing for any sfructure 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:250030/ COMN Ply: 1 Job Number: N334504 Cust:R8975 JRef:1X3L89750176 T25 /
FROM: ALS Qty: 1 , A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52492
Truss Label: A1A �TCE / YK 03/10/2021
7'11 "2
T11"2
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) 1 X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.1280" gun nails @ 6" oc.
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.
12' 17'1"12 19'8"410"i 23'8"
4'0„14 f 51"12 2'310"
3,9"3 1 2'1"12 3'
11'10"4 14' 17'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
=6X6
F
39'8"
31'814 39'8"
8'0"14 7'11"2
68" + 80"11
23'8" 31'8"11
Defl/CSI Criteria
PP Deflection in loc 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
Creep Factor: 2.0
Max TC CSI: 0.791
Max BC CSI: 0.896
Max Web CSI: 0.765
JE. HS (VIEW Ver: 20.02.00AA020.20
Laterally brace Bottom Chord above filler at
24" oc, including a lateral brace at chord ends
(Not required if 5-0-0 section of lower Bottom
Chord is removed as noted (*)).
" •F
l
♦ �+mm®aoae r� °°"r
03/10/2021
7'11"5 1'
♦ 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 proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for of
lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310,
as applicab-le. Apply plates to each face. o truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to A LPI N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANnW COMVANY
truss in conformance with ANSI 1, or for handling, shipping,. installation. and bracinqqof trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.cr ; SBCA: sbcindust .com; ICC: iccsafe,or ; AWC: awc.org Orlando FL, 32821
SEQN: 250031 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750176 T2 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52741
Truss Label: A3 1 YK 03/10/2021
6'1"7 121115 19'10" 244" 33'6"9
6'1"7 610"8 6'10"1 4'6" 9'2"9 6'1"7
=5X5
E
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
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
Wnd Duration: 1.60
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1; B3,B4 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N;
Bracing
(a) 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.
B3
1114X4
20'8" i5181,i 13'4"
9110.. 4'6" 5'4"
19'10" 24'4" + 29'8"
Snow Criteria' (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
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
Ver: 20.02.00A.1020.20
COA
summoN
03/10/2021
u>
o
10, 1'
39'8"
♦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 /147 /-
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
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper!v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. Apply piates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Defer to A L Adkhk,
N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANMCCWA
truss in conformance with ANSI/l PI 1, or for handling, shipping,. Installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawingg indicates acceptance of professional en Ineering responsibili(t�� solely -for the design shown. The suitability and use of This
drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 250032 / HIPS Ply: 1 Job Number: N334504 Cust: R 8976 JRef:1X3L89750176 T9 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F Dnallo: 069.21.1632.52242
Truss Label: A4 SSB / WHK 03/10/2021
6-1 "7
12'615 + 19,
6'S"8 6'5"1
� 10
10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Sot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
:5X5=5X5
E F
39'8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
WAVE
27'1"1
6'S"1
9.10"
Defl/CSI Criteria
PP Deflection in ]cc L/defl 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
VIEW Ver: 20.02.00A.1020.20
�..,.- o i � ••yr%P
Bd�lA�fdfPl
�y gpawaamss��' 6j^�f ''r��
®® o.70$ I
0 s
a a
°a
a
„ a®,T 0 a
ZYe�Oem�ia,
CON
IONA
03/10/2021
33'6"9 39'8"
6'5"8 6'1'7
10' 1'
39'"8+
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- A /963 /310 /427
1 1556 /- /- /963 /310 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
I 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
sses require extreme care in fabricating, -handling shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
nponent Safety Information, by TPI an 'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
ing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
ched rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
applicabge. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
Brings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ine, a division of ITW Build inj Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
s in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page
ng this drawing indicates acceptance of professional engiineenng responsibili�v solely -for the design shown. The suitabiliff' and use of This
,ving for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2.
more information see these web sites: Alpine: aloineitw.com: TPI: toinst.oro: SBCA: shcindustrv.com: ICC: iccsafe.oro: AWC: awc ora
LAME
COWAW
- 6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN:250033! HIPS Ply: 1 Job Number: N334504 Cust:R8975 JRef:1X3L89750176 T8 /
FROM: RWM City: 1 ,7A5l320 ,182ED,F ,02G ,RI01 / 1828/CAL1/4EBB ELEV.D/F DrwNo: 069.21.1632.52180
Truss Label: A5 �SSB / WHK 03/10/2021
7'10"14 1 17' ')' 22'6"
7'10"14 9'1"2 5'8"
:5X5 =5X5
D E
39'8"
10:
1' 9.10"
I'
r 1019,10"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Sid: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: . 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA -
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 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; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
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): 0.112 1
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.755
Max Web CSI: 0.989
VIEW Ver: 20.02.00A.1020.20
. 'y4
C 0. 708 1
i D
° 0
Q
q
S 0
C0A%7�rQ�- ��,•
03/10/2021
i
10' 1'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1552 /- /- /965 /318 /386
G 1552 /- /- /965 /318 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
D - E 1352 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1373 J - 1 1695 - 842
K - J 1695 - 863 I - G 2393 -1352
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 498 -448 E - 1 770 -435
K - D 770 - 435 I - F 498 - 448
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r satPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propersv attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildingc� Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN mvmAmANv
truss in conformance with ANSI PI -1, or for handling, shipping,. installation and bracing of trusses. A seal.on this drawin or cover page 675o Forum -Drive
listing this drawing indicates acceptance of professional enc�meenng responsibilittyy solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: aloineilw.com: TPI: toinst.oro: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.cra Orlando FL, 32821
SEQN: 250065 / COMN Ply: 1 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750176 T11 !
FROM: RDP Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52632
Truss Label: A5GE / 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 "
�1711'15 11'4 "H�'6'2
.3'15 4 ' 1 2
517 9'10' 1 '3' 1910' 21' 31'10'7 3'9' 39'0'
9 r� 1 t 2 2 ;) 7aT91�
�1rrj
,= 10'8' r7-I 05K9
K
F7' 10' 111'4 1712 5' 3'9' T
10' 19'9'4 27 25'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W7,W14,W15,W16 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"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.
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to 56 plf at 10.67
TC: From 76 plf at 10.67 to 76 plf at 32.67
TC: From 56 plf at 32.67 to 56 plf at 40.67
BC: From 20 plf at 0.00 to 20 plf at 39.67
BC: 128 lb Conc. Load at 23.21,23.79
PL: 136 lb Conc. Load at (23.27, 9.98), (23.80.9.98)
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
•member design.
Wind loading based on both gable and hip roof types.
21'11"12
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):
-! 13712 -I
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.106 AE 999 2,
VERT(CL): 0.211 AE 999 2,
HORZ(LL): 0.044 1
HORZ(TL): 0.088 1 -
Creep Factor: 2.0
Max TC CSI: 0.646
Max BC CSI: 0.645
Max Web CSI: 0.957
Ver: 20.02.00A.1020.20
a a
e h
� s
y w
COA
03/10/2021
♦Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 769 /- /- /504 /323 /444
AS 2335 /- /- /945 /990 /-
Z 1079 /- !- /484 /352 A
T 519 /- A /398 /219 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
AS Brg Width = 8.0 Min Req = 2.8
Z Brg Width = 8.0 Min Req = 1.5
T Brg Width = 8.0 Min Req = 1.5
Bearings B, AB, Z, & T are a rigid surface.
Bearings B, AB, Z, & T require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C .
465 -1090
I - J
391
-195
C - D
335 - 815
J - K
390
-199
D - E
399 - 762
K - L
536
- 262
E - F
411 - 759
L - M
608
- 296
F - G
397 - 678
M - N
506
- 244
H - 1
377 -185
S - T
228
- 610
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B -AH
922 -479
AA- Z
375
-227
AH-AG
486 -261
Z - Y
388
- 286
AG-AF
486 -261
Y - X
388
- 286
AF-AE
486 -261
X - W
491
-156
AE-AD
486 -261
W - V
491
-156
AD -AC
486 -261
V - T
491
-156
AC -AB
479 -325
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
AH-AI
518 -256
AB -AR
304
-482
AI-AJ
555 -273
AR -AS
445
-568
AJ-G
519 -269
AW-Z
272
-747
G -AL
514 - 933
AW- N
237
- 676
AL -AN
498 -920
N -AX
683
-357
AN -AP
519 -955
AX-X
690
-352
AP -AC
540 - 984
X -AZ
301
- 478
AC- K
792 -505
AZ -BB
275
-472
K -AB
546 -1366
BB- S
326
- 457
**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 83, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANRWCOMVANV
truss in conformance with ANSI/I PI 1, or for handling, shipping,, Installation and bracing4 of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional encLmeering responsibility solely -for the design shown. The suitability and use of This
drawing for any s9r'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250035 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRefAX3L89750176 T7 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52444
Truss Label: A6 �SSB / WHK 03/10/2021
7'10"14 15, 24'8" 31'9"2 39'8"
7'10"14 7'1 "2 9'8" Tl "2 7'1014
6X6 = 6X6
D T3 E
10,
10,
91101,
19,10"
39'8"
10,
39'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.159 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 1562 /- /- /962 /328 /346
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.298 J 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.061 1 - -
G 1552 A /- /962 /328 /-
Des Ld: 37.00
EXP: C Kzt: NA Mean Height: 15.00 ft
HORZ(TL): 0.115 I - -
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.913
G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Sid: 2014
Max BC CSI: 0.760
Bearings B & G are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.474
Bearings B & G require a seat plate.Members
Loc. from endwall: not in 9.00 ft
FTlRT:20(0)/10(0)
not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
o n
"unwer
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 I - 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
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%
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9
A.
COAb;910'NsumnioOee'/7`.
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOW—
truss in conformance with ANSI/l PI 1, or for handling, shipping,. Installation and bracingof trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilit�yy solely -for the design shown. The suitability and use of this
drawing for any s9r'ucture is the responsibility of the Building -Designer per ANSI/Tr 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.orq Orlando FL, 32821
SEQN: 250036/ HIPS
Ply: 1
Job Number: N334504
Cust: R8975 JRef:1X3L89750176 T6 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1632.52194
�SSB
Truss Label: A8
/ WHK 03/10/2021
6'9"4 13' 19'10"32'10"12
39'8"
6'9"4 6'2"12 6'10" 6'10"
6'2"12 6'9"4
:5X5 1112X4 ; 5X5
D E F
12
6 'k2X4 W
C
62X4
o,
o_
G
Un
'O W3
B
A
H
I �88
4X6(A2) -5X5 =5X8 =5X5=4X6(A2)
39'8"
10' 9'10" 9110..
10, 1'.
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl 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 A A /953 /716 1305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 A A /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
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Br g Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.543
psf
H Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754
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
Top chord: 2x4 SP #2 N;
C - D 1925 - 2523 F - G 1925 - 2523
Bot chord: 2x4 SP #1;
D - E 1973 - 2289 G - H 2O14 - 2780
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2421 -1686 K - J 1982 -1323
member design.
L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 381 - 339 K - F 425 - 401
L - D 535 -183 F - J 535 -183
D - K 425 - 401 J - G 381 - 339
yytts►satslssvrtrarytrrof
E - K 585 -391
0
$ 4 0. US 1
S s
Y s
o �1qy. �gpgg� }per] .�
Ri :ilIONAL `
COA#
(3/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI andSBCA) r safety to these functions. Installers temporary
practices prior performing shall provide
bracing per BCSL Unless noted otherwise, top chord shall have propeg attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
of
as applicable. App�y plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not, be responsible for any deviation from this drawing,.any failure to build the ANMCOMVANV
truss in -shipping,,
conformance with ANSI 1, or for handling, lnstallatlon and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional encLmeering responsibility solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TXI 1 Sec.2. Suite 305
For more information see these.web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250037 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1X3L89750176 T5 /
FROM: RWM
Qty: 1
7A51320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1632.52569
Truss Label: A10
SS I / WHK 03/10/2021
5'9"4 11' 19' 28'8"
33'10"12 39,8"
5'94 5'2 -12 8' 9'8"
5'2"12 5'9"4
_5X5 =5ET35 �5X5
D
F
T 12
6 ,2C4 W
2X4
b (a) (a)
G u7
rn W3
io
io
B
A
H
3�
I
4X6(A2) _ L _ K
=5X5 =5X8 =5X5
J
4X6(A2)
39'8"
10' 9'10" 9'10"
10 1
10' 19'10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc 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 1718 l264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - -
H 1556 A /- /940 f718 A
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.127 J - -
Wind reactions based on MWFRS
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 FBC 7th Ed. 2020 Res. Max TC CSI: 0.934
BCDL: 5.0 psf
H Br Width = 8.0 Min Re
9 q = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752
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)/l0(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
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE;
C - D 2057 - 2533 F - G 2066 - 2539
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
member. Attach with 0.128x3" gun nails @ 6" oc.
E - K 789 -534
�y�t{{t{{t{{t411f11{ 11
w`
Wind H.
`���i
Wind loads based on MWFRS with additional C&C •s�pO"4 °Ae,/°�
member design.$°��°;E•
Wind loading based on both gable and hip roof types.
C3. �� •m
a
S f i6 0 a
S m
®����eatoaufl
o•P00 ��1�
'
COA f# dAL �•`'`
t041no ,0
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 TPI and SBCA) for safety to these functions. Installers
of BCSI (Building
temporary
practices prior performing shall provide
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attache,. ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin$Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANR CCWAW
truss in conformance with ANSI 1, or for handling, shipping,, installation bracin trusses. A this drawing
and of seal on or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional en meering responsibility solely or the design shown. The suitability and use of0 is --
drawing for any structure is the responsibility of the Building -Designer per ANSVTP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250038 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1X3L89750176 T4 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALIl4EB6 ELEV.D/F
DrwNo: 069.21.1632.52459
Truss Label: Al2
SSB / WHK 03/10/2021
30'8"
39'8"
9' i
6X6 T2 5D5 —4E4 T3
=6X6
F
,2
6
T
T
b (a) W (a)
W5
B
T A
G In
T3
H
4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2)
39'8"
10' 9'10"
10,
10'
19'10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 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 l720 /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 Mean Height: 15.00 ft HORZ(TL): 0.150 1
Wind reactions based on MWFRS
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 FBC 7th Ed. 2020 Res. Max TC CSI: 0.939
BCDL: 5.0 psf
G Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: hl2 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#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2250 -2705 E - F 2239 -2478
C - D 2238 - 2478 F - G 2250 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
D - E 2906 -3233
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - K 2330 -1856 J - 1 3176 - 2629
be equally spaced. Attach with (2) 8d Box or Gun
K - J 3174 -2647 I - G 2329 -1835
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
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 1 - F 718 -430
same size, species, grade, and 80% length of web
member. Attach with Oil28x3" gun nails @ 6" oc. yi tit48ttip►//@1rtty
Wind��
Wind loads based on MWFRS with additional C&C
member design. ,°'��®e ✓
yr
"
Wind loading based on both gable and hip roof types. 4• o
s o. T08 1
° s
® r
' n �
a� Ai 000A
,ON fit,
f14'+���
gamutN 1
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 TPI SBCA) fo'r
of BCSI (Building
and safety practices prior to performing these functions. Installers shall provide
bracing BCSI. Unless noted otherwise, top chord shall have and bottom
temporary
have
per propery attached structural sheathing chord shall a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed BCSI sections B3, B7 or B10.
per
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildingQ Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOWA-
in
truss conformance with ANSI/TPI--1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawin or cover pacle 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of This Suite Fos
drawing for is the the Building -Designer ANS1141 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:1X3L89750176 T12 /
FROM: LPM
Qty: 1
7A51320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1632.52554
Truss Label: A14G
SSB / WHK 03110/2021
2 Complete Trusses Required
7' 17' 22'8" 32'8"
39'B..
7 10, 5'8" 10'
7
=6X6 =8X8 =8X8
12 C T2 D T3 E T4
=_6X6
F
Tiv) 6�
o
T
io B
G v
3� A
H
4X6(A1) =8X8 =8X8 =8X8=4X6(A1) 1
39'8"
�1' 10' 91101.9.10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sid: 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 /- /- /- /1427 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - -
G 3136 /- /- /- /1428 /-
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.121 1
Wind reactions based on MWFRS
Mean Height: 10.51 ft
NCBCLL: 0.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676
G Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507
Bearings B & G are rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.760
Members not listed have forces less than 375#
Loc. from endwall: NA 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 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
B - K 2752 -1257 J -1 4769 - 2187
Nail Schedule:0.128"x3", min. nails
K - J 4768 -2187 I - 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 - I 727 -1297
Loading
K - D 727 -1298 1 - F 1287 -417
#1 hip supports 7-0-0 jacks with no webs.tg�ts4strnrtatru�
r�
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types. 1
a *
7.0ia {� 1 s
$ i1. Y
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er+ pW�g
° dYi m
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COA tar
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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
Component Safety
of BCSI (Building
Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildinc Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANRWCOMFANV
truss in conformance with ANSI 1, or for handling, shipping,, installs ion and bracin of trusses. A seal on this drawn or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili(� solely -for the design shown. The suitability and use of this Suite Fos
-Designer
drawing for any structure is the responsibility of the Building per ANSI/T1 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: 250039 /
FROM: RWM
P
CD
4'3
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 "
COMN Ply: 1 Job Number: N334504
Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: 131
5'7"4 10'8" 15'8"12
5'7"4 + 5'0"12 60"12
8'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=-4X4
D
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):
21'4"
5'4"
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
g
o
o ,
P
0
"0% t +4t XA.
oOsrm OatHf�p Pm9,�,�4�``
COA
03/10/2021
Cust:R8975 JRef:1X3L89750176 T20 /
DrwNo: 069.21.1632.52210
SSB / WHK 03/10/2021
21'4"
5'7"4
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 864 /- /- 1529 1397 /229
F 805 /- /- /464 /361 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 1190-1344 D-E 1113 -1152
C-D 1104 -1146 E-F 1201 -1351
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1152 - 993 G - F 1161 - 955
H - G 795 - 539
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 471 - 284 D - G 394 - 335
H - D 383 - 322 G - E 479 - 289
—IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary.
r BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
aid ceilingg Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
le. AppTy plates to each face of truss and position as shown above and on the Joinf`Details, unless noted otherwise. Refer to
60A-Z for sandard plate positions. Refer to job's General Notes page for additional information.
ivision of ITW BuildinlComponents 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 bracing of trusses. A seal on this drawln or cover pale
lrawing indicates acceptance of professional engrneenng responsibility solely -for the design shown. The suitability and use of This
any structure is the responsibility of the Building -Designer per ANSIFr 11 Sec.2.
formation see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
ALPINEAN MCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250059 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRO:1X3L89750176 T3 /
FROM: HMT Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52803
Truss Label: 82GE / YK 03/10/2021
10'8"
10'8"
�— 4-8" 1 2'
(TYP) =4X4
F
m
rN
43 /
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
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 pit 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"
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.005 R 999 240
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.011 R 999 240
B* 125 /- /- /39 148 /11
HORZ(LL): 0.004 L - -
Wind reactions based on MWFRS
HORZ(TL): 0.006 R - -
B Brg Width = 256 Min Req = -
Creep Factor: 2.0
Bearing B is a rigid surface.
Max TC CSI: 0.323
Members not listed have forces less than 375#
Max BC CSI: 0.197
Max Web CSI: 0.091
V e r: 20.02.00A.1020.20
H.
4'•�°OD0°e• o f `d
Y� ,IYIA • CV
•
09
4�Q'9°®OAPosa.�na®'ag
COA 4(i'+�77 yQ 0 AL
3#dt9868N���
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
_ Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI.. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly
• attached ri id ceiling Locations shown for permanent 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 Buildingg Components Group Inc. shall not, be responsible for -any deviation from this drawing, any. failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracingp of -trusses. A seal on this drawing or cover pa e
listing this drawing indicates acceptance of professional engineering responsibilitty� solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or
ALPINE
AN fIW COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250041 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750176 T19 !
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52241
Truss Label: C1 SSB / WHK 03/10/2021
T
7'
5X5
C
14'
14'
7'
7' T
7' 14'
Loading Criteria (psi)
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 L/defl L/#
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):
IVIEW 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
p s
O (� �p�q
0. 7,08 1
°
i
a
°��Oam°u nr0®4�°.,��� ♦'��
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 588 /- /- /371 /272 /158
D - 527 !- /- /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, 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 properly attached structural sheathing and bottom chord shall have a properly
attached rigqid 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. Efefer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the nN nwco nvnNr
truss in conformance with ANSI 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 responsibilittyv solely -for the design shown. The suitability and use of This Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANS11TP1 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: 250061 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750176 71 !
FROM: RWM Qty: 1 ,7A5l320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.DlF DrwNo: 069.21.1632.52631
Truss Label: C2GE / 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 "
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;
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 plf 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' -f - 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 /- A /40 /50 /12
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
Ver: 20.02.00A.1020.20 I Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 - 403 H - E 511 - 403
e�a®
o.70$ I
s m
•
S� 000A
• e -a
�� � nar��rr•®Igp 17�t+�
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 bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's 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 M—COWA.
truss in conformance with ANSI/TPI 1, or for handling, shipping,Installation and bracinq of trusses. A seal on this drawing or cover pa a
listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for 6750 Forum Drive
or the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite Fos
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250043 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750176 T13 /
FROM: LPM city: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.53054
Truss Label: D1 / WHK 03/10/2021
5'
5'
=4X4
C
10,
5'
12
6
(`7
B D in
A E 8'8"
F
2X4(A1) III2X4 = 2X4(A1)
10,
1'51 5-
5' 10, 1
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.007 F 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.013 F 999 240 B 434 /- /- /286 /202 /134
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 F - - D 434 /- /- /286 /202 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.006 F Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5
TCDL: 4.2 psf D Br Width = 8.0 Min Re 1.5
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.345 g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.257 Bearings B & D are a rigid surface.
Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.081 Bearings B & D require a seat plate.
Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords TenS.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 522 -494 C - D 521 -494
Top chord: 2x4 SP #2 N;Bot Maximum Bot Chord Forces Per PI Ibs
We chord: 2x4 3; #2 N; Chords Tens.Com Chords Tens. Coin
Webs: 2x4 SP #3; P• P.
Wind B - F 396 -293 F - D 396 -293
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
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�y9P � ra® f% psi
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o 7,08 1
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i .
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AT 0 -
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lll
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have brac.•inq installed per BCSI sections B3, B7 or B10, —.
as applicable. Apply plates to each face o truss and position. as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of.ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANMCCWAW
truss in conformance with ANSI/) PI 1, or for handling, shipping,. installation and braciin4 of trusses., A seal on this drawn or cover pa a 675o Forum Drive
listing this drawin indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.or • AWC: awc.org Orlando FL, 32821
SEQN: 250044 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3La9750176 T26 /
FROM: LPM Qty: 1 , A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52820
Truss Label: D2 / WHK 03/10/2021
5,
5'
=4X4
C
10,
5'
12
6
cM
B D
q Et—
88
F
1112X4
=2X4(A1)=2X4(A1)
10,
5, 5'
1
5' 10,
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): 0.007 F 999 240
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.013 F 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.003 F - -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.006 F
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: 0.345
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 ft
Rep Fac: Yes
Max Web CSI: 0.081
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;
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
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 434 /- /- /286 /202 /134
D 434 /- /- /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 Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 - 293 F - D 396 - 293
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, hand ling shipping, installing and bracing.. -Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 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 riccttid ceiling Locations shown for of
lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face, o truss and position as shown above and on the Join f Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracingg of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitabil!fy and use of This Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 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 Odando FL, 32821
SEQN: 250057 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750176 T18 /
FROM: LPM City: 1 7A51320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52944
Truss Label: D3G I / WHK 03/10/2021
T
_o
4
3' I 7' 10, i
I 3' r 4' T 3' �1
4X6 = 4X6
12 C D
6� T
LO
B E
ALiF 8'8"
H G
2X4(A1) 1112X4 1112X4 =2X4(A1)
Im
3'1 "12 318118 3'1 "12
1 - 3112 + 610"4 10, 1
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
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(CL): 0.044 H 999 240
B 625 /- /- /- /316 /-
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.008 C - -
E 625 1- /- /- /316 /-
Des Ld: 37.00 EXP: C KZt: NA
HORZ(TL): 0.016 C
Wind reactions based on MWFRS
ei
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Building Code: Creep Factor: 2.0
B Br g Width = 8.0 Min Req = 1.5
Soffit: 0.00 BCDL: 5.0 f
ps
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 Std: 2014 Max BC CSI: 0.365
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.00 ft
Rep Fac: 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.
Wind Duration: 1.60
WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 467 - 962 D - E 467 - 962
C - D 389 - 842
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Special Loads
B - H 829 - 394 G - E 829 - 394
-----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
H - G 842 -389
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 pif 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
ytgesta9altfaattara htr;�J�or
BC: 52 lb Conc. Load at 5.00
e
Wind
�����^
�v®,Mp+aaa••aiy6
Wind loads and reactions based on MWFRS.+
Wind loading based on both gable and hip roof types.
V •° py •/;°�
0 p�
• S A9 0 • o
COa
r&lrvasnsKes��
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, hand lin 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 properly attached structural sheathing and bottom chord shall have a properly
attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE.
Alpine, a division of ITW Buildin$QComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANMCOWANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing,
or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibili%�rsolely-for the design shown. The suitabili y and use of this Suite Fos
Drive -
drawing for any structure is the responsibility of the Building -Designer per ANSI/T 1 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: 250045 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750176 T14 /
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52600
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 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
1'11"8 I 3-11"
1111,18 1'11 "8
12
6 = 4X4
B
A4X4(D1) =4X4(D1) C
0- 10'6"3
D
3'11"
`h
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):
WAVE
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
Ver: 20.02.00A.1020.20
03/10/2021
•'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
)er BCSI sections B3, B7 or B10
mess noted otherwise. f,efer to
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
D' 75 /- A /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#
Alpine, a division of ITW BuildinlgComponents Group Inc. shall not.be responsible for.any deviation from this drawing, any. failure to build the
truss in conformance with ANSI 1, or for handling; shipping,, installation and bracin4 of trusses. A seal on this drawing or cover page
listing this drawing indicates acceptance of professional engineering responsibilitty�r solely4or the design shown. The suitability and use of this
drawing for any s9r'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
ALPINE
7COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250046! VAL Ply: 1 Job Number: N334504 Cust: R8975 JRef1X3L89750176 T16 /
FROM: LPM Qty: 1 ,7A5/320 ,162ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52975
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 "
311"8
7-11"
3'11'T
3'11 "8
=4X64
12
6
N
1
=4X4(D1)
A
D
1112X4
7'11"
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
Wnd Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SIP #2 N;
Webs: 2x4 SIP #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 .
9'6"3
3'11"8 3'11"8
3'11"8 7-11"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or'=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.007 D 999 240
Loc R+ / R- / Rh / Rw / U / RL
E' 75 A A /35 /26 /8
Lu: NA Cs: NA
VERT(CL): 0.014 D 999 240
Snow Duration: NA
HORZ(LL): -0.003 D - -
Wind reactions based on MWFRS
HORZ(TL): 0.006 D
E Brg Width = 95.0 Min Req = -
Building Code:
Creep Factor: 2.0
Bearing A is a rigid surface.
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.266
Members not listed have forces less than 375#
TPI Std: 2014
Rep Fac: Yes
Max BC CSI: 0.192
Max Web CSI: 0.142
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
FT/RT:20(0)/l 0(0)
B - D 478 - 315
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
WAVE
n._ t a • ..,rrr
'b e
Q, /� fg # M
®b 0, 08 t
P
ipq� w
1tl9' S® AN
ONA
4®$ + a
tl q
�4�rr•rr.arP r��,t,�`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 handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) for saty practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attache. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, �.._
as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group -Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOWANV
truss in conformance with ANSI 1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawing or cover paWe 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitabiliffy and use of this
drawing for any s9ructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com: TPI: tpinst.oro: SBCA: sbcindustrv.com: ICC: iccsafe.cra: AWC: awc.ora Orlando FL, 32821
SEQN: 250047 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef,.1X3L89750176 T15 /
FROM: HMT Qty: 8 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52538
Truss Label: EJ7 KD / WHK 03/1012021
C
12711
12
6
O LID
co M
V'
B
A $,$„
D
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1,25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
7
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 D
HORZ(TL): 0.028 D
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
, H� r4i/j
�4• \aBiOp
o.708 I
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /- /249 /108 /208
D 125 /- /- /73 /- /-
C 174 /- /- 1128 /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#
COAL ((( �ri ®NA
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Pefer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not, be responsible for any deviation from this drawipg, any, failure to build the �,,,,�,CO,� W
truss in conformance with ANSI 1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawing 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
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; -TPI: t inst.or • SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250048 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRO:1X3L89750176 T21 I
FROM: HMT Qty: 6 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52867
Truss Label: EJ7A / 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 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 Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
B
Defl/CSI Criteria
PP Deflection in loc Udell 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
0V
Ver: 20.02.00A.1020.20
A� W a ,�
s ,
`
coo >N AL
�'
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 270 /- /- /179 /71 /186
C 126 /- /- /76 /- /-
B 177 /- /- /132 /171 /-
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 3759
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
require extreme care in fabricating, handlin shipping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) fo'r sa shipping,
practices prior to performing these functions. Installers shall provide temporary.
Crakper BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
d rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing -installed per BCSI sections B3, B7 or B10,
e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
conformance with ANSI fI PI 1, or for handling, shipping,. installation and bracingqof trusses. A seal on this drawing,
or cover pa4e
1is drawing indicates acceptance of professional enQneering responsibility solely -for the design shown. The suitability and use of This
1 for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
10111161111111
ALPINE
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250049 / EJAC Ply: 1 Job Number: N334504 Cusl: R 8975 JRef:1X3L89750176 T24 /
FROM: LPM city:
3 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52882
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 "
4P
Wind Criteria
Wind Sid: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: 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.
31
31
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
N
T
SO
O
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
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
VIEW Ver: 20.02.00A.1020.20
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 188 !- /- /157 f71 /100
D 52 /- /- /28 /- /-
C 65 /- /- /45 /66 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#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigqid 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 ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the n+"Nrconw�wN
truss in conformance with ANSIITPI 1, or for handling, shipping,, installation and bracinaof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilify and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250050 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750176 T23 /
FROM: RWM Qty: 2 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52195
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 "
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: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wnd Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min, toe -nails at bottom chord.
12
2X4(A1)
21
21
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
T& 918114
cM
T 818"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
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
,'P...
a
e
0.708 1
0 r 4.
COAL
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 157 /- !- /140 /54 /52
D 32 /- /- /18 /- A
C 34 /- /- /20 /26 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearings B, D. & C require a seat plate.
Members not listed have forces less than 375#
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have �roperr attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face o?truss and position as shown above and on the JoinoDetails, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for -any deviation from this drawing, any, failure to build the
truss in conformance with ANSI Q PI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawingor cover page
listing this drawing indicates acceptance of professional engiineenng responsibili(�r solely -for the design shown. The suitability and use Nis
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or
ALPINE
AN nW COWAW
6750 Forum Drive
Suite 305
Odando FL, 32821
SEQN: 2500511 JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750176 T34 1
FROM: JRH City: 4 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52898
Truss Label: CJ5 KD / YK 03/10/2021
C
11'2"5
12
6
co
T
CV c'M
cM
B
A $'8"
D
2X4(A1)
1,1 4'11"4 I
411 "4
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA B 256 /- /- /200 /88 1152
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 D D 89 /- A /51/-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.010 D C 118 A A /85 /116 /-
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS
TCDL: 4.0 psf B Br Width = 8.0 Min Re 1.5
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.549 g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.257 D Brg Width = 1.5 Min Req = -
Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearing B requires a seat plate.
GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE IVIEW Ver: 20.02.00A.1020.20
Lumber
Top chord: 2x4 SP #2 N;
Sot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
�tti18P11tP81tra�rrrrr
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$�P "ggmesaoaaa�o°" 4�,r,�fr'i�i
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r
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•o'®��®O •IIpA. �p'tl �lt
COA NNAIL
ktr14"1116"401�4�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, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r. safety practices prior to performing these functions. Installers shall provide temporary
bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for Permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents-Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the Mi co~
truss m conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encLineenng responsibilitty� solely or the design shown. The suitabilify and use of this
drawing for any sgructure is the responsibility of the Building -Designer per ANSIlTPI 1 Sec.2: Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250052/ JACK Ply: 1 Job Number: N334504 Cust: R8975 JRef1X3L89750176 T33 /
FROM: LPM Qty: 4 7A, 320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52928
Truss Label: CJ3 / WHK 03/10/2021
n
4"3
2' 11 "4
2' 11 "4
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- A /156 /71 /99
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.001 D
D 50 /- /- /27 A /-
Des Ld: 37.00
EXP: C KZt: NA
0.001 D - -
C 63 /- /- /44 /64 /-
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 It TCDL:
TCDL: 4.2 psf
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
BCDL: 5.psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.234
B Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.105
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 ItRep
Fac: Yes
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Bearing B requires a seat plate.
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20
Lurnoer
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.
as a .pllc
drawings
Alpine, a
truss in c
listing thi:
drawing t
For more
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........•°o•
COAKAIONAL
1�
waHa�st�1�'
03/10/2021
'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI.an fabricating, fo'r safety practices pnor 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
id ceiling Locations shown for permanent lateral restraint of webs shall haw bracin installed per BCSI sections B3, B7 or B10,
e. AppTy. plates to each face, of truss and position as shown above and on t�re Join Details,- unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ivision of ITW BuildinlgComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the
lformance with ANSIITPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page
Jrawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
any s ructure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2.
formation see these web sites: Alpine: alpineilw.com: TPI: tpinst.ora: SBCA: sbcindustrv.com: ]CC: iccsafe.ora: AWC: awc.ora
AL NE
mmco uury
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250053 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3L89750176 T29 I
FROM: LPM Qty: 8 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52743
Truss Label: CA / YK 03/10/2021
12
6 � C
4 3
1 If
11,r4
1
M
9'2"5
M. .
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- /145 f76 /45
BCDL: 10.00
Risk Category: 11
Snow Duration: NA
HORZ(LL): -0.000 D
D 11 /-2 /- /14 /10 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.000 D - -
C - /-15 /- /29 /33 /-
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.183
B Big Width = 8.0 Min Re 1.5
g q =
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.022
D Big Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Bearing B is a rigid surface.
Loc. from endwall: Any
FTlRT:20(0)/10(0)
Bearing B requires a seat plate.
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20
Lumoer
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
H. /,,,,,,
S s 0. Z08 i
e � r
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03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attacheU ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 53, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Build n,,$Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the �N mvm�m�Nr
truss in conformance with ANSI PI 1, or for handling, shipping,, installapon,and bracing of trusses. A seal on this drawing,
or cover pa!Me 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilit�r solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSIrrPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbc!ndust .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821
SEON: 250054 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750176 T22 /
FROM: HMT Oty: 2 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EB8 ELEV.D/F DrwNo: 069.21.1632.52522
Truss Label: HJ7 �TCE / YK 03/10/2021
5'3"5
5'3"5
9'10"1
4'6"11
Jol
12'2"3
12
4.24 a 2X4
C
v
n
M �
"v
B
T
4L33 A 8,8„
FE
2X4(A1) =4X4
1,5„ 9'2"2
9'2"2
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 0.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: No
Loc. from endwall: NA
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 #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
1 7"14
9'10'1
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.049 F 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- A /- /154 /-
VERT(CL): 0.092 F 999 240
HORZ(LL): 0.012 C - -
E 364 /- /0 /- /84 /0
HORZ(TL): 0.023 C - -
D 214 /- /- /- /177 /-
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.542
B Brg Width = 10.6 Min Req = 1.5
Max BC CSI: 0.670
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.261
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#
VIEW Ver: 20.02.00A.1020.20
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
H.
♦ CO PW OOOP e• I t
e
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ikdrksev�ratiftelw
03/10/2021
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawinq or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engmeenng responsibilit�yy solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building0 esigner per ANSI/YPl 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250055! HIP_ I Ply: 1 Job Number: N334504 Cust: R8975 JRef:1X3L89750176 T17 /
FROM: LPM Qty: 2 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1632.52709
Truss Label: HJ3A �TCE / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
12
4.24 T 1 0'2"6
ti
B r-
CV
A C�
$rpu
D
4'2"3
�- 1'5"
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 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
Wind Duration: 1.60
Lumber
Top chord: 2x4 SIP #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 Sid: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 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
.,a�'� lye fi. pp���ti�r.
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03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 84 A /-
A /45 /-
D 28 A /-
/7 /- A
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
> require extreme care in-fabricatinq handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI an in-fabricating,
fo'r safety practices prior to performing these functions. Installers shall provide temporary.
per BCSI. Unless noted otherwise, top chord shall have Proper)v attached structural sheathing and bottom chord shall have a properly
i rigid ceiling Locations shown for permanent latefel restraint of webs shall have bracing installed per BCSI sections B3, B7 or. B10,
stable. AppTy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW-Buildinq Components Group Inc. $hall not be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI Q PI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover page
1is drawing indicates acceptance of professional eng6neenng responsibility solelyorthe design shown. The suitability and use of c Is
I for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2.
ALPINE
ANR CC-AW
6750 Forum Drive
Suite 305
Orlando FL, 32821
Gable Stud Reinforcement Detail
ASCE •7-161w 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
Fir, 1pn mnh 1✓Ir,4 c.,ee.a IRI rre u..r..r, o..,.. 1_11. r.__, --- I - ___ .. _ .....
S
2x4 Brace
Gable Vertical
pacing Species Grade
No
Braces
(1) lx4 'L' Brace x
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace xx
(1) 2x6 'L' Brace x
(2) 2x6 'L' Brace x
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
S P F
#1 #2
-0) U
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1''
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
HF
Stud
3' 8'
5' 9'
6' 1'
1 7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
o
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' ill
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
J '
S P
#2
3' 10,
6' 7'
6' 10,
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12, 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10' 11'
11' 8'
14' 0'
14, 0'
ai
F
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
Cj
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U
S P F
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10,
13, 9'
14' 0'
14' 0'
14' 0'
U
I� P
Stud
4' 2'
7' V
7' 6'
8' 9'
9' 1'
10' 5'
10, 10,
13, 9'
14' 0'
14' 0'
14' 0'
O
I�
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10, 5'
10' 10,
12, 8'
13' 7'
14' 0'
14' 0'
1
#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' 5'
6' 10'
8' 6'
9' 1'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Q1
1
D F L
Stud
4' 4'
6' 5'
6' 10,
8' 6'
9' 1'
10, ill
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
S' B'
6' 0'
7' 6'
8' 0'
10, 10,
11' 10,
12' 7'
14' 0'
14' 0'
S P F
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
MV
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
U
LJ P
Stud
4' 7'
8' 2'
8' 5'
9'8'10,
0'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
�I
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' B.
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
410'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
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' 1
14' 0'
14' 0'
D F L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
13' 7'
14' 0' 1
14' 0'
14' 0'
About
1upper
Diagonal brace option,
vertical length may be
doubled when diagonal 18,
brace Is used. I Connect
diagonal brace for 6000
at each end. Max web'L' Brace End
total length Is 14'.Zones, typ,
#2 or
iagonal r
Vertical length showningle 8,
In table above. e cut
n) at
iend.
Connect'dlagonnl nt
midoolnt :of vertical
AN rrW CO.
115141 Earth\ Cityl Expressway
1 \ suite% 242
\ 1 Earth\ City,l MO\ 63045
`lit 1U` Refer to chart 4l
wwWARNDKiww READ AND FOLLOW ALL NOTES ON THIS DRAWBm S
-IMPORTANT o FMIISH THIS DRAWM TO ALL awRAcTaRS DJCLUDM THE DISTALLERSC
Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing. Ref - t
Ulow the latest edition of BCSI (Building Component Safety Information, by TPI and SBClU fo g
•mctices prior to performing these functions. Installers shall provide temporaryy brndng pe E
,less noted otherwise, top chord shall have properly attached structural sheatWng and bo
,ail have a properly attached rigid ceiling. Locations shown for permanent later¢: restraint I
,.It have brocing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to eal
'truss and position as shown above and on the Joint Detalls, unless noted otherwise.
�fer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any devlatl
Js drawing, any fallwe to bullet the truss In conformance with ANSI/TPI 1, or for handling, ship]
-tallntian 8 bracing of trusses.
A seal on this drawing w cover page Usti g this droving, Indicates acceptance of professloral
gIr:V g responsmAty surely for the design shown The suitability and use of tNs drA.Ing
r any structure Is the responsd0.lty of the BultdIng Designer per ANSLTPI I Sect.
For more Information see this Job's general notes page and these web sites,
ALPINE, www.alpIneitw.coml TPI, www.tpinst.orgi SBCA, www.sbclndustryargl ICC, wwwlccsafemrg
4d 1 •+° �r `�
AL
%ih�outttP/10/2021
Bracing Group Species and Grades,
Group At
Spruce
Hen-FIr,
ql / q2 Standard q2 Stud
#3 1 Stud #3 liStanclard
Dou las Fir -Larch Southern Plnewww
#3 q3
Stud Stud
Standard I Standard
Group Bt
Hem -Fir
#1 & Btr
#1
Dou las Fir -Larch Southern Plnexww
#1 #1
#2 q2
Ix4 Braces shall be SRB (Stress -Rated Board).
wwFor.Ix4 So. Pine use only Industrlal 55 or
Industrlal 45 Stress -Rated Boards. Group B
values may be used with these grades.
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3.0' min) nails.
)K For (1) 'L' brace, space molls at 2' o.c.
In 18' end zones and 4' o.c. between zones.
)K)KFor (2) 'L' braces, space nulls at 3' o.c.
In 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 807 of web
member length.
Gable Vertical Plate Sizes
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Bullding Designer for conditions
not addressed by this detail.
Vertical Len th
No S lice
Less than 4' 0'
2X3
Greater than 4'', but
3X4
TOT, LD, 60 PSF
SPACING 24,0'
REF ASCE7-16-GAB16015
DATE 01/26/2018
DRWG A16015ENC160118
'T'
Reinforcing
Member
Gable
Truss
Gabe Detail
For Let -in VPrtic-nlq
Gable Truss Plate Sizes
ppropriate Alpine gable detail for
:e sizes for vertical studs,
Engineered truss design for peak,
!b, and heel plates,
vertical plates overlap, use a
ite that covers the total area of
lapped plates to span the web.
ei 2*2X4
2X8
vrovtde connections for uplift specified on the engineered truss design
Attach each 'T' reinforcing member with
End Driven Nallst
10d Common (0.148'x 3',min) Nalls at 4' o.c. plus
(4) nails In the top and bottom chords.
Toenalled Nallsi
10d Common (0.148'x3',min) Toenails at 4' o.c. plus
<4) toenails In the top and bottom chords,
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detall Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030ENDI00118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENCI00118, S20015ENC100118, S20015END10011 V61�Pf6ViQ,
S11530ENC100118, S12030ENC100118, S14030ENC 1 30 1001 j�
S18030ENC100118, S20030ENC100118, S20030 01 •* a4r..'blo*,'�+
See appropriate Alpine gable detail for maxim eklif (Zegg ,rdgr
'T' Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -nail - Or - End -nail
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) = 307 = 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
-DWORTAMTw"WARNING!"
THI DRAWING TAM wo °ALL �TRNQAC�s CLUDI G ME INST sc � S DRAVING! U. «8 I REF LET -IN VERT
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refr-f-i
�DATE 01�02�2018
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) f•practices prior to performing these functions. Installers sFwll provide temporaryy bradng pUnless noted otherwise, top chord shall have properly attached structural sheathing and bob!°fshall have a properly attached rigid ceiling, Locations shown for permanent lateral restrais'1i f:l lJ p9e DRWG GBLLETIN0118
shall have bracing Installed per HCSI sections B3, H7 or, B10, as nppUcnble. Apply plates to eaF� •.• w�t ,�
of truss and position as shown above and on the Joint Details, unless noted atherdse. • • its
PAe6I Refer to drawings 160A-Z for standard plate positions. `
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any de Wet[\n.
4•w.this drawing, any ing of to build the truss in conformance rlth ANS[/TPI 1, or far hnndting,shipch�,� ��`�+� MAX, TOT. LD. 60 PSF
AN lTW COMPANY Installation 6 bracing of trusses. page llsti g this drawing, Irdcates acceptance of professlorwl A seal m this drawing or cover
1\514\Earth\ City% Expressway engineering responsibility solely for the design shown. The suitability and use of this drawing A4pJ tY /10/2021 DUR. FAC. ANY
\ \ Suite\ 242 for any structure is the responsibAlty of the Building Designer per ANSI/TPI 1 Sec2. 41
1\Earth\City.\MO\63045 For more Information see this Job's general notes page and these web sites. MAX. SPACING 24.�e
ALPIND www.alpineitw.coni TPD www.tpinstorgi SBCA1 www.sbclndustry.orgi ICC, wwwJccsafeorg
NAIL SPACING DETAIL
MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN. DOUBLE NAIL SPACINGS
AND STAGGER NAILING FOR TWO BLOCKS. GREATER SPACING MAY BE
REQUIRED TO AV❑ID SPLITTING,
BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF
NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL,
LOAD PERPENDICULAR TO GRAIN
A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS
OF NAILS (6 NAIL DIAMETERS)
B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS)
C - END DISTANCE (15 NAIL DIAMETERS)
LOAD PARALLEL TO GRAIN
A - EDGE DISTANCE (6 NAIL DIAMETERS)
C - SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL
D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL
IF NAIL HOLES ARE PREB❑RED, SOME SPACING
MAY BE REDUCED BY THE AMOUNTS GIVEN
BELOW:
W SPACING MAY BE REDUCED BY 50%
XW SPACING MAY BE REDUCED BY 33% I
' DIRECTION
OF LOAD AND
NAIL ROWS
CXW A A NAIL
LINE
cW
I14:01C
W
J
Y
U
E3
pq
A
BX
B/2 )K
A J
TRUSS
MEMBER
LOAD APPLIED PERPENDICULAR TO GRAIN
C
DIAMETERS)
DIAMETERS)
ArTD TD I A
LOAD APPLIED PARALLEL
c)K)K
MINIMUM NAIL SPACING DISTANCES
DISTANCES
NAIL TYPE
A
B)K
C)K)K
D
8d
BOX (0.113"X 2.50'MIN)
3/4"
1
3/8'
1
3/4'
7/8'
lOd
BOX (0,128'X 3,°,MIN)
7/8"
1
5/8'
2'
1'
12d
BOX (0,128'X 3,25°,MIN)
7/8"
1
5/8'
2'
1'
16d
BOX (0,135'X 3,5",MIN)
7/8'
1
5/8'
2
1/8'
1 1/8'
20d
BOX (0.148'X 4,",MIN)
1'
1
7/8"
2
1/4"
1 1/8'
8d
COMMON (0.131'X 2.5°,MIN)
7/8'
1
5/8'
2'
1'
10d
COMMON (0,148'X 3,°,MIN)
1'
1
7/8"
2
1/4'
1 1/8'
12d
COMMON (0,148'X 3,25",MIN)
1'
1
7/8'
2
1/4'
1 1/8'
16d
COMMON (0,162'X 3,5',MIN)
1'
2'
2
1/2'
1 1/4'
GUN
(0,120'X 2.5',MIN)
3/4'
1
1/2'
1
7/8'
1'
GUN
(0,131'X 2.5',MIN)
7/8'
1
5/8'
2'
1'
GUN
(0.120'X 3.',MIN)
3/4'
1
1/2"
1
7/8'
1'
GUN
(0,131'X 3,',MIN)
7/8'
1
5/8'
2'
1'
c/2)"
NAIL
LINE
■wVARNBIIiru REAR NO FOLLOV ALL NOTES BN TIQS DRAWINGt 2t
--IW tTANT" Fl1RHISH TTOS BRAVING TO ALL CWTRACTEIRS IICLUDING THE INSTALLERS9
Trusses require extreme care N fabricating, handling, shipping, Installing and bracing. Ref
follow the latest editlon of BCSI (.w.g Component Safety Informatidn, by TPI and &H'Al far sr
practices prior to p,,for:ng these functions. Installers shall provide temporary bracing pe B
Unless noted otherrlse, top chord shall have properly attached structural sheathing and bo i
shall have a properly attached rigid celltrg. Locations shorn for pernnnent lateral restraint f
shall have brnUng Installed per BCSI sections 113, B7 or IIIO, as appticnble. Apply plates to ea2a
Of truss and as
P'
pposltlon shorn above and on the Joint Detnlls, unless noted otherrlse.
Refer -to drawings 160A-Z for standard plate positions. '
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatl�
AN ITW COMPANY
this drarinp, any fMure to build the truss In conformance with ANSI/TPI 1, or for handling, shll
Instnllatlon 6 bracing of trusses.
A seal on this drawtrg or cover page listing this drawing, YxDcntes acceptance of
115141Earth\City\Expressway
professlonnl
engineering responsbllity solely for the design shorn. The suttnMUty and use of this drarhg
11 Suite%242
for any structure hi tfne responsbNty of the Building Designer per ANSI/TPI 1 Sec2
1 \ Earth1 City,\ MO\ 63045
For more Information see this Job's general notes page and these web sitesi
ALPINE, wwcnlpineitw.comi TPA www.tpinst.orgi SBCAi rrwsbclndustrv.arm IC6 wwwlccsafearo
4,.,�
aww we �1`►J ��/,
N�fi•�•.
0/2021
REF NAIL SPACE
DATE 10/01/14
DRWG CNNAILSP1014
Volley DetQLil - wASCE 7-161 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�� Attach each valley to every supporting truss withi
535# connection or with (1) Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph, 30' Mean Height, Part. Enc,
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00
Or
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc,
Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown,
Valleys !short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 IMax, I-
2X4 X4
— 8-0-0 max
(I 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, 807 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 wlthi
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'-01,
Valle
Spacing
Pitched Cut
Bottom Chord
Valley
Square Cut
Bottom Chord
Valley
H.
..VARNBO" READ AND Fl9 r nV ALL NDTES DN THIS IDtAVINGI 0.
■.IlPORTANTo RJMSH THIS DRAVING TD ALL CONTRACTORS MMUDING THE MSTALLERS. i
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe�dd
foliov the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA)forrf$�y s e
practices prior to performing these functions. Installers shall provide temporary bra, per SL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bolt cho
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint o • • �7 i11 V •
shop have 6rac, In
per HCSI sections B3, B7 or BIO, as applicable. Apply plates to each $a
iiiiij of truss and pposklon as shown above and on the Joint Details, unless noted otherwise.°•• �4 • ,`r��trf
PIN
I Refer to draw ngs 160A-Z for standard plate positions. `tC
Alpine, n division of ITV Building Components Group Inc shall not be responsible for any deviation °°• { ••°'
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, e•stuana•
AN ITW COMPANY Installation 6 brndng of trusses.
\ \ 5141 Eadh1 Cil l Expressway A seal on this drawing or cover page Usti g this drawing, Irekates acceptance of professloral �! U ONAL
v P y engineering responsealty solely for the design sham The suitability and use of this drawing 44% NAL /10/2021
\ \ Suite\ 242 for any structure Is the responsibility of the BuAding Designer per ANSI/TPI I Sect. 7gaTst
\ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sltesr
ALPINE! www.alpineltw.comi TPD www.tpinst.orgi SBCAr wwcsbclndustry.orni ICO wwwJccsafe.cro
2X4 4X4
Stubbed Valley ❑Ptional Hip
End Detail Joint Detail
m
i usses
I Partial
Framing
: 2 '
O.C.
I Plan
,TC--LL
30
30 40PSF REF
VALLEY DETi
TC DL
20
15 7 PSF DATE
01/26/2018
BC DL
10
10 10 PSF DRWG
VAL180160118
BC LL
0
0 0 PSF
TOT, LD, 60 155157PSF
DUR.FAC,125/1.33I1.15 11.1'
SPACING 24.0'
Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�" 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 Hph 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 lbe permitted in lieu of fabricating from
separate 2x4 members,
Unless specified otherwise on engineer's sealed design, for vertico,t
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% lengtih 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 Con- joous
Lateral Restraint applied at mid -length of web is permitted with diafno,I
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',
All plates shown are Alpine Wave Plates, 4X4
2X4
12 J.3X4 Valle
12 Max, I Spacing
2X4 X4
Pitched Cut Square Cut Stubbed Valley Optional Hi
�---- 8-0-0 max Bottom Chord Bottom Chord End Detail Joint Detail
Valley Valle
4X4 Toe -nailed / y
s*
12 Z Cormon T-usses
12 Max, t 2 ' o, ,
X3
12 ll Set
1X3 6-0-0 10 Max, 1 a 4
1X3 (Max Spacing) 2X4 I? Y '� Q
1X3 SX4/SPL 1X3 SQ� 'AlIllil t4Fya�r�ltyfo7
4® ''',Common T usses
20-0-0 (++) ®a°•°°°°° Partial Framing
``•a~`� Plan
'• 'f .rr at 24 o,c,
Supporting trusses at 24' o,c, maximum spacing, � ,a
..vARWSH T `S AD AMWAVING FOLLAL "C TMTN=S RS TMSDICL WAVDING TH a• LL 30 30 40PSF REF VALLEY DETAIL
r.IlRQ2TANT>v FlittlISN THIS DRAVING TO ALL CQITRACTI?itS INCLl1DITXi THE INSTALLER
Trusses require extreme care 4i Fabrlcating, handling, shipping, Information,
b and bancing. , rFr
a TC DL 20 15 7 PSF DATE 01/26/ 0018
follow the latest edition of BCSI (BuRdIng Component Safety Information, by TPI and SBCA) e
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'-d $ A'� BC DL 10 10 10 PSF DRWG VALTN160118
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain of bs t`1 • �;
shall have bracing Installed per BCSI sections H3, B7 or B10, as appUcable. Apply plates to e e ! `,
of truss and position as shown above and on the Joint Detalls, unless noted otherwise. � • L__44'`++("✓ BC LL 0 0 0 PSF
Refer to drawings 16CA-Z for standard plate positions, 6
A P' "' Alpine, a division of ITV Building Components Group Inc shalt not be responsible for any deviatl ®.� .•'�' �� TOT. LD, 60 55 57PSF
this drawing, any failure to build the truss In conFarnnnce with ANSIRPI 1, or for hnndUng, shippi •°°(�•oa•
tattlan 6 bracing of trusses. AN fTW COMPANY Ins
e page llstImg this drawing, Indicates acceptance of professional
A seat on this drawing or cover S/
11514\ Earth\ City\ Expressway engineering responsibility solely for the design shorn. The suitnblUty and use of this drawing 4f�j � �10/2(]z 1
responsibility of the Building Designer per ANSUTPI i sec2 DUR,FAC.1.25/1.33 1.15 I.15
\1Sui1e1242 Vol any str7,ctrre Is the re
1\Earth\City,\MO\63045 For more Informatlon see this Job's general notes page and these web sites,SPACING 24,0'
ALPINE. rrw.alpineitw.comi TPI, ww►,tpinst.orgi SBCAr w—shclndustry.orgi ICC, wwwJccs4fe.org
1 "
I
1 e w VALLEY FRAMING & BRACING DETAIL
R
eC
h/2
01
Lumber Size and Grade Minumum Requirements
GENERAL NOTES
Purlins required T-O" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is Impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B, 1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® "CRIPPLE
ripples 4'-011 for 30 psf (TL) and 20 psf (TD) Max.
ce 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
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d 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
%, n`,r ""- AR` "'c"I 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 5'4" to 10'-0" Iony
nailed w/ 2 -10d (0.148"x3") nails. Or Wx r' or scab reinforcement nailed to flat edge
of cripple with 1 Od 50.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces w/ "T' or scab. Use stress
graded lumber & box or common nails.
Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
installed into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples If cripples fall between
lower truss top chords and lateral bracing is not used.
-Apply all nailing in accordance to current NDS requiremen rite
Nails are common wire nails unless noted otherwise. N,
S'16.*,DGEMSF•-
;
aVAF4aNGaw READ Nol FtL!" ALL NOTES ON TIaS MAVDiri
w aWMTANTo FURNISH T}OS DRAVD6 M ALL COKMACi1RS Dr„ CIM TIE INSTALLERS.
Trusses req,Me extreme care h fnbrtcatkg, hanfakg, sNppkg, Installkg and bratlrg. •Refer town
follow the Intact edition of SCSI MA kV Ccnponcnt Safety Information, by TPI and SBCA) for mist
practices prior to perfomk,p these furctlons. Installers shall provide tenporarY bracing per Bt
Unless rood otherelse, top chord shall have property att..h d struct—t sheathing and bottonih
shall have A ProPerlY attached rigid celkg. Locations shorn far perrarent lateral restra %t of G*
a jj �T� Tt� shall havebracIngposition
ionkisidtled per SCSI sections B3, 17 or Big, as npplkohle. Applydot plates to each r
�� l�j�\`V'll Deft is � pw 16D as foown above pt on the Jdnt Detolls, unless rated otherwise.
V wigs 160A-z for stoMora plate positions.
Npke, a &Aslon of rTV Baking Components Group Inc. shoe rot be msponsble for my deviation f
AN rTW COMiANY this alwwklg, any falure to build the teas kr conforname with ANSI/TPI 1, or for huxillro, 311pping,
kwullailon 6 brocinp of trusses.
A sent an this drawkg or cover page Sstkg this drawh g. a sam bi acceptance of proresshvW
� soWy for the design shown The suitability and use of this dmw6V
fernF.er+c
13369 LaWM.I Dro ar any sb�c Is respar."tty, of tha AArfg Desior per Att,SI/iPI 1 Sece.
Eadh City, MO 63045 For rare klfomaton see this Job's general notes page end these web sites
ALPM wwe4lpkeltwcoru TPL wwe.tpintory SWAj wee.sbdrdustryagl tCP mhaafeoro
i
STATE OF .7/'�
i - sy
N Al
,?o I
C
LL
20
30
40
54
IC
DL
10
20
7
7
PC
DL
0
0
0
0
BC
LL
0
0
0
C
TOT.
LD.30
50
47
61
DUR. FAC. 1.25/1.15
SPACING SEE ABOVE
REF VALLEY FRAMING
DATE 10/01/14
DRWG VACNV1801015