HomeMy WebLinkAboutTrussREFER To EN L
PACK FOR
CONNECTION.
0
r
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
W—
a
I
iV
N
a
I
N
SHINGLE
PLUM
Reviewed for Code
Compliance
91 Universal Engineering
Sciences
tAfvA.td( /-kcLt*aa, 7
f't1 Ltc 1t12001?-)eX-
0" 4'-4' - 21'-4'
39'-B"
Labeled End MOIic
Total Truss Quantity = 72
NOTE.
DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK CHARGES
WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE
DEPARIMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293-9487
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND
ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
0
III General Notes
1) FO paM dwd b=M fM b Pand flat
n
be kstmad W� nde .p.
2) A] hm— to be Slttpmon KM6 Ink= alhe wiw
tided.
8) b tnm Warin Is 24' O.C. t I afl—
Data&
4) Per Tnm Rob kw%b BC9-BI m mmeaddtm
ptro.a.•d x-bmdng W aid be plarad of a
mmrimm rpoft 15' 0.1 ataarm Bte apm, to
be mpeated at o ma>d me.t of 20' beben each
x-bate thtoogltwt the alrucb.
Please .: m BC9-81 for airy adgimd braft
dOIAL
ROOF LOADING SCHEDUL
TCLL = 20 PSF
TCDL = 7 PSF
BCLL • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
WIND SPD/TYPI= 160
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESIDENTIAL CAT H
WAND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FHC 2020
TPI 2014
Tmss member desiggn & connector plates
re designed fnr AS C . 7-10 and maximum
forces tram both mmponm.s and claddings
and main wind form resisting rystcros.
• These trusses hnvc been reviewed m carry an
addifional lOS psf load. nonat bottom chord live
load.
FLOOR LOADING SCHEDUL
TCLL o PSF
TCDL = PSF
BCDL = PSF
IIIITOTAL PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACi40NS AND UPL.II'1'3
ARE SHORN ON ENGHUM0 G,
PALL KEY
® 0
UmCRIPTION INIT. DATE
■m .� ay.. ervsa
LOAD# DESCRIPTION INIT. DATE
® am won avM atcns
tel eU .rtx worm
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE 4 N. W,
WINTER HAVEN FLORIDA 33880
PHDNE` (600) 959-8806
FAX. (863) 294-2488
BUILDER D.R. HORTON STATEWIDE
PROJECTCRIsEfISIDE
MODEL 1828/CALL/4EHB
CCA PROJ/MODEL/ALT
7A5/ 182EC,E/ 02
ALT DESC
OTC A&L"1'ewc,Ti°V' LAW
LOT 10 BLOCK
DESIGNER
PAGE
RFS
DATE
3 30 17
�N
334501R
SCALE
Sill "=1'
-' ENGINEERING PACKAGE
Builder: 1911 HORTON / STATEWIDE
Project: [71k5jli2���R� xszD�
Model/Building: 182EC,E
Lot Alt:H
Lot: 10 _ �� Block: _w Unit:
Address:
rfi -
E:
t
JobNumber: N334501
Revision Date: New Load #: [R!01
Reviewed for Code CARPENTER CONTRACTORS OF AMERICA, INC
Compliance
Universal Engineering 3900 AVENUE G. N.W.
Sciences
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ALPINE
March 1.3,1019 AN *CwPANY
Mr. Bob: Michaelis,
C.a.rO6ht6r:'Cohtrafct6It. 6f-Ameriiba, In&-
-390Q Avenue 0., N , bAhwast.
Winter Haiven,,Fl 33880-6201
Re: Altematht&lhs'till6tionsfor 6 single ply carried arri6d truss with a width less than the hanger width, and .'.
Woodblodki . g lq;�'qhiev6 full design load for face! -mounted: hanger -attkh'
, , "'" n . achieve. m6nt6n. a - one ply'
Supporting girder (Reference detail WA37-02)..
Dear Bob,:
Fora single ply carried-trusswith'a width less than *the h'ar'lgee.width -you can .install a. prefabricated lack
scab .truss:(*).fQrWqQd.filler- t IoQkItigi,-The ch.ord:sites-,:'c,hQrd..gre!Oes, to.
IJ&the. same as the sirig)e:plycamOd truss. The have a..minimum
length of 48" and witl.have* pit6h.:of 5/12 The single ply. carriedtr
uss have
:.a h:.a. reaqflon of
3,.500#. or less. Attach .prefabricotei ja6k:scab:truss. with: two. (2)rfts� of 0.12,*8*"x3.0"* Gun . . . Nails 9t.21
row,-staggereq -1,",@ee F!'" e_'I be16*1. Pl6as6-baf&rt6.the Simpson Strong -Tie Catal. og C- . C .
20119. - page 216 riggre-'Vor more informa ion:
Fi9dit -I
F.Qra sing.l& ply giede' that requires wood blocking to,*a(jhiOveJUll design load Value for face -mounted
girder with th hangers attach one wood- block to the back face of e 4ply rdqr single e same sizeand
btadeas the bottom.- chbid, of the. single ply girder. The-wo6d block length to be such th atethe Wood
blocking extends to eaPK adj.6d6nt'paheI points ;(Vvebs':.Afid bottom. chord intersections):. Attach wood.
bl6cKO-AAfitb two- ( row . Nails dt.0. 0.0'.. per row,. staggered. 3.00 applied to the
"' x3... dun
676o'Forum 'Drive Suite 305, Orlando; ft. (800)-.62' -42278-685
1�9790, (86.3).
-.www.aIpl'neitw.,com
9
ALPINE
single plygirderibce; with an additional (20) 0,1-2Tx&0'!'Gun '.Nbils at each: panel .point pplied lo'the,
a
C
Wood block face (S6e FigUre'2 bbloW).,Pleas6 t6fbfto theZirbosbb Steoho-Tie:a6wi 20.1 qj
bg . C,
-page 216, Fid.dro-Tfor more irif6ftnatioh.
Fiyyre%Z<
....... .. . ...... .........
The -applidation of -prefabricated jack scab trials for Wbod fill&blocklfig bt wood to achieve fUll.
design load value for face;-mo.unte'd hangers. must be -:approved by thehardware manufacturer:
Ail edge .and end distances, and spacing: f*'d'r . all nail donnebtibmi'md8t be sufficient to "PreVbht8plittirig of
"Wood.,
If I can.be. of any further.assistance,-or if you have anyquestion.s. Dleqsqg.i.v.e me a call..
Wlfiatn H ... K.(Ic;k--P.E.*.
Chief Engineer
Alpine -an- ITW Company
iny
ErigineeringPOPattme6t.
QHqpdo, FIL
N '3086
STATE 0
6750 Forum- Drive: Su_ite'306'.;Or1an'-d6, R $2821 - (000)62.1-.9790 - (863) 422- - 8685
pingitwxbrh
ALPINE
P"WCOMMW
April 26;,.:2019,
Mr, Bob Michaelis
Carpenter Contradtors -of Arnerica, Ind.
3.960 Avenue G-. Northwest
Ithw
......Pst
Winter HAv6n, FL 33880-6201:
Dear. Bob,.
.R&- Stron'915kck bridgiho'. on tbbf tru§set.
I understand -there is sohid concern over our recommendations f6r.strorijbAck bridging on roof trusses,
'Strongback bridging- for roof- trusses is pqt.p -,rpqqirement of:ANS kTPI 2014 q norls it; are uirement:of.the.
Li .
-
B lidi-n-9 Corrip6riOnt -Safety, Information- ack bridging 6h: roof- trusses is �(B -.SO., ENt strongb
recom6prided by.serves t4q: foIjQW Q#r hte�- Contractors. Strongback bfld�ihg'the, Pqfollowing,_ two
functions:
One, bridging aligns the bottom chords after they: are. set .so. they Are uniform along the ceiling
line 6nd helps w ; ith. -c`ei Ii n.g:s* Orvipeability
Twoj bridging reduces e6lativ& deflection .of. adjabe' ht trUsseg.,
Str.ongba.ck: bridg'ing".doe's: fiot--.-Or&Vent-qr reduce overall indiVidual d6flecti6h, especially any �'66f` trusses.
_4qfl6�(in .17110 4 '. re. than 1W inch.
. .. .. ....... ........ . ....... .. ..
Si n: b n s
rongoac�- bridging in roof. does not serve Iemp�brairy_.& 06�.ma`fibt .. ragig d n �a f not
.intended to .distribute. or share design loads, between trusses. Consequent)', no Aesidh load$have`
been , n accounted for'With this. detail and doritihUbLis strohgba*ck'bHdgind -Sih6uId'hotb6 ..Attached between
common and girder 'trusses-. The, use :of strongbapk. bridging shall not. `interfere With other- design
considerations as specified :by the Engirieb(.'Of Record or the Building: Designer.
The outer ends of'the stroo'gbackbridging shall beatt9ched.to a: wall :or ariptherzecure end.rest
raint, or
as specifed.by the Engineer of R66ofddrAh' BUildin-Designer.
9.
Sfr6n'g*b*ack bridging* shall. be a. minimum of 2j(6 .nominal iLimb6r. oriented -milth the depth vetti A icaL. Attach
with 3)i16d :common. nails (0.16ZX3.5."). nails At,. each intersecting When.extpodipg the
strohg b. ack bridging overlap by at :* a.minimum ... of. two I trusses, The-jocat . i9pof. ih bridging
Q: strongback:
Maybe specified': bythe Trust ManiufaOureri,. Enoihe&, of , Record,. or Building Designer: I Please ref4-io'
BCSI"Strongbacking'Provisions" or-ioAlbin6:STROR-1.8.k.l*.Ol.deiallform re.inf6rmafi 4 0 ....on. The: graphic
§hoWh (Figure_ 1) is � for.generic iilustraiiv I
e purpose only.
7K--(863)422"8685
ww. ..aipine . itw . wm
v
ALPINE
1 11 11t V. I U L.:. t. .11 'L t- lj V . I :. ') )
OLT. S .110 t .1
Figure-J.
If Lan'. bb of any fu6br assistance` or' if you have any questions; please;
ea.se;give, me a call.
William H.Krick-0.8'.
Chief Engineer
Alpine an jTW. . Company
Engineering 'Department
'Orlando; FL-3282.1.
676.0. - Forum Drive Sui - te..-365, Orlando; FL 3282 - 1 (800. 521*'-9.790,- (863).4224685
...com
-STRONG -BACK "IMIDGING
2UTT.STRONGBACK
:BRIDGING TOGETHER
4,
...ATTACH SCAB WITH 10d;BUX4U
(0128'x3.0'!2 NAILS IN" 0
ROWS'
:CAB D.C.
NOTE, -1N LIEU. OF SPLICING. AS" SHOWN,
LAP'' MEMBERS
FOR:AT'LEAST DkE -TRLYSS:,SPACING
S.T.RIZINGBACK 'BRIDGING: sPILICE pETAIL
RECOMMENDATIEIN.S
Is All scab -.on blocks thall..be:.-a minimum. ,`2x4
'stress graded (.umW,*,
W.-All strongback bridging and bracing shiolt :be :a.
mlnhurn 2x6 1.s-.tress..' grq, e:6IAuHbqnr.
A,.
The purpose of strondbark. �brid6lhg-.:is: to
C . I : evelo p load sharing between' 'InbIk d truste vi s
resulting In' -an 'overall Ih&&6s,e- In -the
stiffness
system,
strongback brldgjng, Pokk-t1oh6cl-As. --shibWJ� In
ditalls, Is recommended at 10' oc .(max ' I
>
gllThL-- terms. 'bridging' :and :"bt�'Q'dhd' �are - some -times
mistakenly �used:.Int" rchangitabl�y. .. `l!Bra IhV 19 .,an
e q. . - * � . I*. ''
impqr*.t6rit: structural requIrement. bf any. floor,
or roof system. Refer to the: Truss. Be81gh
i -Ilrq*Ing CTDD) flbr the,',braqlno re.quVbmjents f6r
each indIVIdC4.0L( truss component. 'BrIdgli
particLAOrly*
rec6mme'ndatIdh* for "a" truss'
us system.. to help
control .vibration. In: adclitidn: to' aiding'in the:
distHbOtIon of pblnt' toads betWe'66 adj'�cent
:truss, -strongback bridging serves' to reduce
bounce. or rest,coat vibration: resulting: from
moving point .'oqoi§j :.such as footsteps:
The performance' of all 'floor -.systems -are.
enhancedby. the. Iht.;ta1(QtIb.h of :stron'04ack-
brIcIgIng and --t-here'fore1s. strongly recommended
by Alpine,
For additional jnfdrho:tIoh re0qr;dIhg -strQngback
bridging, refei�- t-b SCSI <B61(din' '
.9 g Component
Safety Information).
Q�
-
STRONG'BAok BRIDGING,
N , ATTAC'MENT ALTERNATIVES
* ; 041
UNVAMOW-CRIEAD AND F.0-UN ALL,k=' Vk IM
�waaTAn:.,rua,asH T/QS'DIMY�G To Au WIT!AMIF
1.
;2
LL. PSF
REF -STRONGBACK
Follow the toINZA.00onlof 301 Cadh
_v
z Prior to. rftrmft#� f0*1*M,:3nS*GUvri shell
N6. 0 6.6
T DL ,PSF
DATE -16�.Oj/.14
'
pe
Witt r,qAwd dihirstsi, ioo: dwd.*41( hive properiy.dii.chied x- mt�ulmbt-A d
ShOt have 0, properly 1Y* attadwd Shown . 4or .6 mTwr4 4 4
pop. rat obt, of I
W* micl, ax .6 ble. W
11 P1300
"it ' b� Ue=d.==
A.PO$ P1 44 H.�!
-1.
j
4COL PSF-
DRWG STRBR-IBR1014
= Z%mp?
of -.i= o 'r.a
r4l
:Drt"Usl U.Usx 1". 'the wise
-
j
AN tiWCOMPAW
Refer. 16.*6215ft 11*r� plaiv,
Aord *iq
`N0kW;&.avftlo.1oF,lT.4'k "f� G =.M Inc. .,[I:noi
it& &avinW my illt.h ANS1.nPl-.1.1W fteh. jlh%,phg,
F ;rT
-.nF
`/LD. PSF
.
uAre
1-1,Atoilon L.bracft pf.tnas—
k-s"k, ft dmhq, OF Wofe"kew
ty r__ w lkftv it -
Tht,vAt(JAKY-ord U�m of. **. ar...ft
-Datner NWI
S'. V ;(* I. ...
FAC..
SUIQ 2W
MetylalMghts,MO 63043.
pw
ALPM ===711
SI
4PACING.
v 0
. ��,; • .• � ' � .. .. . • • • r� � �; ,.:.� sue: • �1 r.
• :.
.,.�.... �.7. T
i ,, ,f :9.":[: f .S.L � td ! ,r^�•i "*. t+1. •.! +!:'71 ::..RAF.• is Od ..
c
T u . B. IiF� i )irL i:� � - �sd l , ► " aett C
c� t� ►i�3
:��e�'� � ��►r'-�;�!�t':p�I#t7��•�•a�xi�N: :.. .. ':�1h.:•�?���,?31�'.��E. :��p.�}z� ._.
. ►ry }� �1.,,p..�..a..--J-- ..u... ,+.-y._.v_/.} ._.�_`.1._Y•:;�{[�t����}�pi�y�}��t,�:�{.(�,,Jfs..�.��t`�1+� ,,�1j:��d,��fi�}�����.��r ; py��y�
:U�Y 1?v.7�Y �M1� YGJ���'�� l,. l:7V� GAii�:[�!.G;�•1'::71i��•r'!• �'�YeW�iJV�GfF�� ��� I ��:J:AT�7
1lWTk'q'i4'•
-.'1k{�1��J.?�1�� htC1�.t:�Q��f.��:NO.t�.:�iF�{�'"��' :}�:��s�l�:.�1�':�f��1..Ck��,`� • f���'�'��1�f �F�'� x
All S"
.. ��ll'k1d�� "��;S.�f°1fJ� •
X
.�lE�f��. �.L7 �'1���'�tf �€� .�;y._ '��i*l �Q�S,.N�I�d�.' •` . .....
• '0 B.N.-Q-0,3 .
Cracked or Broken Member; Repair . Detall
Load Duration = 0Y.
This drawing specifies repairs for a truss with broken chord Member forces may be Increased for Duration of Load
or, web member.
This design Is valid only for single ply trusses with 2x4 or
2x6 broken Members, No More 'Chan one break per chord panel
and no more than two breaks per truss are allowed.
Contact the truss manuFacturer for any repairs that do not
comply with this detail.
(B) = Damaged area, 12' max length of damaged ' section
(U = Minimum nailing distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member. Apply one scab per face.
Minimum side member lengths) = (2)(L) + (B)
s
Scab member length (S) must be within the broken panel, j
Nall Into 2x4 members using two (2) rows at 4' o,c., rows staggered
Nall Into 2x6 members using three (3) rows at 4' o,c., rows s agge led.
Nail using 10d box or gun nails (0,12810', min) Into each side memberl
The maximum permitted lumber grade for.use with this
detall Is limited to Visual grade #1 and MSR grade 1650f.
This repair detall may be used for broken connector plate at
mld^panel splices.
This repair detail may not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tie -In loads,
s•
L L
4' o,c
Typical
+ O + O 'h 0 + 0
,
Stagger
+ = Back Face . lad Box (0.128' x 3', min) Nallsl
o = Front Face 2x4 Member - Double Row Staggered
2x6 Member - Trlle Row Staggered
Nail Spacing Detail
1oVAR)1NOl&i READ AHD MkW ALL NOTES W T
uWVRTANTw& FURNISH THIS DRAVM TO ALL COMTRACTORd 11
Trussrs pequire utrrne care Infabrleatlna. harOft, shlpka Inst
rollow tM latrert rdttlan of lest (Iu0.dkv Conpwrnt Safety Inrornot
9ZEE prier to perfornho ihoso funcilans. Installers &hall prov
ia nutsd otherwlat, top chord shall hove properly tttaeMd stM
�. shall have IL Property at oc)kd ryyld ctfa+s avlty�o,, Locations Shawn for per
shall have bracing installed per M1 se13. 37 or 71D. as apppal
f ALPN
of truss and Position as shown above and on the Joint 11MU, Ynlf:
Refer to doowV,ge 1faA-Z far standard plot. pasitlans.
Alpht, a d ilon of ITV UddInComponents Ore Inc, shaO net be
PANY 4hls drowhy any follurr io Wier ihe, truss h eonfornanee rhh AMI,
hstagation teilp of trusses.
A seWen tks draaklg or cover !b Il&•lYfp iNe drot1,0 idenies
snghaAro rrg rkAt,, &olsly f �Mlim �� �strae�
13389 Lakefmnt Ddve far' any s3•ue'tu-& Is rn iFx
Eadh CRy, MO 030lS For non mfornailan site ols Jobs general notes ppeeCr
WIND sys.elpineltr,eani TPb vroApyatorg) WCA wvvsbclndm
Maximum Member Axial Force .
Member
Size
L
SPF-C
HF
DF-L
SYP
Web Only
2x4
12' -
620#
635#
730#
B004
Web Only !
2x4
18,
975#
1055#
1295#
1415#
Web or Chord
2x4
24
975#
1055#
1495#
1745#
Web or ChIord
2x6
1465#
15854
2245#
2620#
Web or Chord
2x4
30
1910#
196041
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36,
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
439541
4500#
5225#
5725#
Web or Chord
2x4
48
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
6660#
Mlnhun
L M%tanc&
8
L
/ s
I� L
L
i
Nhhun D
L 'Dlsiance
L
V I —M-l-n—ln—un B
i
L
LL Dil c•1wx�
MIM I
REF MEMBER REPAIR
a TW INSTALLERS.
DATE 10/01/14
nd bracing. Refer to and
for safety
TPt aynydh
rSSSCA)p
sMatMngtnnd botign�et�erd
DRWG REPCHRD1014
latrral r&eirohi of wet
App!Y places to rod•, foes
cl uM!rvlse,
islhle for o deviation fr
or for hand�om
g, sh1pphg,
Artie at proffssbn11
cr of tN& dratW�
I 1 SrcL
'
SPACING •- 24,0' MAX
Its, web slttsr
v
Il I= wdccsafs.erg
r
s,
TROS-
TfiU§S uN oER VALLEY FRAMING
V.XLLE[� RAFTER.OR RlDq'E
"C'MoftLe
f tTL),t.nd -26 slf (.TD) Mdx,
roW%sU-.-r((nj f". tho- vdil eys br-sloopers
Iajc-Uafdiw t6atorlpOre (ocitions are
rement 'N ote's
4 f6i!'tde Rails
416d,tod-6Jlr
Wlidue,nallt
VI a l6d.faim-nalls
btklhg.
5-16dtownall's
4'1:6d td"HA
3160 tdekalUs,ea.ch slaepjer..$ttruss
lack
4 16d toe-tMs
4 3Ad.t6g7A,4Jts
. Is.
416d,toe?h5lis
4-AD-ADV")[i
4160 toe7tida
4 1"tat-nalls.
IMM&
NAII.§
QOOWAW.LSAM;TKS WAV= M
9b:-30
-0
6 4
-e
RE iUAY N
��V'
DL 1
2:0 7
DATE: IO/G'I./"1,4
S Put
J.1h,
TA 4kft
BC. U, 0
.0 0 0
.0 0 0
D R W.,G M-9
_�VISOIOIS
th6
�F4 3MUKIi-d *tf PO'SW&k:
xh-U mt.
lkws, h ewoOdme vm
"4C
b -3)550
V T.
7 F
4 fit.
"we b
7SRXC:v,0- A
Face -Mount Hangers - I -Joists, Glularn and SCL w _
............................................................ _............................._................ _..............._._....._......_....._...._....._....- -.._.__.........._...._..__......._..._._._..---._..__.._...----............ -............................................ _.............................
These products are available with additional corrosion protection. For more information, see p. i 5. Codes: See p.12 for Code Reference Key Chart.
•
A
0
M
Allow ableLoads `
Sbffw
H
t3
. ,
Face
J01st
,,,
Uplift
.160)
;Floor
.(100)
Snow)
(115}"1
Roof
(125)
'Floor Snovu'
(100) (115)
Roof
(125)
IUS2.56/16
-
2%
16
2
(14) 0.148 x 3
-
70
1,660
1,805
:,805
1,4251 €,555
1.555
(16) 0.148 x 3
-
70
1,805
1,805
1,805
' S55 1,555
11555
21/2 x 16
MIU2.56/16
• -
21A6
15'/16
21/z
Jax.
(24) 0.162 x 31h
(2) 0.148 x 11/2
230
3,455
3,920
4,045
2,970 13,370
3,480
U314
✓
29A6
. 101h
2
(16) 0.162 x 31h"
(6) 0.148 x 11h"
910
1,945
2,205
2,375
1,675 1,895
2,045HU316
/ HUC316
✓
2'A6
14%
21h
(20) 0.162 x 31/2
(8) 0.148 x 11/2
1,515
2,975
3,360
3,61012,565
112,895
3,110
IBC,
'MIU256/18-"<-"
2ai6
17✓g<
21Iz
(26)0.162x311z''
(2);0.148xT'h,"
230-.
3.745,
4,0454,045
3,2013,480
3,480=
LA
21Iz x 18 ,
HU316lHUC31&
. _o ._.,.
`� "✓-
2si6�
ih?%a��
2',h
:•-
,(20)0!162x31%z"
-(8)AJ,48X1.1h' �,�151,5�2,975
3;360=3,610
2,56512,895.3;110
21/2 x 20
MIU2.56/20
-
21AG
197/6
21/z
-
(28) 0.162 x 31/2
(2) 0.148 x 11/2
230
4,030
4,060
4,060
3,465 13,495
3,495
21/2 x 22
to26 -
+MIU2.56120
✓
-
2sC16
197116'
21h°
-
(28) 0162 x 31/z
(2) 014$ x � 1/2 �
230
4 )0 0
4'O 0
4 060
a
3,465 13 495
1-
3,495'
29/16 x 91/4
to 26
29/16" wide joists use the same hangers as 21/2" wide joists and have the same loads.
3x91h._
MIU312/6`,
3'�
- 91/s
21%z
'=-
(16) 0.162 x 31h
(2) 0.148 x 11�z'.'
230
2,305
2,61512
820"j
79802,24
E 2,425
HU210-2/HUC210.2=
✓
.3'/61
81 6'
2%
Max.
(18)0.162x31h
.(10)0�148x3
jT95
,2,680
3,02013,250
�,305".2,60512,800s
IBC,
r
MIU3.12/11
-
31/a
111A
21/2
-
(20) 0.162 x 31/2
(2) 0.148 x 11/2
230
2,880
3,135
3,135
2,475 i 2,695
2,695
FL,
x a
HU212-21 NUC2-t2--2-
+ '°✓
3Ya
109/16
21/z
Max.
(22) 0.162 x 31h'--
' = (1Or0a48 x3" �
=1,795
3,275
3,695
°3,970
f 2,820"--3;180-
3;425'
I �'
H1J3:25112IHUC3.25(12
• `
3�(4�
113/4.
21h:.-
;-(24)+0362 01/2 "
(12) 0.148 x 3.
' 1 1 5
3 570'
4,030
4,33513
075 3,470,
3,735^
HU32511fij
HUC3.25i16
•
31%a
13Y31+a
2ls
Min,
Max.
(20)0162x31/2
1 ;
, (26) �Or162 x 3 h .
(8)0148x3
(12) 0.148 x 3
'1515
5
= t 3
2,975
3Xo7
3,360
4,365'
3610.2,560
4,695.
2,896
3 330 3--
3,1
4,0410
-
.
3'/6 glulam
:H000210.2-SDS
•
3'/a
` -,9-,'
(12)1/4"'x 2'1/2'SDS
(6)'/4".x21/z" SDS
=2, 15
4;;`15
4,'31t,5
4f�il5
'3" 8v
FL
HGUS3 25110 "
•
31/4
85I
4
-
,(46) 0.162;x-31h
(16) 0.162 X 8% '
',`4,695
.9,100
9,10019;100
7,825, 7,825
7.825
IBC,
HGUS3.25712 -
31/4
` i05/a i
=
J56) 0.162 x,31h-
(20)'0.1'62 x 311z
`5,040
9„400
9,400
9,400
4 8;085 8,085
8,085
FL
`L"GU3.25-SDS
-
( 3'/41
(16)1/a''x 21z" SDS
(12J 1/d' Y 21h" SDS
5,555
6,720
r.310
731v(5,2F
HHUS46
•
-
35/a
51/a
3
-
(14) 0.162 x 31/z
(6) 0.162 x 31/z
1,320
2,785
3,155
3,405
2,395 2,715
2,930
31/z x 51/a
HGUS46
-
3%
47/16
4
-
(20) 0.162 x 31/2
(8) 0.162 x 31/2
2,155
4,360
4,885
5,230
3,750 14,200
4,500
HUS48.'
•'
-
_3%'
615/i6
2
.;-
;=(6)0'.162xz31/2 `
-"(6).0.162x31/z :.;1320
7;595
1;815
"1,960
1;365 1,555
11,680`
31/zx71/4,
HHUS48''
i •:F
-"j3%
•.71/r'
-,2
-�,-:'1221`0.16?x31/z
'(A1.0'ON1?h
47,7n
5.14DIIA1S,1'4695I4-415.
IUS3.56/9.5
1
1-1-
3%
91/z
1 2
1 -
(10) 0.148 x 3
-
70
11,185
11,345
1,45511,020
1,160
1,250
MIU3.56/9
-.
39/16
813/16
21/2
-
(16) 0.162 x 31/2
(2) 0.148 x 11/z
210
2,305
2,615
2,820
1,980 2,245
2,425
U410
✓
39/+6
83/8
2
-
(14) 0.162 x 31/2
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735 1,965
2,120
HUS410
-
39A6
815/ia
2
-
(8) 0.162 x 31/2
(8) 0.162 x 31/z
2,990
2,125
2,420
2,615
1,820 2,070
2,240
HHUS410
-
3%
9
3
-
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,565
5,635
6,380
6,445
4,845 5,486
5,545
31/2 x 91h
HU410/HUC410
• •
• ✓
39/16
85/a
21h
-
(36) 0.162 x 31h
(12) 0.162 x 31/2
3,235
7,460
7,460
7,460
6,415 6,415
6,415
HUC0410-SDS
-
39/16
9*41/2
-
(12)1/4" x 21/z" SDS
(6)1/4" x 21/2" SDS
2,265
4,500
4:500
4:500
3,240 3,2413
3,'=40
HGUS410
-
35/eE8to
-
(46) 0.162 x 31/2
06) 0.162 x 31/2
4,095
9,100
9,100
9,100
7,825 17,825
7,825
IBC,
LGU3.63-SDS
-
35/s-
(16)1/4"x21h"SDS(12)/4"x2/2"SDS
5,555
6,720
6,720
6,720
4,840 4,840
4,840
LA
MGU3.63-SDS
-
135/s
91/4 to-
(24)1/4" x 21h" SDS
(16)1/4" x 21/z" SDS
7,2 00
9,450
9,450
19,450
16,805 6,805
6,805
U414
! •
✓
`3d/t6(
lU"'
1
-
=j16jOt16ZX31h
HHUS410 '
-
35A,
9 _
3
:
2 ,(x11
HUS412
•
'' -
39h6I
101h i
'.2 '
-
(10)-0:162 x 31h
{
3'h x 11'/a
HU412
`/HUC412:
•
" i
-
3�46
10�16-
1 '
2h
Min,
(16) 0.162 x 31h -
Max.
(22) 0.162 x 31/2
HUCQ412'SD5
•
-
3slw
(14) t/4"'x 211z"=SDS-
'(6'
HGUS412.
•
-
3$(a ,.
107hs
4
;=
. (56) 0.162 x 31/2:,
lGU3 63-SDS _
�- •..
13%
8 to 3Q
41h1
-,
0611/a" x 21G' SDS
N'
46
See footnotes on p.150.
THA/THAC
Adjustable Truss Hangers
This product is preferable to similar connectors because
of (a). easier installation, (b) higher loads, (c) lower installed
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
y Finish: Galvanized. Some products available in ZMAX® coating.
C See Corrosion Information, pp.13-15.
V Installation:
d
Use all specified fasteners; see General Notes.
C The following installation methods may be used:
tJ.
y Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
H . - Install fop and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For .
nails used for joist attachment must-be•driven-,at an --
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
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max-) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the.
following models: THA29, THA213, THA218.and THA413. For all
other models with more nail. holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
Uplift — lowest face nails must be filled to achieve uplift loads.
'Options:
• THA hangers available with the header flanges turned in for
35/e" (except THA413) and larger, with no load reduction —
' order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
Double -
Shear
Nailing
Top View
Double -Shear
Nailing
'
Side View;
Do not
bend tab
13/4' for
THAC422
for
122-2
12B-2
THAC422
13W typical
21h' for THA422-2
and THA426-2
THA418
Double 4x2 — 2 face nails
Usefull table value (total)
Single 42 �a
See �.
Is nailer table
Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of head
Dome Double -Shear
Nailing Side View
(Available on
some models)
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation .
rypicai I nMZW
Top Flange Installation
er to
tnote 5
p.187
86
U
z
Z
a
0
0
0.
w
z
z
cc
CO
z
0
CO "
CO
rn
0
N
Q
rn
N
0
0
•
THA/THAC
Adjustable Truss Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
Roof / Roof % ° Ref
Carried Uphff Floor Snow . Uplrft Floor Snow
Wind .. .Wind
Memher (i60) (100) ••(115) '(125/160) (160) (100} (115) (125/160)
1'/z
—
(2) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
1,750
1,750
i,750
450
1,330
1,330
1,330
THA29
�
18 15/s
9"tis
5Ya
27/a
—.
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2:610
2.610
2,610
450
1,985
1,985
1,985
THA213 .
118 15/a
: 335s
5Yz'
: 2.
— .`
(4)014813>
,{2)0.148x3:
(4)0.148x1*h
1 0
1.4:�0
i 46C�'
1
1 `s(
THA218
18 1 %
1737i6
51/2
2
—
(4) 0.148 x 3
(2) 0.148 x 3
(4) 0.148 x 11/2
1 430
1 460
1,460
1 ' I n
1110
1:110
IBC,
2v,
3 /a1
'
f
1/
6
(6)0148x3,THA218
-
9G
FL ,
L
O
*+
LA
THA222-2
16 3Ya
223/16
8
2
—
(4) 0.162 x 31/2
(2) 0.162 x 31/z
(6) 0.148 x 3
1,960
1:995
1,995
—
1:490
1,515
1,515
N
fHA413
18 35Is
�e
13�Ss
4'/a
2
(4) 0148 x 3 ;
(2} 0:148 X 3
�. .
(4) 0148.x 3
15;30
1 f <
' 1 ' O °
1,165
-1,165
1,16a ,'
C
C
O
THA418
16 35/a
171/a
77/8
2
—
(4) 0.162 x 31/2
(2) 0.162 x 31/z
(6) 0.148 x 3
—
1,960
1:995
1,995
—
1;490
1,515
1,515
U
®
THA422
16' 35/a
'22
7IA
2
—,`(4)0:162x3'h?(2)0.162x;31/
(6)0:148x3
i f^
1 5'
14�tb 1
49u
151w
1,51a
N
N
THA426
14 35/a
26
77/s
2
—
(4) 0.162 x 31/2
(4) 0.162 x 31/2
(6) 0.162 x 31h
—
2,435
2,435
2,435
—
2,095
2,095
2,095n
it
THA422-2„
14 7}/4
2271/s'9a/a�'
; , 2
4 0:162X31/z
O.•. .
° 4 0:162 xh31h`
'O.
6 0.1&2 x 3'h
i)
,'
3 330,
3,330'
3,330,
—
2;865
'2,865
- 2,865H `
,.
FL
THA426-2
14 71/4
261/s
93/4
2
—
(4) 0.162 x 3%
(4) 0.162 x 31/2
(6) 0.162 x 31/z
—
3,330
3,330
3,330
—
2,865
2,865
2,865
Ff f
Face Mount
(Max j Installation`
IL
}
b1„`
THA29
18 15/a
91Y6
51/s
—
9t1f s
—
(16) 0.148 x 3
(4) 0.148 x 3
525
2,265
2,265
2,265 450
'1950
1950
1950
TNA213
'1$
15Ie`
13 s
5'/z',
—
13 s
r'(14)_D.148`X3.
(4)0�48X3'
',3"
rt4�
r_E, D
2,460
7,35
_ 60,
70110
21.,06
THA218
18
1 %
173A6
51/2
—
17%
—
(18)0.148x3
(4)(3.1480
855
2,450
2,450
2,450
735
2105
2105
2105
THA218 2;
-'16
3Ya;
17"/s
8 `
—
14'/a0.162
X 3Y2
(6) 0.162 X 3"h
1855
1 31t
s.370'
: 3, ".u''
1;595
2.'SF1.
2 845
2,845
IBC,
�.
THA222-2
16
31/e
223/1s
8
1-1
141/6
1
(22) 0.162 x 31/2
(6) 0.162 x 31/2
1,855
3:310
3,310
3,310
1,595
2:845
2,845
2,845
FL
LA
THA413' .
18
.35 1a
135A
1
64 h :
—
36
13 /a
{14} 01481x 3
(4,) Q.148 x 3
s�v
O;o
'2,340�
; � ,450"
73�
=,;let
2,010
2 105
THA418
16
35/a
171/z
77/e
1
1 141/s
1
(22) 0.162 x 31/2
(6) 0.162 x 3'/z
1,855
3,310
3,310
3,310
1595
2:845
2,845
2,845
THA4261.14 1 35/a'1 26 1 77/a 1 — 1161/6 [ — . 1(30) 0.162 x 31/21(6) 0.162 x 31/21 1,85514,415 14,4801 4,480 11,595 13,795 13,8551 3,855
THA426-2 114 171/4 I26'/el PA I — I 18 I — I(38) 0.162 x 3Y2I(6) 0.162 x 3Y2I 1,855 15,520 15,520 I 5,520 11,595 14,745 14,745 I 4,745
1. Uplift loads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated loads for the THA29 with 11/2" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1112" nails- in
the carrying member and tabulated fasteners in the carded.member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
FL
18
0
z
z
a
0
0
U
w
F
0
z
0
z
0
Cl)
0
0
s
0
0
\'
Simpson Strong -Tie® Wood Construction Connectors SIMPSON
--
Face-Mount Joist Hangers
`�@ERBp
�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.
9J «.
b .
«
The double -shear hanger serves, ranging from tl 3e fight -capacity
LUS hangers to the highest -capacity HGUS ^angers, feature
�ovati ee double -shear -ailing tha distributes the load through
two points on each of st nail for gre,i er stre: ngth. 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 NUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or. ZMAX® coating. See .Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
M 616signdd-17welded or -nailer applications.
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative.
Codes: See p,12 for Code Reference'Key Chart
Double -Shear
Nailing .
Top View
Double -Shear Nailing
Side View
Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
some models)
1' for 2Xs
t'fis' for 4.,e,
Wt,;
arA. H
�W B
LUS28
HHUS210-2
vy " —c
s M US28
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
•
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers (cont.)
Mtn
Model H in' Ga '.
No
Helghf"
Dimensions (in.);
,Fasteners,.
H " B
Carrmg 'i
Nlemner
Carried "
Nlembg�
Single 2x Sizes
LUS24 . "r
26/a •`�
". '
18
1 Pf 6. i.
'31/e
13/4
(4) C)148 x3
(2) 0 �48 x 3 ,
!;'AG''
4Y4
13/4,
(4) 0.148 X'3 '
: (4) 0.1�48 X 3
MUS26
4"A6
18
1 9/16
53A6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
4-A6
16
16/a
53/6
3
(14) 0.162 x 31/2
(6) 0.162 x 3'/2
HGUS26-
4
46
i2 '=
16/a
° .53/e .�
5 , ;
{20) 0162:x 3Y2':
(8) 0.162 x 3"h
LUS28 -'
9�6
'
18 '_
16h6..
-.66/6
1:3a
," (6) Q 148 Xw' '"=
.(4)•0,198 X 3 °
MUS28
6'A6
18
19A6
613Aa
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/2
16
1 %
7
3
(22) 0.162 x 3'/2
(8) 0.162 x 31/2
HGUS28
69/,6
12
16/a
71/6
5
(36) 0.162 x 31/2
(12) 0.162 x 31/2
LUS21Q,�I
'. 4t/4_
_181
713/6 .
, 13/4;
"7,(%0144'$it-3" '
, (4)°.,;6'A48"x3.
'HUS210",F
..$3Ja _
16
_1
_ °9."`
3,, g
(30)Q.162X.3W
(10)0.162x3"/z
`HGUS210,
,; 8gh6 _
12:-"'
161e
°91A �
. 5".
" (46) 6,169 _3'/2�,
_ (16j,0.162 z`311z
1. See table below for allowable bads.
These products are available with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
with Strong -Drive® SD Connector screws.
See pp. 335-337 for more information.
Model
� DF AllowableLoads" ,- `
SP Allowable Loads
SP-F/HF Allowable L9ads
Code
No.
°o
UpIiftl .
_(164}
'Floor.
{i00)"{115)2
.Snow=:
'Roof'--
(125)
,.Wind°"
_ (160)
:Upliftl
; (160)-
Floor,�
_(100)
Snow
-`(115)
. Roof, '
(125y,
" Wmd
(1;60}"
Uplifts .
(160),,-
o Floor
'(100)
w ...
Snow
(115)
Roof
,"'(125}
Wind'
Ref. .
_-
-
LUS24,,,
438
670''.
�:.765 _,
820 ,
_ 1,045_
". 44,35
725
?825,
890
1;)2v
�= 380 ;
; 49 "05
LUS26
1,165
865
990
1,070
1,355
1,165
935
1,070
1,150
1,475
865
635
725
785
1,000
IBC, FL,
MU526'-,
9ca
1,295`.
1;480
:1,C
93:J
105
50
i
u
160
"t3)C".
955
1,090
1;18I
LA
HUS26
1,320 -
2,735
3:095
3,235
3.235
1,320
2,960
3,280
3:280
3,280
1,150
2,350
2,660
2,780
2,780
HGUS26
, 87 k
. A,340
�4;850
,;.ar,170 "
5,390
�; 5=:
'4,690
5,220
5 390
'`5,396 �,
-780, _
3,225
3;61U'
;3,870"
3,985! -
IBC, FL
LUS28
1,165
1,100
1 1,260
1,350
1,725
1,165
1,195
1 1,360
1,465
1 1,730
865
810
925
1,000
1 ,270
MUS28.'_ ..
° -L326
,1,73a
1;975 -
`2,125
2'255,.
132 ,
''1,815
2,135
_ 2,255
"`� 5 >
`-1,'150
,- 1�;270
1,455�
i1,573
1,955 ;IBC,
FL,
LA
HUS28
1,760
4,095
4,095
4,095
1 4,095
1,760
4,095
4,095
4:095
4,095
1.480
1 3,520
3,520
1 3,520
3,520
HGUS28
1,i151 ,
,275
' 7,2 1 757
7,275
7,275,
"° 275;
;,275
-7,275 -
;-9;275„
. t325,
'3,67
3;820
3,915,
;'4,260
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,
HU5210 ..
";
=s,450
5 95".
5,830
13
6 3"=
. °.5; 5'
-5,780 "
5,230
t, t1
2:220,
2,330
2f -$5 °
,2,5y5
HGUS210
2,09E
9,100
9,100
9,100
9,100
2,t790
n,100
1 9,100
9,100
9,11t)0
1.545
6,340
6,730
6:736
6,730
15C: FL
1. For dimensions and fastener information, see table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp. 98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45°
•• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square out 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table ]dad
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
Acute
'side
bpeclry angle
Top View HHUS Hanger
Skewed Right
hoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
0
Z
a
0
0
0
w
H
U'
Z
O
F
U)
Z
0
Cn
0
N
0
N
0
O
94
Simpson Strong -Tie® Wood Construction Connectors
f
-These products are available -with- For stainless Many of these products are approved for installation - - - -- - -
additional corrosion protection. steel fasteners, t with Strong -Drive° SD Connector screws.
For more information, see p.15. see p.21. See pp. 335-337 for more information.
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong Tie.
5. Loads shown are based on a two-py 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 1 /h" 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.
J
19
HTU
Face -Mount Truss Hanger
• The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that '
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/s". 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 %" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
m Finish: Galvanized
L
ate. Installation:
V
C• Use all specified fasteners; see General Notes
C• Can be installed filling round holes only, or filling
V . round and triangle holes for- maximum values
N • See alternate installation for applications
3 using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
-a. for additional uplift capacity
N'
R
�. HTU may be skewed up to 671/2'. 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
96
Min. heel
height
per table
Many of these products are approved for installation with Strong -Driven
SD Connector screws. See pp. 335-337 for more information.
HTU26
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for'/z" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger (3ap)
2x Sizes
Typical HTU26
Minimum Nailing _
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
n i u4o kivwr.).- =
378+
, 1 ra
1 0716
1 3 i2 �
t/U) U:IOLx s'n'
i kl141 U.IIM X 1 V2
. IilzouU
Z,y4U�
, d;ZuU
( 5,LUU
JUU
1,U10
1,6bL'JI
4,U19
1,Ulb 1'
2,UIb <
HTU26 (Max.),_
( 5'/2
7 file
;5'tis,
3'h .
;{20) 0.162x 3'/z
(20a'0a48x 1 r!z
;1,555-�
2,940"
�; 3 3?�)
S,, W,:
4,0 0
'11,335
-2,530 `''
r_,
. 3 �z80
, 3,450
IBC,
HTU28 (Min.)
37/a
15/a
7'fis
31h
(26) 0.162 x 31/z
(14) 0.148 x 11/2
1,235
3,820
3,895
3,895
1 3,895
1 1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
15/a
71A6
31/z
(26) 0.162 x 31/2
(26) 0.148 x 11/2
2,020
3,820
4,315
41655
1 5,435
1 1735
3,285
3,710
4,005
4,675
LA
HTU210 (Min.),
37/a`
,15%
0M6`
:31h
' (32) 0162 x 31/2
,(14);0148 x` ih/
"1,330
4,300 ;
4,3GO j
4 30C1
4:. Dil
[ `1,145
3,225 '
3,225�,
; 225
. -,1225
HTU210 (Ma):)'-
91/4 s
14
911As
" 314'
(32) 0.162 "x 3lz
1'h
:.3;315'
A705 .
> I6
i � 1s 36'
[,5,995
12850
4,045 "
,565
vet -
5,155
Double 2x Sizes
HTU26-2 (Min.)
HTU26'-2, (Max:)
3?Aa,. ,
5i/i '
3Jis'
35i1s
5 �-
;5 s
311v
3,h
e 20) 0.162a 3"%z {14) 0148 x
(20) 0.162 x 31/z ' ,(20) 0.148 x;3
;2,175.'
2,940
b8t't
` 3 3�', „ u3 .
_3,9,�0' °-
4; 8r
1,30
1;$70 ..
1,850
2,530
2;090 :
2 36 ;
2 255
08u
,:2;965�i
3;855
HTU28-2 (Min.)
37/a
3-5/1s
71/16
31/2
(26) 0.162 x 31/2 (14) 0.148 x 3
1,530
3,820
4,310 4,310
4,310
11,315
2,865
3,235
3,235
3,235
IBC..
HTU28-2 (Max.)
71/4
35A6
71/16
31/z
(26) 0.162 x 31/2 (26) 0.148 x 3
3,485
3,820
4,315 4,655
5:825
2,995
3,285
_-3, 71 -
s5
5, W`I0.'-
LA
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 1/8" and 1/2", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie Connector Selector° software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" 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.
z
z
ii
2
0
'U
w
H
0
Z
0
U
z
0
CO
CO
0
N
0
0
N
U
0
■
HTU
Face -Mount Truss Hanger-(cont.)
@ Many of these products are approved for installation with Strong-Drive
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6. Carrying Member.
iMm
Fasteners (m)
DFISP Allowable
Loads
SPF/kF.' llowabte Loads
°
Model
Heel
Minimum
Code
°No
Height.
"Carrying
Member
„Carrying Carved
Uplift 'Floor _Snow
Roof Wind
Uplift Floor " Snow' '.Roof Wind
Ref.
(n.)
I
..-Member Member
1160)�, ps(1A0) (115)`
(125) '{iQ0)
(160) _ A(100), 1115) (125}, (160)
HTU26 (Min.)
3�/s
(2) 20
(10) 0.162 x 3'/z
(14) 0.148 x 11/2
925
1,470
1,660
1,. 90 1,875
795
1,265
1,430
',5"u
1,615
HTU26 (Max.)
51/2
'(2) 20
(10)-0.162 x 31h
(20) 0.148 x 11/2
1,240
1,470
1,660
1,790 2,220
1065
1,265
1,430
1,540
1,910
IBC,
71/a
(2j 2x6 ..
(20).0.162 x 31h
,(26) O.48 x 1-t/2
' i 970
2 940
32�
3 (1 , 3 905,
„ 1,695
2,530
2:Fs55
lSfj .
3,360,
FL, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1/2".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by Idngth. See pp. 21-22 for fastener information.
Alternative. Alowable`Loads (1/2" Maximum Hanger Gap)
R; I B
Single 2x Sizes
. _, ,1, 1, 1 1 IBC,
HTU28 (Min.) 31% .15/s . 71fe 31/s .(26} O.162 x 317z (14).0.148 x 11/2 1,110 3,770 3,770. 3,770 3,770 955 2,825 2,825 2.825 2,825 FL,
LA
HTU28 (Max.)'. 7% 1 s/a' 7Ye 31h (26) 0.162 x 31/2 (26) 0.148 X 11h 1,920 3,820 4,315 . 4,655, 5,015 1,695 2,865 3,235 3,4 ? 3,765
Double 2x Sizes
HTU28-2 (Min.) 37/a 3�1a 1 711A. 1 31/2 (26) 0.162 x 31/2 . (14) 0.148 x 3 1 1,490 1 3,820 1 3,980 1 3,980 1 3,980 1 1,280 1. 2,865 2,985 2,985 1 2,985 IBCFL,,
'
HTU28-2 (Max.) 71/a 3-% 1 7%, 31/2 (26) 0.162 x 31/2 (26)0.148x3 3,035 3,820 4,315 1 4,655 1 51520 2,610 1 2,865 3,235 1 3,490 40 LA
HTU2 -0 2 {Min.}' 371a`:.3 a q% 3?h (32) 0162.x311z {14)0:148 13 " 1 755 '4.i5 " 4255 4,255 -4;, �55 - 1,510 r3,190 I,3,190 ?`3,190, 3,190
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 1/a" and 1/2", use the Alternate Allowable Loads.
6, Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
HU/HUC/HSUR/L
Medium -=Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/e" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16" at 100% of the table load. Specify as an `X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 1k" x 2344" Titen 2
screws (Model 1rTN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or E NIP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H).and for concrete 0/4" x 13/4" — Model
17N2-25134H) are not provided with the hangers.
• Drill the 3/1a"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/m"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
z
will reduce or eliminate the mechanical interlock of the
> threads with the base. material and will reduce the anchor's
z
IL load capacity.
• Titen Installation Tool ICts are available. They include a
3/1e" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/15 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 fell uplift load.
• kNhere no uplift load is requ red, a minimum end distance
of 1 1/2" is oemltted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
1
PH a rh;-
I Wsel 61 ;�'� saran
HU214
Figure-1 HUG410 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.)-
• These products are available with additional corrosion protection. For more information, see o.15.
A
HU26
HU26X
(4) 1/4 x 23/4
(4) 1/4 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
HU2$
HU28X
{6)1la'X 2?/a7'
014$ x 1 "Iz
545
1i500; '
y760
2 400
HU24-2
HUC24-2
(4)1/4 x 23/4
(4) 1/4 X 13/4
(2) 0.148 x 3
380
1,000
380
1,545
HU26-2(Mm.)-
HUC26a2
{$)?/<'-X23/4
ski` (8)'/ax13/4
(4)014$x'3
760
2000 "
760
3,200
HU2fi 2 (Max)
HUC26, 2
(12}?7qx 23/a j
(12) Ya x'137a
{6j 014$ x'.3
7135
3000 a. „
1,135
3 950
HU26-3 (Min.)
HUC26-3 (Min.)
(8)1/4 x 23/4
(8) Ya x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)114 x 23/4
(12) Y4 x 13/4
(6) 0.148 x 3
1.135
3,000
1,135
3,950
HU210
HU21 OX
(8)1/4 x 23/4
(8)1/4 x 13/4
(4) 0.148 x 11/2
545
2,000
760
2,415
UC212 (M)a
607
00�
1135,HU
4920 ,
HUC210 2 (Mak)
(1$) !a x 23/a
(18)1/a x.13/4
(10J 0148 X 3x-_
' 1 $00
4 500
1 800
a5"085 <
HU210-3 (Min.)
HU0210-3 (Min.)
(14)1/4 x 23/4
(14)1/4 x 13/a
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18)114 x 23/4
(18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212',
HU212X
(10);?%q x 23/a .
(10} 1/a x,13/a -
' : '(6)'0.148 x 11h
11351'135
2 665
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/a x 23/4
(16)1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22)1/4 x 23/4
(22)114 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU212 3 (Min)'-,'
HUC212-3 (Mm) " ;
{16}?J4 x 23/4 < ,;
{16)1/4 X,13I4
f (6) 014$ x 3
1135
4 000
1,135
4'920' =
I HU212-3 (Max)
HUC212 3 (Max)
(22)114 x 23/a "
(22)1/4 x 1314
{10) 01, 3
1800
5,0$5
1,800
5 0$5 H
HU214
H 2214X
(12) 1/4 x 23/4
(12)114 x 13/a
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
,HU214-2 Un.1. 'I
. HUC214=21MmJ`
I191 J4 x 23/a :�
` f181'/a xJ 1/4
a rl, 48'-x 3 .
1.515
4.500' °.
ii515
5.OA5: '
HU214-3 (Min.)
HUC214-3 (Min.)
(18)114 x 23/4
(18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)1/4 x 23/4
(24)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216 `E
HU256X .;
(18}/qx 23/a1
(8) 0148 x 11h
fi�515
21�20 "
1;515
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/a x 23/4
(20)1/4 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max,)
HUC216-2 (Max.)
(26)1/, X 23I4
I (26)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU7 (Min.)
(Not available)
(12)114 x 23/4
(12)1/4 x 13/4
(4) 0.148 x 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16)1/4 x 23/4
(16)1/4 x 13/4
(8) 0.148 x 1112
1,085
3,485
1,085
3,485
HU9 (M n)
{Not avaipble}
s:
0 !/a x 23/4 _
; {1$)1/4 x 13/a
(6) 0:148:x 1s1h
1135 , ,
3 230"`
1,135
:.3 230
{Not available} ;,
{24}"�/4 x 23/a
(24} ya x l3Ja =
""° (10) 014$ x 11/z
1445
p 3 735 5:
1 445
3 735
HU11 (Min.)
(Not available)
(22)1/4 x 23/4
(2 2) Y4 x 13/4
(6) 0.148 x 11/2 1
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(30)1/4 x 23/4
(30)1/4 x 13/4
(10) 0.148 x 11/2 1
1,445
3,735
1,445
3,735
38
STAGGER JOINTS - TYP.
RAISED HEEL ROOF TRU55ES
ROOF SHEATHING- SEE PLAN
RAISED HEEL ROOF TRUSSES
B/SKIP
SEE PLAN
SEE PLAN
SOFFIT/FASCIA- SEE ARCH.
=`
�7
z
Lu u
w Q
{.
w N
N
RIBBON BOARD -
SEE SCHEDULE
z
I
FOR SPACING d
w
RIBBON BOARD- 5EE
FASTENING TO �1 N
w N
N
SCHEDULE FOR SPACING !
TRUSSES
FASTENING TO TRUSSES
WALL SHEATHING -SEE PLAN
-
MIN. 15/32' CDX PLYWOOD OR
1/16' OSB WITH Sd GUN NAILS
UPLIFT/SHEAR ANCHOR
MASONRY WALL-
(0.131' X 2 I/2') a 6' O.G. TO
UPLIFT/SHEAR GYP. CEILING -
EACH TRUSS = SEE
B/SKI
5EE PLAN
RIBBON BOARDS
ANCHOR EACH SEE PLAN a
PLAN
TRUSS- SEE PLAN SCHEDULE
NOTE: ADVL FRAMING NOT
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRUSS
MASONRY WALL -
SHOWN FOR CLARITY
BOTTOM CHORD
SEE PLAN
RAISED HEEL TRUSS BEARING
A
RAISED HEEL TRUSS BEARING g
SCALE: NTS
SKI �'
i
SCALE, NTS SKI
RIBBON SCHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Wlt=165 MPH
(Yasd=128 MPH)
I.
(2) 12d GUN (0.131' X 3')
EXP. B,
2�(4 5PF02
24'
TO EACH TRUSS, (4)
ENCLOSED
NAILS AT JOINTS
Vult=180 MPH
(vasd=l39 MPH)
f
(2) 12d GUN (0.131' X 3')
EXP. C,
2K4 5PF02
I6'
TO EACH TRU55, (4)
ENCLOSED
NAILS AT JOINTS
Q SCO
BIOQtEe@1(j LLL
a
3 :u
w „
SHEET TITLE:
WdBON DEIAA iqi
RusEO HEEL POOP IRUSSFS
SHEET INFORMATION:
sOB NO. Yllld
DAIE4SU®: I I.Uflld
DRAYM BY:
uHEwfDar: nl
SK.1
�PA
'AN.fTWC NY
January IQ;, 202 0'
C C orltr drs of Am6ricd, Inc:.
..arlpen eIr f act
3,00,AvenueG'i:NW
Wirjter'fl' FL�,3�8W .. I.. . .-Averi� 3
Dear Matt:
It'las to, 'M;'e.tb myattentlonthdt-some questions were raised concerning diAfnetcif
holes arzlIea t'hfti,the: ,c,'h6r.'ds'(Wide ,face) ,qf'sys4�l e— 'Zg , nd
gable
threaded rods used for ekd`OW'nst If,the'se:g;Ableends-are ,.over -con.t,inu t p.4s support`:
aee n erfir ppof I
face no',61b.. 'h. t t' s7e.t ' aft.4:Q�00" without - amaging,;anyconneclor..p,a,es,or�v.erticdl°wf�bs:fhen
no;rep4vl'rpqwr,ed_'The fru.",ssonIY.Sup.ports.'..,2,.,fe6t,Of"floor lbi 4fdnddddibon9
load..
IfybuMveany questions, 11. please m e.,a, .call.:
p ease give . 1. --z
SiAcorely;.
Vjl- I Vo
9 , ,No
86367
STATE~ OF
'6760'forum b,riVe,9' d F'
Suite 30-5.j, Orlando, 32 -(800 -979Ci---(863);422-,8(385
021 �?l
VvW.mal ftw.cMo . �" pine, - -
TK3 dxunw t has been blectoricaW sirO
wid See6d US1149 a DOW Stare. F"t*W
copias wfttA an dri9ind si�€� rmstbe
vwMedv01g edifte eiecifoncy9la)a1'1. ALPINE
AN ITW COMPANY
j, COA #0 278
03110/2021
70861
ry
TATE 06P J..
Alpine, an IT1N Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www.alpineitw,com
1Sr�.��iva•rneticrt: ��,- ':'Pa
a �':
Customer.' Carpenter Contractors of America
Job Number.: N334501
Job bescription: 1,7A5r20 ,182EC,E ,02H ,Rt01 / 18281CAL1/4EBB ELEV.C,E' _
Address:
�lQtJ1=�' #Cti'ee'r'rn .�rit�Ctul:,
Design Code: FBC 7th Ed. 2020 Res
Intel) VIEW Version: 20.02.00A
JRefA 1X3L89750075
Wind Standard: ASCE 7-16 Wind Speed (mph): 160
Design Loading (psf): 3700
Building Type: Closed
This package contains general notes pages, 33 truss drawing(s) and 4 detail(s).
item: '
,draiiiiiing .lstcrmber
'truss
1
069.21.1302:22266
Al
3
069.21.1302,22015
A2'
5
069.21.1302,22267
A4
7
069.21.1302.21406_
A6'
9
069.21.1302.22327
A8
11
069.21.1302,211436
A10
13
069.2.1.1302.22124
All
15
069.21.1302.23499
A14G
17
069.21.1302.21516
A16
19
069.21.1302.22625
C1GE T
21
069.2.1,1302.23047
D2
23
06911.1302.23000
_
V8
25
069.21.1302.21766
ER
27
069.21.1302.22311
EJ3
29
069i21.1302:21609
CJ3
31
069.21,1302.22577
CAA
3�
069.21.1302.22843
HJ3
35
GBLLETIN0118
37
VALTN160118
tp
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truss ,
2
06921.1302.22812
A1A
4
069.21.130221421
A3
6
069.21.1302.21515
A5
8
069.21.1302.21827
A7
10
069,21.1302.22218
A9
12
069.21.1302,21875
A1.2
14
06921..1302.21781
A1�3
16
069.21.1302.22421
A15
18,
O69W21.1302.23311
B1GE
20
069.21,1302.23.155
D1
22
069.21.1302.22468
D3G
24
069.21',1302.22405
V4
26
069,21.1302,23405
ERA
28
069.21.1302:21983
CJ5
30
06921.1302.22407
CJ1
32
069.2.1.1302:21890
HR
34
A1601.5ENC160118
36
VAL180160118.
Vlo#da,,certificate of Product Approval #FL1999 Printed 3/10/2021 1:54 46 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
.This document -may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction- and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
GeneraMotes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/* = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VF.RT(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 2of3
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.oro.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 249671 / COMN Ply: 1
FROM: RWM Qty: 11
6'1"7
6'1 "7
Job Number: N334501
,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALIMEBB ELEV.C,E
Truss Label: Al
12'11"15 19,10" 26'8"l
6'10"8 610"1
5X5
E
9'10"
19,10"
39'8"
91101,
Cust:R8975 JRef:1X3L89750075 T10 /
DrwNo: 069.21.1302.22266
SSB / YK 03/10/2021
33'69 39'8"
6'10"8 617
10, 1'
39.81,
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): 0.222 K 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 1711 /- /- /961 /309 1444
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.385 K 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.081 J - -
H 1711 /- /- /961 /309 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.140 J
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 2.0
Soffit: 0.00
TCDL: 4.0 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.617
H Br Width = 8.0 Min Re
9 q = 2.0
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.882
Bearings B & H are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.457
Bearings B & H require a seat plate.Members
Loc. from l: not in 9.00 ft
FT/RT:ype(s 10(0)
not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Cpi:end0.
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60 IWAVE
o r• nn
�wuua
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
lails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
arection contractor.
;a) or scab reinforcement may be used in lieu of CLR
-estraint. substitute (1) scab for (1) CLR and (2) scabs
'or (2) CLR'S where shown. Scab reinforcement to be
>ame size, species, grade, and 80% length of web
nember. Attach with 0.128x3" gun nails @ 6" oc.
-oading
rruss passed check for 20 psf additional bottom chord
ive load in areas with 42"-high x 24"-wide clearance.
Mind
Mind loads based on MWFRS with additional C&C
nember design.
lind loading based on both gable and hip roof types
FMA
l%
Li � r yy
COA # faft"It"All
03/10/2021
C - D 1366 - 2875 F - G 1366 - 2875
D - E 1130 - 2029 G - H 1490 - 3155
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2759 -1207 K - J 2278 - 858
L - K 2278 - 879 J- H 2759 -1186
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 541 -134 K - F 530 - 745
D - K 530 - 745 F - J 541 -134
E - K 1362 - 605
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) 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 ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
-
drawings 16DA-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPPII NN
Alpine, a division of ITW Buildingq Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the -COMP-
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawincl indicates acceptance of professional en meering responsibili solely or the design shown. The suitability and use of )his
drawing for any structure is the responsibility of the Building�esigner per ANSI/T�I 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: 249704 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T25 /
FROM: ALS Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22812
Truss Label: AlA SSB / WHK 03/10/2021
T11"2
T11"2
12' 17'112 19'10" 23'8"
4'0"14 f 5'1"12 '1 2,1 4'3,10"
=6X6
F
39'8"
3 o!1'144 i 39'8"
8'T11"2
2'1 6'8" 60"11
8'1"1 11'10'A 14' 17' 23'8" 31'811
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
Des Ld: 37.00
EXP: C Kzt: NA
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)/l0(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE. HS
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W6,W9,W11 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" 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.
+,Bottom Chord section between vertcials may
be removed.
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.386 0 999 360
VERT(CL): 0.669 0 706 240
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
VIEW Ver: 20.02.00A.1020.20
�z.
♦ 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 - I 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) 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 plates to each face o1 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 INV Buildingc�Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the -. ANR NCOMFRNY
truss in conformance with ANSI TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawingg or cover pa a 6750 Forum Drive
listing this drawingg indicates acceptance of professional enpmeering responsibillj� solely or 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: alpineitw.com; TPI: tpinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc_orn Orlando FL, 32821
SEQN: 249705 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef: 1X3L89750075 T9 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22015
Truss Label: A2 SSB / WHK 03/10/2021
6'1"7
6'1"7
126"15 19' 20'' 27'1"1
6'5"8 6'5"1 1,8'" 6,5„1
1' L 10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.1284" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
;5X5=5X5
E F
39'8"
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.172 L 999 360
VERT(CL): 0.321 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K
Creep Factor: 2.0
Max TC CSI: 0.480
Max BC CSI: 0.747
Max Web CSI: 0.625
Ve r: 20.02.00A.1020.20
OFF
a ��®�asaiamogrY /��,
0
a o, X0
03/10/2021
33'6"9 39'8"
6'5"8 61 "7
10' 1'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /963 /310 /427
1 1556 A A /963 /310 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - 1 1542 - 2800
E - F 1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1262 L - K 2030 - 937
M - L 2030 - 957 K - 1 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
M - D
508 -119
L - F
548 - 356
D - L
521 - 683
L - G
521 - 683
E - L
548 - 356
G - K
508 -119
**WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. App�y Oates to each face. oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to jobs General -Notes page for additional information.
Alpine, a division of-ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the-- ANf COWAW
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional an sneering responsibili�y solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Build ing�esigner per ANSVFf l 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249706! HIPS Ply: 1 Job Number: N334501 Cust: R8975 JRef:1X3L89750075 T22 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21421
Truss Label: A3 SSB / WHK 03/10/2021
612'0"15I +15+ 7"1
516'11"7 12 37 V2
1' 1 10'
� 10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.6%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"
91101.
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA_ _ _ Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.171 L 999 360
VERT(CL): 0.319 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.124 K - -
Creep Factor: 2.0
Max TC CSI: 0.408
Max BC CSI: 0.748
Max Web CSI: 0.485
VIEW Vef: 20.02.00A.1020.20
yl $�aaaAarae ,ry�,'pPi
�p • i o
•
a +
i
o. ?08 I
a
r n
® g
C0A'�'b Ss,�t�AL
03/10/2021
33'6"9 39'8"
5'11"9 6'17
10' 1'
39'8"1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /965 /312 /407
1 1556 /- /- /965 /312 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1608 - 2796 F - G 1252 -1794
C - D 1497 - 2523 G - H 1498 - 2523
D - E 1252 -1794 H -1 1609 - 2796
E- F 1245 -1635
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2439 -1329 L - K 2064 -1027
M - L 2064 -1048 K - 1 2439 -1308
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
M - D
495 -106
L - F
523 - 300
D - L
497 - 674
L - G
497 - 674
E - L
523 - 300
G - K
495 -106
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint o>vwebs shall hav 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 tt a Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A �LPP�I NN
Alpine, a division of ITW Buildingg Components Group Inc. shall not, be responsible for any deviation from this drawing any failure to build the nNmvcomanNv
truss -in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seai on this drawin or -cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIfrPI 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
SEON: 249707 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 TS /
FROM: RWM ply: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22267
Truss Label: A4 SSB / WHK 03/10/2021
7'10"14 17' 22'8"
7'1014 + 9'1"2 5'8"
=5X5 =5X5
D E
39'8"
1' 10' 9.10"
+
10' 19,10"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph __. _
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des 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
IArA%iG
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 T 7'10"14
9'10" 10, +1'�
29'8" 39'8"
Defl/CSI Criteria
♦Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.149 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.279 J 999 240
B 1552 /- /- /965 1318 /386
HORZ(LL): 0.060 1 - -
G 1552 /- /- /965 /318 /-
HORZ(TL): 0.112 1
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Max TC CSI: 0.760
G Brg Width = 8.0 Min Req = 1.8
Max BC CSI: 0.755
Bearings B & G are a rigid surface.
Max Web CSI: 0.989
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.
VIEW Ver: 20.02.00A.1020.20
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
7 pd0®dQbpp+q
N49<° s s
i
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p �p{
p®®*00 ���MaP •69 �®`
COA
03/10/2021
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 1 - F 498 - 448
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r satPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have �roper)y attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oT truss and position as shown above and on the Joint Details, 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
truss in conformance with ANSI Q 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 engineering responsibili�v solely or the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ;- SBCA: sbcindusl .com; ICC: icosafe.or ; AWC: awc.org Odando FL, 32821
SEQN: 249708 / HIPS
Ply: 1
Job Number: N334501
Cust: R 8975 JRef:1X3L89750075 T24 /
FROM: RWM
Oty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.21515
Truss Label: A5
SSB / WHK 03/10/2021
6' 1 "7 16'0"1 237' 15 33'6"9 39'8"
6'1 "7 9' 10"10 7'714 91101,10
6X6 = 6X6
D E
T2
6 12 T4
5X5
m 5CX5 F
in
W
W1
B G
A
Xq
=4X6(A2) =5X5 =5X5 =5X5=4X6(A2)
39'8"
10' V10" 9'10" JL 10 1
10' 19,101, 2918" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.156 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 B 1556 /- /- /964 /713 /366
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 /- A /964 /713 A
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.119 1 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.psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.745 Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.Members
Spacing: 24.0 " C&C Dist a: 3.97 ft- - -- Rep Fac: Yes Max Web CSI: 0.485
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 1841 -2852 E - F 1665 -2513
C - D 1665 - 2513 F - G 1841 - 2852
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.0E; D - E 1456 -1829
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - K 2505 -1555 J -1 1780 - 984
member design. K - J 1780 -1005 I - G 2505 -1535
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
_ _ _ -_ _ Webs Tens.Comp. Webs Tens. Comp.
C-K 511 -469 E-I 617 -249
K-D 617 -248 1 - F 512 -469
�g$iilktOtttplppfto rr�firfr
_ y�
o.7.08 I
� � s
0
w
COA
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
saty practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, tap chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for ermanent lateral restraint of webs -shall have bracin installed per BCSI sections, B3, B7 or B10, _
as applicabgle. Apply to face
plates each -
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. �LPP�I NN
Alpine, a division of ITW Buildin$gComponents Group Inc. shall -not be -responsible for any deviation from this drawing, any failure to build the ANIMCOMPAW
truss in conformance with ANSI/TPI 1, for handling, installation
or shipping, • and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engsneering responsibili� solely -for the design shown. The suitability and use of This
drawing for any sfructure is the responsibility of the Building -Designer perANSI/T�l 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249709/ HIPS
Ply: 1
Job Number: N334501
Cust: R8975 JRefAX31-89750075 T7 /
FROM: RWM
City: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.21406
Truss Label: A6
SSB / WHK 03/10/2021
7'10"14 15, 24'8" 31'9"2 39'8"
7' 10"14 T 1 "2 9'8" 7-1-2 7'10" 14
zz�6X6 6X6
D T3 E
12
6 F7- ,5X5 Z5F5
C
o U�
io
W co
W1
B G
A
� H
4X6(A2) =—SX5 =5X5 =5X5=4X6(A2)
� 39'8"
�1' 10' 9'10" 9'10" 10, 1�
10' 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind 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): 0.159 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 /-
Des Ld: 37.00 EXP: C Kzt: NA
HORZ(TL): 0.115 1 Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.0 psf
G Br Width = 8.0 Min Re
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 9 q = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C - 1807 -2729 E - F 1827 -2537
C - D 1826 - 2538 F - G 1807 - 2729
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110
member design. K - J 1847 -1131 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 - I 628 - 300
K - D 628 - 300 I - F 394 - 358
'gt1Sf ftiii/A1(til0djof{p
AN' ee
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e s
� ffiW {y g jp� i
Q. ( V
_2 a
1 d 0 6
9 � n
Q d
0
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COAt$L�',��>
tow»'
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, handfin shipping, installing and bracing. • Refer to and follow the -latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r to
safety practices prior 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 bracinginstalled per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the JoinfDetails, 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 BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ARMCOMPANY
truss in conformance with ANSI 1, or for.handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a
-for
listing this drawing, indicates acceptance of professional engineering responsibilittyv solely the design shown. The suitability and use of this 6750 Forum Drive
drawing for any structure is the responsibility of the Building Designer per ANSVTPI 1 Sec.2. Suite 305
or more information see these web -sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249710 /
HIPS
Ply: 1
ber: N334501
Cust: R 8975 JRef:1X3LBs750075 T23 /
FROM: RWM
Qty: 1
182EC,E,02H,R101/1828/CALI/4EBBELEV.C,E
F,7A,2.3u,2m0
DrwNo: 069.21.1302.21827
Label: A7
SSB / WHK 03/10/2021
6'1"7 14'0"1
19'10" 25'7"15
33'6"9
r
6'1"7 7'10"10
5'9"15 5'9"15 T
7'10"10
,5X5 1112X4 =5X5
D E F
T2
12
6 �
T4
v
o C 5
Z
z5X5
G `2
W3
r`
B
H
A
�
I
=4X6(A2)
-5X5
=5X8 =5X5 =4X6(A2)
�
39'8"
10' J.
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): 0,176 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA VERT(CL): 0.329 E 999 240
B 1556 /- /- /958 l715 /325
BCDL: 10.00
Risk Category: II
Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 !- /- /958 [715 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.121 J -
Wind reactions based on MWFRS
NCBCLL: 10.00
Mean Height: 15.00 ft
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: 0.743
H Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014 Max BC CSI: 0.748
Bearings B & H are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
_
Rep Fac: Yes Max Web CSI: 0.434
Bearings B & H require a seat plate.
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 -
WAVE VIEW Ver. 20.02.00A.1020.20
Lumber
B - C 1975 - 2822 E - F 1780 - 2112
C - D 1821 - 2515 F - G 1821 - 2515
Top chord: 2x4 SP #2
N; T2,T4 2x4 SP #1;
D - E 1780 -2112 G - H 1975 -2822
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5
2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2470 -1666 K - J 1912 -1210
member design.
L - K 1912 -1231 J - H 2470 -1645
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 439 - 395 F - J 556 -182
L - D 556 -182 J - G 439 - 395
�gtt4iDtiP atfJalsa�rp*�
E - K 440 - 281
s s
ppyy gggg
w
a �
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� s
e
�Ns KK11smss0s
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Jaas9!lnall
03/10/2021
----vvr MMIMU rctnu HIVU rULLUVV ALL NU I Lb UN I HIb UKAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingq shi ping, installing and bracing. Refer to and follow the latest edition of BCSI (Building -
Component Safety Information, by TPI andSBCA) for satPety 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-forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the *NMCOWP W
truss in conformance with ANSIl� PI 1, or for handling, shipping,. Installation and bracin of trusses. A seal on this drawing or cover page.. - - 6750 Forum Drive
listing this drawing indicates acceptance of professional engqlneer!ng responsibilityy solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIlTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821
SEQN: 249711 / HIPS Ply: 1
FROM: RWM Oty: 1
6'9"4
r 6,9„4
Job Number: N334501
,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CAL114EBB ELEV.C,E
Truss Label: A8
13 19,101, 26'8"
6'2"12 6'10" 6'10"
:5DX5 1112E4 �5 F5
39'8"
Cust: R 8975 JRef:1X3L89750075 T6 /
DrwNo: 069.21.1302.22327
SSB / WHK 03/10/2021
32'10"12 + 39'8"
6'2"12 6'9"4
10,
9110.. 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): 0.191 E 999 360
Loc R+ / R- / Rh ' / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.357 E 999 240
B 1556 /- /- /953 l716 /305
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.065 J - -
H 1556 !- /- /953 1716 /-
Des Ld: 37.00
EXP: C KZt: NA
HORZ(TL): 0.121 J - -
Wind reactions based on MWFRS
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: psf
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00
5.0
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.543
H Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.754
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.687
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2014 -2780 E - F 1973 -2289
C - D 1925 -2523 F - G 1925 -2523
To chord: 2x4 SP #2
p
N;
D - E 1973 - 2289 G - H 2O14 - 2780
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5
2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2421 -1686 K - J 1982 -1323
member design.
L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 381 -339 K - F 425 -401
L - D 535 -183 F - J 535 -183
�{tttataattpfNus
l
D - K 425 -401 J - G 381 -339
E K 585
�yq��yA )( ll • pr(��t�frtf4 f
- - 391
a� e
4'o' Qa Y
Alpine, a
truss in c
listing thi
drawing 1
For more
70
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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
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
)er BCSI sections B3, B7 or B10,
iless noted otherwise. Refer to
vision of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
iformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawin or cover page
irawinq indicates acceptance of professional engnegring responsibilityV solely for the design shown. The suitabilit9y and use of this
any s ructure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2.
ormation see these web sites: Alpine: alpineilw.com• TPI: tpinst org; SBCA: sbcindustry com• ICC: iccsafe or • AWC: awc org
ALPINEANR CCWP
6750 Forum Drive
Suite 305
Odando FL, 32821
SEQN: 249712 / HIPS
Ply: 1
ob Nmber: N334501
Cust: R 8975 JRef:1X3L89750075 T21 /
FROM: RWM
Oty: 1
J,7A5/3U20,182EC,E,02H,RI01/ 1828/CALII4EB8 ELEV.C,E
DrwNo: 069.21.1302.22218
russ Label: A9
SSB / WHK 03/10/2021
6'3"4 12'0"1 19,10" 27'7"15
33'4"12
6'3"4 5'8"12 T 7'9"15 7'9"15 f
5'8"12
5X5 III 2X4 = 5X5
D E F
12
6 \2C4 W
i2G
co
v
`° W3
9)
to
B
A
H
T
fl- Pi
I 8'8"
4X6(A2) =5X5 =5X8 =5X5 =4X6(A2)
39'8"
�1. 10' 9'10" 9'10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in ]cc Udell U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240
B 1556 /- /- /947 7717 /284
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - -
H 1556 /- /- /947 /717 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.124 J
Wind reactions based on MWFRS
Mean Height: 15.00 It
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748
H Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.753
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: 0.999
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2102 -2791 - E - F - 2189 - 2492
Top chord: 2x4 SP #2 N;
C - D 1987 - 2524 F - G 1987 - 2524
Bot chord: 2x4 SP #1;
D - E 2189 -2492 G - H 2103 -2791
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2434 -1769 K - J 2065 -1444
member design.
L - K 2065 -1465 J - H 2434 -1748
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 498 -118 K - F 539 - 531
D - K 539 - 531 F - J 498 -118
E - K 685 -462
��titistittstttrara«jt
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g9Milmufal
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
Component Safety Information, by TPI
of SCSI (Building
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 riciid ceilin Locations -shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z forstandard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN RW COMPANY
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin trusses. A this drawin
of seal on or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enpmeering responsibility solely- or the design shown. The suitabilify and use of his
drawing for any sgructure is the responsibility of the Buildings esigner per ANSI/TA 1 Sec.2. --
Suite 305
Far more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustrv.com; ]CC: iccsafe.orq: AWC: awc.oro Orlando FL, 32821
SEQN: 249713 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef: 1X3L89750075 T5 /
FROM: RWM Qty: 1 ,7A51320,182 EC,E ,02H ,RIO1 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21436
Truss Label: A10 SSB / WHK 03/10/2021
5'94 11' 19' 28'8" 33'10"12 39'8"
4 5'2"12 8' 9'8" 5'2"12 5'9"4
.5X5 5X5 �Z 5X5
D E T3 F
T 12
6 'k 2X4 W � 2X4
o C (a) (a) G
[n W3
B H
a^� A I'll I
4X6(A2) __5X5 =5X8 -5X5 =4X6(A2)
10,
10'
9.10"
19,10"
39'8"
9.10..
29'8"
10' 1'�
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 999 360
Loc R+ ! R- / Rh / Rw / U / RL
B 1556 /- /- /940 /718 /264
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.399 E 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.068 J - -
H 1556 !- /- /940 /718 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.127 J - -
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.934
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.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.751
Bearings B & H require a seat plate.
Loc. from endwall: not in 9.0o ft
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
o r
�umuer
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE;
Bot chord: 2X4 SP #1;
Webs: 2x4 SP #3; W3,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
naiis(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.
C - D 2057 - 2533
F - G
2066 - 2539
D - E 2502 - 2773
G - H
2184 - 2797
Maximum Bot Chord Forces Per
Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
B - L 2448 -1855
K - J
2163 -1578
L - K 2147 -1575
J - H
2440 -1822
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs
Tens. Comp.
L - D 470 - 71
K - F
626 - 612
D - K 739 - 778
F - J
466 - 52
E - K 789 - 534
Wind �°• !.(• rrr{rr°*rt.
Wind loads based on MWFRS with additional C&C .■aa.e•. ,r
member design.°
Wind loading based on both gable and hip roof types.
a
o V�y y1 Q�p
~ . (410 a
O
• M a
9
S kT 0 .• �,
COA �ONA
1119tin"111
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 er BCSI. Unless noted otherwise, top chord shall have properl attached structural sheathing and bottom chord shall have a properly
attachec�riAid ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or 610,
as -applicable. App�y Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpire, a division of ITW Buildin$QComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANRWCOMPANV
truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawingg indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305
or more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249714 / HIPS
Ply: 1
Job Number: N334501
Cust: R 8975 JRef:1X3L89750075 T4 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.21875
Truss Label: Al2
SSB / WHK 03/10/2021
9' 17' 22'8" 30'8"
39'B"
9. g. 5-8" 8'
9'
,6X6 =5X5 =4X4
C T2 D E T3
=6X6
F
12
6
T
T
o (a) W (a)
2
a W5
A
1 B
G in
3"7
H
4X6(A2) -6X6 =6X6 =6X6=4X6(A2)
39'8"
10' 9'10" 9'10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240
B 1556 /- /- /921 f720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - -
G 1556 /- /- /921 1720 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.150 1 -
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0:00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939
5.0
G Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306
Members not listed have forces less than 375#
Loc. from endwall: not in 9.0o ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2250 -2705 E - F 2239 -2478
C - D 2238 - 2478 F - G 2250 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
D - E 2906 -3233
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - K 2330 -1856 J - 1 3176 - 2629
be equally spaced. Attach with (2) 8d Box or Gun
K - J 3174 - 2647 1 - G 2329 -1835
nails(0.113"x2ff%min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
C - K 718 -428 E - I 944 -834
for (2) CLR'S where shown. Scab reinforcement to be
K - D 940 -832 I - F 718 -430
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
�a t gfgtPltiptr��tt
v+" ►!!lf�f�¢.
Wind �'o �,
Wind loads based on MWFRS with additional C&C . 1 „m°a•.., °'>,
'
member design. � `r
� t� r
«®oa �y°0•,
Wind loading based both �'�.®° �r�
on gable and hip roof types. .t
0. 7iit! I
°
a s
COA`1�
Ntt�ftc�atttse
03/10/,'
—WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, installing and bracing. , Refer to -and follow the latest edition of BCSI (Building
Component Safety Information, by TPI SBCA) fo'r
and safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint o 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
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the M„�,Co,��,,,,
truss in conformance with ANSI/TPI 1, or for handling shipping,, bracing trusses. A.seal
installation and of on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engpeering responsibili(t��, solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 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.or — Orlando FL, 32821
SEQN: 249715 / SPEC Ply: 1
FROM: RWM Qty: 1
F 5T'4
5'7"4
Job Number: N334501
,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
Truss Label: All
10'8" 11'3"15 16'0"1 237'15
5'0"12 �7' 115 4'8"2 77'14
Cust:R8975 JRef:1X3L89750075 T2 /
DrwNo: 069.21.1302.22124
SSB / WHK 03/10/2021
297'15 + 39'8"
6' 10'0"1
=5X5
p5X5 =4F4 =5G5 =5H5
I -
6 •2x4
co C
Co
rnn T5
B I
as A
4X6(A2) = SS 1017 = 5X5 = 5X10 = 3X6(A1)
39'8"
TT
`r
T�
r1' 10, 9.10.1 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 L/defl L/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 L 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 L 999 240 B 1556 !- !- /932 /716 /257
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 K - - 1 1556 /- A /930 /718 A
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.142 K 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: .psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.820 1 Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 Bearings B & I are a rigid surface.
MWFRS Parallel Dist: h72 to h TPI Std: 2014 Max BC CSI: 0.802
Bearings B & I require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.811 Members not listed have forces less than 375#
Loc. from endwall: not in 4.50 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 18SS VIEW Ver: 20.02.00A.1020.20
Lumber B - C- 2225 -2806 F - G 2509 -2878
C - D 2062 - 2521 G - H 2O44 - 2305
Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; D - E 1917 -2214 H -1 2093 -2649
Bot chord: 2x4 SP #1; E - F 1976 -2258
Webs: 2x4 SP #3;
Wind Maximum Bot Chord Forces Per Ply (Ibs)
Wind loads based on MWFRS with additional C&C Chords Tens.Comp. Chords Tens. Comp.
member design. B - M 2452 -1880 L - K 2805 - 2204
Wind loading based on both gable and hip roof types. M - L 2814 - 2230 K - I 2266 -1674
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 1699 -1345 G - K 774 - 669
Qiatf1a11>!t M - E 760 -872 K - H 693 -431
ttuotttt! M - F 856 -742
as
0 P
p a
s �
f 0
° t
COA�#iG t7��
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
attache naid ceiling Locations shown for permanent lateral restraint 0f webs shall have bracin installed per BCSI sections 83, 67 or B10,
as applicabgle. Apply plates to each face oT truss and position as shown above and on the Joint9Details, 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 ANR COMPANY
tr ss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracinctof trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional encLmeering responsibili(t�� solely -for the design shown. The suitability and use of finis
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: 249716 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T20 /
FROM: RWM Qty: 1 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21781
Truss Label: A13 SSB / WHK 03/10/2021
T ,2
6 � \2C4
fo
e
bo
3XBfA11 B1
1' 10'8"
10'8"
10'8" 13'3"1r5 217'15
5'0"12 27"1 8'4"
5X5
D
=5X5
E
=3X8 =5X5
20'8"
16'
T3 =H0610
F
Tl0"
23' 10"
58„
317'15 39'8"
10, 8'0"1
T4 -6G T
(a)
v
:�H �
1 T 8,8„
=5X5 = 3X6(A7 )
13'4"
T10" 8'
31'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or*=PLF
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA._ Ce: NA VERT(LL): 0.043 M 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.080 M 999 240 B 840 /- /- /551 /397 /257
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 J - - N* 315 /- /- /159 /140 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.028 J H 585 /- /- /436 /242 /-
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS
TCDL: 5.0 psf B Br Width = 8.0 Min Re
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.957 9 q = 1.5
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.647 N Brg Width = 68.0 Min Req = -
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.546 H Brg Width = 8.0 Min Req = 1.5
Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearings B, N, & H are a rigid surface.
Bearings B, N, & H require a seat plate.
GCp1: 0.18 Plate Type(s): Members not listed have forces less than 375#
Wind Duration: 1.60 1 WAVE HS 1VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs)
Lumber Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T3 2x4 SP #1; B - C 959 -1265 E - F 645 - 628
T4 2x4 SP 2400f-2.OE; C - D 755 -932 F - G 648 471
Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; D - E 755 -911 G - H 648 -611
Webs: 2x4 SP #3; W7 2x4 SP #2 N;
Bracing Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp.
be equally spaced. Attach with (2) Bid Box or Gun B - M 1088 -733 K - J 924 213
nails(0.113"x2.5",min.). Restraint material to be supplied M - L 931 -733 J - H 924 -213
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR Maximum Web Forces Per Ply (Ibs)
restraint. substitute (1) scab for (1) CLR and (2) scabs Webs Tens.Comp. Webs Tens. Comp.
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web �iisitfittiailri„ C - M 619 -454 L - F 390 - 565
member. Attach with 0.128x3" gun nails @ 6" oc. �q t i rr`#pr4 D - M 442 -299 F - K 1854 -1043
y 1V; ' i • 1 jr M - E 442 -299 K - G 854 -1043
Wind 1x taro-+Aoonagekfr fries E- L 449 -564
Wind loads based on MWFRS with additional C&C `3 �� �: .�`+piJ< •�®
member design. `-
4*
Wind loading based on both gable and hip roof types. :
4 0.
o
e
e
P s�T Q
pa�fa-j � tlda4` 'V,ti
COA
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 propery attached structural sheathing and bottom chord shall have a
properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply plates to each face, of truss and position as shown above and on the 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 BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this, drawing or cover pa a
listing this drawing indicates acceptance of professional enpsneering responsibil!(�, solely for the design shown. The suitability and use of This
drawing for any structure is the responsibility the Building -Designer
AN COMPAW
6750 Forum Drive
of 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
Suite 305
Orlando FL, 32821
SEQN: 249734 / HIPS
Ply: 2
Job Number: N334501
Cust: R &975 JRef:1X3L89750075 T12 /
FROM: JRH
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.23499
Truss Label: A14G
SSB / WHK 03/10/2021
2 Complete Trusses Required
7' 17' 22'8" 32'8"
39'8"
7' 10, 5'8" 10,
T
12 —6C6 T2 =BXD8 T3 =8E8 T4
=6F6
T 6�
o
T
B
G v
1 3n A
H
4X6(A1) =8X8 =8X8 =-8X8=4X6(A1) 1
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 L/defl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph _ - Pf: NA Ce: NA VERT(LL): 0.295 J 999 360
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 /-
EXP: C KZt: NA
Des Ld: 37,00 HORZ(TL): 0.121 1
Wind reactions based on MWFRS
Mean Height: 10.51 ft
NCBCLL: 0.00 Building Code: Creep Factor: 2.0
TCDL: psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676
5.0
G Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507
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: 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
Nail Schedule:0.128"x3" nails
B - K 2752 -1257 J -1 4769 - 2187
Top Chord: 1 Row @12.00" o.c.
K - J 4768 - 2187 I - G 2753 -1258
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Maximum Web Forces Per Ply (Ibs)
Use equal spacing between rows and stagger nails
Webs Tens.Comp. Webs Tens. Comp.
in each row to avoid splitting.
C - K 1287 - 417 E - 1 727 -1297
Loading
K - D 727 -1298 1 - F 1287 -417
#1 hip supports 7-0-0 jacks with no webs. �ttatstttteaf ftrprrr�f
Windti ri�rr
-€ q
Wind loads and reactions based on MWFRS.' e►•° '°Qo.. ����
Wind loading based on both gable and hip roof types. •'e�,C {a '.®�
0 0
r
o r
a
COA
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 to functions.
safety practices prior performing these Installers shall provide
bracing per BCSI. Unless noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall
attache. r! id ceilin Locations shown for lateral
temporary
have a properly
permanent restraint of webs shall have bracin installed per sections B3, B7 or B10,
as applicabgle. Apply plates to each face. oltruss and position as shown above and on the Joinf9Details, unless noted otherwise. F:efer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Building Components Group Inc. $hall not,be responsible for any deviation from this drawing, any failure
truss in conformance ANSI Q PI 1, for handling,
to build the ANR COWANY
with or shipping,. installation and bracing of trusses. A seal on this drawingor cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this -
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. - Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249717 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X31-89750075 T19 /
FROM: RWM Qty: 1 7A5/320 ,l82EC,E ,02H ,Rl01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22421
Truss Label: A15 SSB / WHK 03/1012021
5'7"4 10'8" 15'3"15 23'3"15 31'8"1 32i8" 39'8"
4 5'0"12 4'715 8' 8'4"2 +111�5 7
=5X5
D
12
T
6
T a2X4
_5X10(SRS)
=5X=HOF10
E4
H
C
EO
T3 T4
G
cc)TT�
(a)
0 M O
B
'v
I h n
A
J 1-t1�8,8„
=3X6(Ai) -5X8
=5X5 =4X6 =4X4L
=5X5
=3X6(A1)
21'
13'8"
5'
8' 5' 5' 5'8"
8,
1.
8'
16' 21' 26' 31'8"
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): 0.038 O 999 360
Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.072 O 999 240
B 745 /- %-
/497 /341 /276
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.017 K - -
M 1429 /- /-
/726 /654 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.031 K
L 629 /- /-
/238 /218 /-
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: psf
Building Code:
g
Creep Factor: 2
p .0
1 534 /- /-
/399 /245 /-
Soffit: 0.00
.
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.701
Wind reactions based on MWFRS
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Sid: 2014
Max BC CSI: 0.635
B Brg Width = 8.0
M Brg Width = 8.0
Min Req = 1.5
Min Req = 2.0
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Re Fac: Yes
P
Max Web CSI: 0.703
L Brg Width = 8.0
Min Req = 1.5
Loc. from endwall: Any
FT/RT:20(0)/10(0)
I Brg Width = 8.0
Min Req = 1.5
GCpi: 0.18
Plate Type(s):
Bearings B, M, L, & I are
a rigid surface.
Wind Duration: 1.60
WAVE, HS
VIEW Ver: 20.02.00A.1020.20
Bearings B, M, L, & I require
a seat plate.
Lumber
Members not listed have
forces less than 375#
Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1;
Maximum Top Chord Forces
Per Ply (Ibs)
Sot chord: 2x4 SP #2 N;
Chords Tens.Comp.
Chords Tens. Comp,
Webs: 2x4 SP #3;
B - C 1109 -1100
E - F 800 - 732
Bracing
C - D 1003 -901
G - H 766 -618
(a) 1X4 #3SRB or better continuous lateral restraint to
D - E 835 -674
H - 1 595 -577
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
Maximum Bot Chord Forces Per Ply (Ibs)
and attached at both ends to a suitable support by
Chords Tens.Comp.
Chords Tens. Comp.
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
--
B - O 936 - 827
M - L 464 - 410
restraint. substitute (1) scab for (1) CLR and (2) scabs
O - N 570 -442
L - K 530 -367
for (2) CLR'S where shown. Scab reinforcement to be
N - M 598 -426
K - 1 451 -326
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" cc.
gtt1}t4EttiF i/ppejt
Maximum Web Forces
Per Ply (Ibs)
Wind
+ 4
Webs Tens.Comp.
Webs Tens. Comp.
Wind loads based on MWFRS with additional C&C
design.
°s+p�•+ > 'a�
+
O - D 469 -387
M -732
G 909 -898
member
o��d +'� .
® °°s
E - M 1635 -1574
Wind loading based on both gable and hip roof types.
�' fig« s
r
�. 08 1 w
s
e•
i 0 °
COA
p►asacaef
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Alpine, a division of ITW Buildingq�Components Group Inc. shall not -be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page
listing this drawingp indicates acceptance of professional anc�ineenng responsibilityy solely -for the design shown. The suitability and use of This
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: alpineitw com• TPI: tpinst orq• SBCA: sbcindustrycom• ICC: iccsafe orq• AWC: awc orq
ALPINE
ANMCOWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249718 / SPEC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T18 !
FROM: RWM Qty: 1 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21516
Truss Label: A16 �SSB / WHK 03/10/2021
5'7"4 10'8" 17'3"15 23'6" 29'8"1 39'8"
5'7"4 5'0"12 6'7"15 6'2"1 6'2"1 2'11"1 7'
19'3"15
—5D5 i—TYpj
12
6 -5L5 T
O =8X8 =8X8 =5X10(SRS T ,nl
so E F G H I J K
T
6 Z AB AE M `o
=3X6 Al Y X W V U T S R Q P O
( ) =5X5 =5X5 =-4X6 1112X4(2) =5X5 =3X6(A1)
=4X4
21'
13'8"
1'3"15 5' 3'6"5
17' "15 26' 6 f 3918"
3'8" 1 2'1"11
�21' 1 13 8
5'
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): 0.037 Y 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.069 Y 999 240
B 774 /_ /_ /508 /355 /317
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.016 O - -
U 1323 A A /633 /586 /-
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
HORZ(TL): 0.030 O
R 711 A /- /257 /237 /-
NCBCLL: 10.00
TCDL: psf
Building Code:
Creep Factor: 2.0
M 531 /- A /381 /247 A
Soffit: 0.00
5.0
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.948
Wind reactions based on MWFRS
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.636
B Brg Width = 8.0 Min Req.= 1.5
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.584
U Brg Width = 8.0 Min Req = 1.8R
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 1.5
GCpi: 0.18
Plate Type(s):
Bearings B, U, R, & M are a rigid surface.
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20
Bearings B, U. R, & M require a seat plate.
Lumber
Members not listed have forces less than 375#
Top chord: 2x4 SP #2 N;
Maximum Top Chord Farces Per Ply (Ibs)
Bot chord: 2x4 SP #2 N;
Chords Tens.Comp. Chords Tens. Comp.
Webs: 2x4 SP #3;
B - C 1118 -1151 F - G 823 - 776
Plating Notes
C - D 1027 -960 G - H 834 -791
All plates are 2X4 except as noted.
D - E 791 - 722 K - L 681 - 548E
- F 823 - 777 L - M 628 - 571
(**) 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
M
M
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - Y
978 -830
T - S
585
- 491
Y - X
627 - 411
S - R
584
- 491
X - W
462 - 350
R - Q
424
- 356
W - V
462 - 350
Q - P
424
- 355
V - U
462 - 350
P - O
424
- 356
U - T
589 - 490
0 - M
445
- 354
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - Y
445 - 257
U -AB
611
- 605
Y - D
453 - 285
AB- H
504
- 522
E - Z
1516 -1447
R -AE
930
- 847
Z - U
1536 -1466
AE- K
910
- 826
AT WOw',,` z
1
COA ONA
'MUM1081i"401 131�
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply 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 Buildincc��Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AgMCOWANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilityy solely or the design shown. The suitabilit9y and use of This
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
or more information see these web sites: Alpine: al ineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821
SEQN: 249739 / GABL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T3 /
FROM: HMT city:
1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DnwNo: 069.21.1302.23311
Truss Label: B1GE SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
10,8"
10'8"
21'4"
10,8"
4'8„ 2- '—'J
(TYP) =4F4
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 22.33
BC: From 20 plf at 0.00 to 20 plf at 21.33
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
21'4"
21'4"
21'4"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or *=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.005 R 999 360
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.011 R 999 240
B* 125 /- /- /39 /48 /11
Snow Duration: NA
HORZ(LL): 0.004 L - -
Wind reactions based on MWFRS
HORZ(TL): 0.006 R
B Brg Width = 256 Min Req = -
Building Code:
Creep Factor: 2.0
Bearing B is a rigid surface.
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.323
Members not listed have forces less than 375#
TPI Std: 2014
Max BC CSI: 0.197
Rep Fac: No
Max Web CSI: 0.091
FT/RT:20(0)/l 0(0)
Plate Type(s):
Ver: 20.02.00A.1020.20
eye®4 ee mower �� t;
e4
i
®. 7019 9
9
i s
COA
03/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
""IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building --
Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) 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. Appplates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Pefer to ALPINE
,� drawings 160A-Z For standard plate positions. Refer to job's General Notes page for additional information. �LPPII NN
Alpine, a division of ITW Buildin Components -Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the -- ANMCOMPANY
truss in conformance with -ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawinq -indicates acceptance of professional engineering responsibili(� solely -for the design shown. The suitability and use of leis
drawing for any structure is the responsibility of the Building Designer per ANSVTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249737 / GABL Ply: 1 Job Number: N334501 Cust! R 8975 JRef.,1X3L89750075 T1 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22625
Truss Label: C1GE SSB / WHK 03/10/2021
7' 14'
7' 7'
f 5.
(TYP)
=4X4
D
14'
14'
14'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.007 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
B* 129 /_ /_ /40 /50 /12
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.014 J 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.004 H - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
HORZ(TL): 0.009 H - -
B Brg Width = 168 Min Req = -
'NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
Bearing B is a rigid surface.
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.392
Members not listed have forces less than 375#
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.242
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: No
Max Web CSI: 0.142
Chords Tens.Comp. Chords Tens. Comp.
C - D 376 -199 D - E 377 -199
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Maximum Gable Forces Per Ply (Ibs)
Lumuer
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.
6>wa®Aarao f 1Jst!
0.
® a
a
�auiCs rens.%,urnp. %.aures tens. Comp.
C-J 511 -403 H-E 511 -403
a na oo ffiRep
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 andSBCA) r sa ety practices nor to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properlr attached structural sheathing and bottom chord shall have a properly
attached r! id ceilin Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as apple-abVe. Appyy plates to each face ovtruss 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 Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY
truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum DfIVE
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabili>9y 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: alpineilw.com• TPI: tpinst.org; SBCA' sbcindustry com• ICC: iccsafe orq• AWC: awc orq Orlando FL 32821
SEQN: 249721 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T13 /
FROM: JRH Qty: 1 ,7A! 320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23155
Truss Label: D1 KD / WHK 03/10/2021
5'
5'
=4X4
C
10,
5'
12
6
M
B D r'
q E 88
F
2X4 (A1) 1112X4 = 2X4(A1)
10,
1 + 5, + S,
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 L/defl L/#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.007 F 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.013 F 999 240
BCDL: 10.00
Risk Category: If
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: ei psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.2 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):
Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE IVIEW
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 A /- /286 /202 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 522 -494 C - D - 521 -494
Maximum 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, 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 properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _
as applicable. Apply plates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE�
drawings 16DA-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 nN my roMvnNv
truss in conformance with ANSI/TPI 1, or for handling, shipping, • installation and bracin of trusses. A seal on this drawingor cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili(� solely -for the design shown. The suitabiliy and use of this
drawing for any sgr'ucture is the responsibility of the Building Designer per ANSIrrPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.oro, AWC awn. orn Orlando FL, 32821
SEQN: 249722 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef1X3L89750075 T14 /
FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23047
Truss Label: D2 KD / WHK 03/10/2021
T
0
N
1 4733
5'
5'
4X4
C
10,
5'
12
6
u�
B D
A E 8,8„
F
1112X4
2X4(A1) = 2X4(A1)
5'
5'
10,
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA _ Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
Des Ld: 37.00
EXP: C Kzt: NA
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
trlrpt/C
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.
1 �T 1'
10'
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.007 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 434 /- /- /286 /202 /134
VERT(CL): 0.013 F 999 240
HORZ(LL): 0.003 F - -
D 434 !- /- /286 /202 /-
HORZ(TL): 0.006 F
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.345
Max BC CSI: 0.257
Max Web CSI: 0.081
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.
VIEW Ver: 20.02.00A.1020.20
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
�� � �®MOM 9�• ,pr
ate;
U. 708 1
•
a
P� T 0 °
nett Tsaam",
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
usses require extreme care in,fabricating, handling, shipping, installing and bracing. - Refer to and follow the latest edition of
uiawuiys iourt-L iui slanuaru plate positions. Kerer tD )OD'S General Notes page Tor aclaitional Information.
Alpine, a division of ITW BuildinQcLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installation and bracingp� of trusses. A seal on this drawing or cover pa4e
listing this drawing indicates acceptance of professional enccLLlneering responsibilit� 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.
For more information see these web sites: Alpine: alpineitw com• TPI: tpinst orq• SBCA: sbcindustrycom; ICC• iccsafe orq; AWC: awc orq
ALPINE
ANOW COMPANY
6750 Forum Drive
Suite 305
Orlando FL,32821
SEQN: 249735 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRet1X3I_81750076 T17 /
FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22468
Truss Label: D3G KID / WHK 03110/2021
3' 7' 10,
3' 4' 3'
=4X6 �4X6
12 C D
6
B E
=2X4 Al 1112X4 1112X4 -2X4(Al
)
1 3'1"12
3'1 "12
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 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 56 pif at -1.00 to
56 plf at
3.00
TC: From 28 plf at 3.00 to
28 plf at
7.00
TC: From 56 plf at 7.00 to
56 plf at
11.00
BC: From 20 plf at 0.00 to
20 plf at
3.03
BC: From 10 plf at 3.03 to
10 plf at
6.97
BC: From 20 plf at 6.97 to
20 plf at
10.00
TC: 129 lb Conc. Load at 3.03, 6.97
TC: 65 lb Conc. Load at 5.00
BC: 80 lb Conc. Load at 3.03, 6.97
BC: 52 lb Conc. Load at 5.00
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
10,
3'8"8
6' 10"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: Varies by Ld Case
FT/RT:20(0)/10(0)
Plate Type(s):
3'1 "12
10, 1
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.022 H 999 360
VERT(CL): 0.044 H 999 240
HORZ(LL): 0.008 C - -
HORZ(TL): 0.016 C
Creep Factor: 2.0
Max TC CSI: 0.288
Max BC CSI: 0.365
Max Web CSI: 0.059
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 625 /- /- /- /316 /-
E 625 /- /- /- /316 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 8.0 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E 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 467 - 962 D - E 467 - 962
C - D 389 - 842
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 829 - 394 G - E 829 - 394
H - G 842 - 389
"WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating;-handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint o webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Applgy 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 BuildinQQComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the p""wcoMcn"v
truss in conformance with ANSI -1,- or for handling, shipping,, installation and bracin of trusses. A seal on this drawing,
or cover pa 4e 6750 Forum Drive
listing this drawing -indicates acceptance of professional angsneering responsibilit solely or the design shown. The suitabili>9y and use of This
drawing for any sQructure is the responsibility of the Building -Designer per ANSI/TA 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249723 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T33
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23000
Truss Label: V8 KD / WHK 03/10/2021
3' 11 "8
311 "8
4X4
12 B
6
l
N=4X4(D1)
A
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 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.
7-11"
7'11"
3' 11 "8
\ 4(D1)C
�9'6"3
D
7'11"
7-11"
Snow Criteria (Pg,Pf
in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
Pg: NA Ct: NA
CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf: NA
Ce: NA
VERT(LL):__0.028 999 360
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.051 999 240
D* 75 /- A /35 /26 /8
Snow Duration: NA
HORZ(LL): -0.010 - -
Wind reactions based on MWFRS
HORZ(TL): 0.019
D 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: 0.321
Members not listed have forces less than 375#
TPI Std: 2014
Max BC CSI: 0.374
Maximum Top Chord Forces Per Ply (Ibs)
Rep Fac: Yes
Max Web CSI: 0.000
Chords Tens.Comp. Chords Tens. Comp.
FT/RT:20(0)/10(0)
A- B 506 -366 B - C 503 -366
Plate Type(s):
Ver: 20.02.00A.1020.20 I Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - C 330 - 393
\„g\�• �7 g%,ppE A9p p4
0
° ®. 7U8 1
m
000A
�rn��,r�►+�
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) attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint otYwebs shall have bracing installed per BCSI sections B3, B7 or B10, _
as applicable. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE�
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANtt COMPANY
truss in conformance with ANSIf� PI 1, or for handling, shipping,, installation and bracinn of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilityy 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: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249724 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX3L89750075 T16 /
FROM: RWM Qty: 1 , A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22405
Truss Label: V4 KD / WHK 03/10/2021
111"8 3'11"
111"8 + 1'11"8
12 -
6 = 4X4
B
A 4X4(D1)=4X4(D1) C
f
10'6"3
D
3'11"
3'11"
3-11"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or'=PLF
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.004 999 360
Loc R+ / R- / Rh / Rw / U / RL
D' 75 P /- /32 /18 /6
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.007 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.001 - -
Wind reactions based on MWFRS
Des Ld: 37.00
MC Kzt: NA
Mea
ean Height: 15.00 ft
HORZ(TL): 0.003
D Brg Width = 47.0 Min Req =
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
Bearing A is a rigid surface.
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CS: 0.070
Members not listed have forces less than 375#
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.098
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
LUIIIUCI
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.
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 ancdSBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properattached 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 appllcab"le. Apply plates to each face of truss and position as shown above and on the Joint Details, unless. noted otherwise. Fefer to
drawings 160A-Z for-s andard plate positions. Refer to job's General Notes page for additional information.
— Aline, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
tr ss in conformance with ANSI Q PI 1, or for handling, shipping,,. Installation and bracingq� of trusses. A sea! on this drawin or cover pa e
listing this drawing indicates acceptance of professional enpineenng responsibilitty� solely for the design shown. The suitabilit9y and use of This
drawing for any s9ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: aloineitw.com: TPI• toinst.oro, SRCA• shdnr1u.gf v mm, trr.• i-fa ter"- AAArr• .,.,.
ALPINE
AN —COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249725 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T15
FROM: RWM Qty: 8 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21766
Truss Label: EJ7 SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
12'2"11
12
6
o LO
M (h
V'
B
31 A $,$„
D
1, } 7
7'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160_mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #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.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L!#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 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
, — y®�J
•Q
o.708 9
o m
0
COA i Q6 J jN A
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 !- A /249 /108 /208
D 125 /- A /73 /- P
C 174 A /- /128 /169 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Referto 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 rigpid ceilin Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10.
as applicable. AppTgy 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 Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANR COMPAW
truss in conformance with ANSIl� PI 1, or for handling, shipping,, installation and bracing4of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional encLineenng 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/CPI 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: 249726 EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3La9750075 T11 I
FROM: LPM Qty: 6 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALIAEBB ELEV.C,E DrwNo: 069.21.1302.23405
Truss Label: EJ7A JB / WHK 03/10/202'
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
2X4(A1)
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
7'
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
B
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.016 C
HORZ(TL): 0.030 C -
Creep Factor: 2.0
Max TC CSI: 0.738
Max BC CSI: 0.513
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 270 /- /- /179 /71 /186
C 126 A /- 176 A A
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 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) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall -have proper)V attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have 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 Joinf9Details, -unless noted otherwise. Defer 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 BuildingComponents Group Inc: shall not be responsible for any deviation from this drawing, any failure to build the pNmvcmav
truss in conformance with ANSI Pl 1, or for handling -shipping,. installation and bracin of trusses. A seal on this drawing or cover pare 675o Forum Drive
listing this drawing indicates acceptance ;of professional enpmeering responsibilityt� 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249727 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef1X3L89750075 T28 /
FROM: JRH Qty: 3 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22311
Truss Label: EJ3 SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
4"3
V
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
3'
3'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
,0
T
M
O
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.248
Max BC CSI: 0.112
Max Web CSI: 0.000
EW Ver: 20.02.00A.1020.20
„*tt
f
i
t �•tf.
a
e° o.7,08 °
•�°�OORtrtil It&P�•�9L �"
COA �t8���`�'��
03/10/2021
10'2"11
LO
M
CV
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 188 /- /- /157 /71 /100
D 52 /- /- /28 /- /-
C 65 /- !- /45 /66 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**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,- shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) for sa ety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _
as applicable. Apply Oates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the MIMCOMPRNY
truss in conformance with ANSALPINE
Il� P_I 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibill( solely for the design shown. The suitability and use of This
drawing for any -structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:249728! JACK Ply: 1 Job Number: N334501 Cust:R8975 JRef:1X3f.89750075 T35
FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21983
Truss Label: CJ5 KD / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
11'2"5
12
6
M
9)
(V cY7
i`)
B
1 A 8'8"
D
4' 11 "4
1 i 4'11"4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Cade:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D -
Creep Factor: 2.0
Max TC CSI: 0.549
Max BC CSI: 0.257
Max Web CSI: 0.000
EW Ver: 20.02.00A.1020.20
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care
Component Safety Informatior
bracing per BCSI. Unless note
attached rigid ceilin Location
as applicab-le. App�y plates tc
drawings 160A-Z for standard
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /- /200 /88 1152
D 89 /- A /51 A A
C 118 /- /- /85 /116 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Alpine, a division of ITW Build inh Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa e
listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitabilil9y 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
ANf COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249729 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1x3L89750075 T34 /
FROM: LPM Qty: 4 7A5/320 ,182EC,E ,02H ,13101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21609
Truss Label: CJ3 �SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
�- 1'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
r
co
T
r
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
Ve r: 20.02.00A.1020.20
w. ,rj7i
141.
WATO
03/10/2021
10'2"5
N
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- !- /156 /71 /99
D 50 /- A /27 A /-
C 63 /- /- /44 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**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 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. Refer to ALPINE�
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alping, a division of ITW BuildinccLLComponents Group Inc. shall not. be respponsible for any deviation from this drawing, any failure to build the AN" CCWAW
truss In conformance with ANSI/TPI 1, or for handling, shipping,, installation. and bracinclof trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building0 esigner per ANSI/TPI 1 Sec.2. Suite 305
For more. information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821
SEQN: 249730 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T32 /
FROM: LPM Qty: 4 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22407
Truss Label: CA KD / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
12_
6 C
T
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
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.
11114
1r �A Alf
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):
_F T � 9'2"5
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
EW Ver: 20.02.00A.1020.20
COA# u1Vft1.^ ON
9 lttil� 1
03/10/2021
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- A /145 /76 /45
D 11 /-2 /- /14 /10 /-
C - /-15 A /29 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. -Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint otywebs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply Oates to each face of truss and position as shown above and.on the Joint Details, unless noted otherwise. ffefer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not. be responsible -for any deviation from this drawing, any failure to build the ANMCOWANV
truss in conformance with ANSI TPI 1, or for handling, shipping,. installation and bracinccLtof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty�r 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: 249731 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JROAX31.89750075 T27 /
FROM: LPM Qty: 4 ,7A5/320 Number:
,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22577
Truss Label: CAA 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 "
43
V
F,
12
6 [:7-
C
n
1 a}e 11 "4
_F
M
UQrpn
V
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in ]cc Udefl U#
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.000 D
EXP: C Kzt: NA
HORZ(TL): 0.000 D
Mean Height: 15.00 ft
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.183
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.022
C&C Dist a• 3 00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from end wall: Any FT/RT:20(0)/10(0)
GCpi: 0.18 Plate Type(s):
Wind Duration: 1.60 WAVP VIEW Ver: 20.02.00A.1020.20
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- 1145 /76 /4E
D 11 /-2 /- /14 /10 /-
C - /-15 /- /29 /33 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#
1t'� � •PrOfj/i�:
O j�
o. {rj 08
ffi w p P a O D
Al" 0 ffigy_;;
P A
8•p ffiAam1194ID' 9 yiNi 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) for safety practices prior to performing. these functions. Installers shall provide temporary
bracing per BCSL Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint otYwebs shall have bracing installed per BCSI sections B3, B7 or 1310,
as applicabgle. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z far 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 ANnWCOMPANY
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin33 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engsneering responsibilitty� solely for the design shown. The suitabilipy and use of this
drawing for any sgrbcture is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249732 / HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T26
FROM: HMT Qty: 2 , A5/320 ,182EC,E ,02H ,RIOt / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21890
Truss Label: HJ7 KID / WHK 03/10/2021
5'3"5
5'3"5
9'10"1
4'6"11
0
12'2"3
12
4.24 2X4
C
v
n
M �
v
B
T
4 3 A 8,8"
FE
2X4(A1) =4X4
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacinq: 24.0 "
�— VY
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") nails at bottom chord
9'2"2
9'2"2
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
9'10'1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.040 F 999 360
VERT(CL): 0.076 F 999 240
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C
Creep Factor: 2.0
Max TC CSI: 0.546
Max BC CSI: 0.416
Max Web CSI: 0.260
03/10/2021
Ve r: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- 1154 /-
E 364 A /0 /- /84 /0
D 214 /- /- /- /177 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
Maximum Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
**WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating; 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 properattached 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 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-Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the - FNR CCMPNNY
truss in conformance with ANSI 1, or for handling, shipping,, installs ion and bracin of 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 suitabilil9y 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: 249733 / HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L8975o075 T29 /
FROM: JRH Qty: 2 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22843
Truss Label: HJ3 SSB / WHK 03/10/2021
12 C
4.24 T 10'2"6
ti
B c�
AV18"
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: 0.00 ft
NCBCLL: 0.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 It
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Loading
Hipjack supports 2-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
4r2'r3
4'2"3
:)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 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
Ver: 20.02.00A.1020.20
5 R, , ••rtpt
0 0000yov
�09 t
g O. 7108 1
ffi
A3 0
A 4
N AL
COA
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U /.RL
B 84 /- A /- /45 A
D 28 /- /- /7 A A
C 64 A A /- /48 P
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
D Brg Width =1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
—WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
'"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall -have a properly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10,
as applicable. Apply plates to each face ovtruss and -position as shown above and on the Join Details, unless noted otherwise. Flefer 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 ANMCOMPANY
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin4g of trusses. A seal on this drawing or cover_page 675o Forum Drive
listing this drawing indicates acceptance of professional an sneering responsibility solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building�esigner per ANSIITPI 1 Sec .2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
Gable Stud Reinforcement Detail
ASCE 7 0161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
I1r, 1?n nh Win 4 Sr, oA 14v m- , unlnA+ D_+,_,, , r.,_, --- I r..___.._
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) 1x4 'L' Brace IY
(1) 2x4 'L' Brace w
' Brace xw
(1) 2x6 'L'r Brace w
(2) 2x6 'L' Brace w
Group A
Group B
Group A
Group B
Group B
Group A
Group B
Group A
Group B
S P P
#1 #2
U
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
19'2'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
HF
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'9'
6'
12' 0'
12' 6'
14' 0'
14' 0'
o
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
J
S P
#2
3' 10'
G' 7'
6' 10'
7' 9'
8' 1'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
d
1
P
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
ill 8'
14' 0'
14' 0'
U
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
_
[-
S P
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13, 11'
14' 0'
14' 0'
14' 0'
�)
-
f
# 3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
LI C
H
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
O
k
Standard
4' 2'
6' 1'
G' 5'
8' 1'
8' 8'
1 10' 5'
10, 10,
12' 8'
13' 7'
14' 0
14' 0'
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
-01
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10, 6'
10, 11'
13' 4'
1 14' 0'
14' 0'
14' 0'
0j
D P L
I Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10, 6'
10, ill
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10, 2'
10, 10'
11' 10,
12' 7'
14' 0'
14' 0'
S P P
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
CS
-
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'1
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
U
H P
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
I�
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
6' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
B' 3'
8' 7' 1
9' 9'
10, 2'
11' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
01Jr
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
.--I
D f L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' Ill
8' 8'
9' 3'
11' 6'
12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
Diagonal brace 'optlon,
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 600#
attach end. Max web
total length Is 14'.
Vertical length shown
In table above.
Connect diaoonnl at
AN ITW CO
15141 Earth% City% Expressway
I Suitel 242
I Earth\ City,\ MON 63045
Aboa
18'
L
'L' Brace End
Zones, typ,
2x6 DF-L #2 or
better diagonal
I
brace) single
8,
or double cut
(as shown) at
L
upper end.
`W-1 N44_� Refer to chart Xk
■wVARNING-9 READ AND I'OLLOV ALL NOTES ON THIS BRAVING
"IMPORTANT" FURNISH THIS DRAVIG TO ALL CONTRACTORS INCLUDING THE INSTALLERSg
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe"ts
).low the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fa s,
•acteces prior to performing these functlons. Installers shot. provide temporary bradng pe B
less noted otherwise, tap chord shall have properly attached structural sheathing and bo I
,all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint I
,all have bracing Installed per BCSI sections B3, B7 or B10, as appllcabte. Apply plates to ea
truss and position as shown above and on the Joint Details, unless noted otherwise.
rfer to drawings 160A-Z for standard plate positions. '
Alpine, a division of ITV Bullding Components Group Inc shot( not be responsible for any devlati
is drawing, any failure to buRd the truss In conformance with ANSI/TPI 1, or for handing, shlpl
-tallatlan & bracing of trusses.
A seal on this drawing or cover page listing tints drawing, Indicates acceptance of professional
91eeringItysolely for the shown. TNe sWtabRFty and use of this drawing
ruc y the o sPonsMitY Building Designer Per ANST/TPI 1 Sea2.
For more Information see this Job's general notes page and these web sites,
Bracing Group Species and Grades)
Group
At
S ruce-Pine-Fir
Hen -Fir
#1 / #2 Standard
#2 Stud
#3 Stud
#3 Standard
Dou ins Fir -Larch
#3
Southern Pinewww
#3
Stud
Stud
Stnndnrd
Standard
Group Bi
Hen -Fir
#1 & Btr
#1
Do u ins Fir Larch
#1
Southern Plnewww
#1
El
#2
#2
Ix4 Braces shall be SRB (Stress
"'For Ix4 So, Pine use only
Industrial 45 Stress -Rated
values maybe used with
-Rated Board).
Industrial 55 or
Boards. Group B
these rndes.
Gable Truss Detail Notes;
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 ptf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0,128'x3.0' min) nails.
)K For (1) 'L' brace, space nails at 2' o.c.
In 18' end zones and 4' o.c, between zones,
)K)KFor (2) 'L' braces, space nails at 3' o,c.
In IS' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 807 of web
member length,
Gable Vertical Plate Sizes
Vertical Length No Splice
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
not addressed by this detail,
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11' 6'
3X4
Greater than 11' 6'
4X4
TOT, LD, 60 PSF
SPACING 24,0'
REF ASCE7-16-GAB16015
DATE 01/26/2018
DRWG A16015ENC160118
'T
Relnfol
Memb
Ga
Tr
Gabe Detail
Fnr I Pt -in \/Prtlrn I �
Truss Plate Sizes
ppropriate Alpine gable detall for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
.te that covers the total area of
lapped plates to span the web,
2*2X4
2X8
Provide connections for uplift specified on the engineered truss design,
Attach each 'T' reinforcing member with
End Driven Nallsi
lOd Common (0,148'x 3,',min) Nails at 4' o.c, plus
(4) nails In the top and bottom chords.
Toenalled NaRsr
10d Common (0.148'x3',min) Toenails at 4' o,c, plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detall for ASCE
wind load,
ASCE 7-05 Gable Detall 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, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015END10011PdlftiODd}�`
S11530ENC100118, S12030ENC100118, S14030ENC 30 f *,1001w;'41y
S18030ENC100118, S20030ENC100118, S20030E 01 $• pgp4b+O
•
See appropriate Alpine gable detail for maxim ek;ree ,_der
'T' Relnforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - IN End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member,
eb Length Increase w/ °T` Brace
Exampler
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt =.1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7'= 11 ' 2'
'T' Relnf.
Mbr. Size
'T'
Increase
2x4
30
2x6
20
ozrw�tTANI" -RWARNIKI-nUS DRAWDE AND m°iL�CONTRNOACiCRS THIS � THE INST Rs� o 0' REF LET -IN VERT
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe%-,-C._-
n$
follow the latest edition of HCS[ (Building Component Safety Information, by TPI and SBCA) fod4Setyb DATE 01/02/2018
practices prior to performing these functions. Installers shall provide temporary brndng Unless noted otherwise, top chord shall have properly attached structural sheathing and bo ho shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrains - 5 Mm �DRWG GBLLETIN0118
Q, shall have bra Installed per SCSI sections B3, B7 or B30, as applicable. Apply plates to ea� ♦
of truss and position as shown above and on the Joint Details, unless noted otherwise. .� • • l(/ fi
P' Refer to drawings I60A-Z for standard plate positions. •® •�,4`
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviatio r •°a®• , •r•®• y
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlpPln i'Ir Q•r�4ea MAX, T❑T, LD, 60 PSF
AN ITW COMPANY Installation & bracing of trusses. l?4" 1hl\_V
A seal an this drawing or cover page listing this drawing, trrdcates acceptance of professbral V
11514\Earth\ City% Expressway engineering responsblllty solely for the design shown. The suitability and use of this drawing i� f � ¢•7 �>,H /10/2021 DUR, FAC, ANY
11Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. �1
\\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, MAX; SPACING 24,0'
ALPINE www.alpineltw,comi TPI, .www.tpinst.org) SBCA, wwmsbclndustry.orgi ICG ■■►Jccsafe.org
Valley Detail - ASCE 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 with:
535# connection or with (1) Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph. 30' Mean Height, Part, Enc,
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00
Or
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc,
Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates.
3X4
12
12 Max,
2X4 X4
8-0-0 max
4X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web, same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014.
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
installatlon,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0',
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
Square Cut
Bottom Chord
Valeev
2X4
Stubbed Valley
End Detail
4mmon
o6md)n I T
4X4
-�Tf
❑Ptional Hip
Joint Detail
�u� e�
Partial Framing
Plan
3WLWMTANTa �V TFIIS`S IRA`W1DM Ta ALLL ALL NMS n LUD111G T`rIIi°K INSTALL S. ? 6
�' ��� l
LL 30
30
40PSF
REF VALLEY DETAIL
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer m
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for f w
TC DL 20
15
7 PSF
DATE O1/26/2018
practices prior to performing these functions. Installers shall provide temporary bracing per L
Unless noted otherwise, top chord shall have properly attached structural sheathing and bolt chordp°�"
shall have a properly attached rtgld ceiling. Locations shorn for lateral restraint
h a
ii! V
BC DL 10
10
10 PSF
DRWG VAL180160118
permanent o %w
shall have bracing Installed per BCSI sections H3, B7 or B30, ns a ::cable. A 1
pp plates to each a
of truss and the Joint Details,
Y F �
p e '��,/
P'
position as shorn above and on unless
unless noted otherwise. .•
Refer to drawings 160A-Z for standard plate positions.
% p
8 lg � `
BC LL 0
0
0 PSF
�
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation
TOT. LD, 60
57PSF
55
AN IIW COMPANY
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
Installation 6 bracing of trusses.
�i'1 eas),awo'
VV
115141 Earth\ City\ Expressway
11Suite\242
A seal on this drawing or cover page listing this drawing, 4xBcates acceptance of professional
engineering responsibility solely for the design sham The suitability and use of this drawing
for any structure Is the responsibility of the Buamng Designer per ANSI/TPI I Sect
!y 11
/10/2021
DUR,FAC, 1.25/1.33
1.15
1.15
5\Earth\City,\M0163045
For more Information see this Job's general notes page and these web sites,SPACING
ALPINE wwralpineitw.comi Me www.tpinst.orgi SBCAi www.sbclndustry.orgi ICO wweiccsafearg
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 mph for DF-L (G = 0.50, min,), or
120 mph for HF & SPF (G = 0,42, min.).
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses,
Bottom chord of valley trusses may be square or
pitched cut as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of
web, sane species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with)
properly attached, rated sheathing applied prior to valley truss
Installation.
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
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
3X4
12
12 Max, I—
Valle
Spacing
2X4
2X4 X4
— 8-0-0 Max ►�
Pitched Cut
Bottom Chord
Square Cut Stubbed Valley
❑ptional Hip
Valley
Bottom Chord End Detail
Joint Detail
4X4
1
oe-** filed
Valle
12
10 Max. I-
S.a� 0
o-L��ti�csta-(t�u�f"ai
20-0-0 (++) Mj
Supporting trusses at 24' o,c, maximum spacing,
MVARIDHao REAR MD FULLGV ALL MMS SIN TMS DRAVTHS a �. ��►(
w■II�(TAHT" FUMUSH THIS DRAVDIG TD ALL CUNMCTMS MMUDB(G TK u(ST-ff
a
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re + n
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) e
Practices prior to performing these functions. Installers shall provide temporary bracing BCSLw
Unless noted otherwise, top chord shall have properly attached structural sheathing and b ton Ard p°P'
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain of bs di 6
@� shall have bracing Installed per HCSI sections B3, H7 or B10, as applicable. Apply plates to eh eba
�' of truss and position as shown above and an the Joint Details, unless noted otherwise. .�
E Refer to drawings 160A-Z for standard plate positions, ao d/�
Alpine, a division of ITV BWlding Components Group Inc shall not he responsible for any devintl ®��aw
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handUng, shippl N �aa��ww
AN TTW COMPANY Installation & bracing of trusses.
A seal on this drawing % cover page UstYg this drowkg, Inmcntes acceptance of professional �!
11
5141 Eanh\City\ Expressway engineering responsibility solely for the design shown. The suitability and use of this drawing
\ \ suite\ 242 for any structure Is the responsli of the Building Designer per ANSI/TPI I Sect. k3TFk�9B1
\\EartM City,\MO\63045 For more Information see this Job's general notes page and these web sltesi
ALPINEr www.alpineltw.conl TPB www.tpinstorgl SBCAi www.sbcindustry.orgl ICCj wvlccsafe,org
,Common Trusses
',. at 24' o,c,
LL 30
4 TC DL 20
BC DL 10
BC LL 0
TOT. LD, 60
""' DUR,FAC.1.25/1,33
mat 2 4°
Partial Framing
Plan
0 40PSF REF VALLEY DETAI
5 7 PSF DATE 01/26/2018
0 10 PSF DRWG VALTN160118
0 0 PSF
24,0'
j ,a
R
BC
t/2
01
VALLEY FRAMING & BRACING DETAIL
Lumber Size and Grade•Minumum Requirements
GENERAL NOTES
Purlins required T-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this Is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a,
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples W-0" for 30 psf (TL) and 20 psf (TD) Max.
:e the crippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gored between rows.
7yP)
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
3 16d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES eRJHRCUa�ui NO Cold(0.16lar mto5")C 416dtoe-nails
NOTE:16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples V-0" to 1014" long
nailed w/ 2 -10d (0.148"4") nails. Or 2x4 "T' or scab reinforcement nailed to flat ede
of cripple with 10d f0.128"x3.0") nails at 6" o.c. 'T' or scab must be 90% of cripple length.
Cripples over 10'-0' long require 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
Nails are common wire nails unless noted otherwise.
E"'�j,`e'�
v
WMilOhaw READ MO FRLUV ALL "arcs ON TWS BRAvtNa • 'ILL. 20 30 40 54 REF VALLEYsF'RAMING
�TNff FlRK= Tt� MAVai6 M ALL rarrRAcmRS tlrttmn6 PC nLSTALLM a ; * � =
Trusses rwgri-e extrene care in fabricathp, harxakhp, shipping), Installing end brac4p' Refer to iawi DL 10 20 7 7 DATE 10/O1/14
follow the latest edition of BCSI Ctu dkV Conponnnt Safety infwn tlon, by TPI and SBCA) for mf
practices prior to perfornlnp these functions. Installers shall provide temporary braenp per .11
• • _
unless nosed otherwise, top chord shalt have property attached :truce. -et sheathing am batten : STATE OF i �C DL 0 0 0 0 DRWG VACNV1801015
shall have a property attached Hold celkp. Locations shown for perw,ent lateral restraht of w�9y •
shall have and
position
Insion "ed per &SI sand on the
J or Ble, as untessble. Apply plates to each fay$ • e
O IIIIII�\\VVI II oft to and drawings 1 G as :hewn above and «, the .Iob,t atoll:, anless net ea otherwise. 'S L C LL 0 0 0 0
Refer to drovFhpe 160A-Z for standard plate tdons. �i w• �� R �.• �`/
Alpine a division of ITV Bonding) Components Group the shwa net be responsble for why deviation fran ^� ••••�" '1O•••
AN iTWCOMPANY this ch r wane, any falkl to Mild the truss In conformance with ANSI/TPI 1, or for hando-,o, sh0-MOX . s r TOT. LD.30 50 47 61
Installation on is cingdra of or cx . S/ONAi. E�1. A seal an this Aawhp or cover peer Ifeghp this etnwhp. frdoates octeptorce of professiornl 'A
f�re t e y,. 'war ate. a:sone ,xordslnv�I i S.O ft df st utat" DUR. FAC. 1.25/1.15
Earth City,
M nl Drive For, rare hfornaton see this Job's pereral notes page and these web sites,
Earth City, M063065 ALPM wnalpiettwxore TPli wwwAphstoro SBra wew.sbeinmstry�l IM wwr.kcsafeorp to ZO(g SPACING SEE ABOVE