HomeMy WebLinkAboutTrussREFER TD
PACK FOR
TYPIICALL77' SETBACK
CORNERSET LABELING
AND SPACING
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r-%— LILL AA,00 1-7$0r-
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21'-4' 4'-4" 14'-0"
39'-8"
THUS IS A TRIRS PLALF)ONT RAN. rrs MIX= 10 AID IN THE WTALL1TM W TRUSSES DGDEQED TRUSS 01AVDW AND MtQd7ECiWiLLS SUPERC DE TFUS =11MENT.
ESTE ES LN PLAN ME CMIrAMM TRUSS ESTA DLSDLIID PARA AYLD EN LA DW&ACM DE TRUSSES LOS DDA= Y ARaRTECTWAt DE UGETIEMA HE IIIGE>@7UA SLPERAN E= DDMQGN 6
w11MLIIiLT 4DmL fa16TIDL
Ml RID reNtl. i fAS1O0 T�i1Q mT; NAii Min a sacvD
o MT TAT M ALTER YWMM WMUJT m®IT Q = uTTx NGI
oV1t�s vD1 Iar )E Af3sTm vrtHWT,1®1 vAarlp M,1revAL K
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re ®aory re�¢l INr IDAm A1s A r ,fat laE
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ANIT3 R u p6TMIr✓m1 T MIEi w A1L.PAR aIMYIIDt rY(T•L M W
i>xrHE . &L = TIiASf real M fLWrta6I0a s MA
EE ALTFTMMI GII✓� ANIEf�E! m1 AR[aAQM PRVG ,m CiWTa
HArSTw 1mAprAl M = >SDVTCm m rAwcrea Imams T m w
im i W rA-e3i E 1®Y@NID ®1 �1DL5 A16TMa m
PIRA LLiVM W c—lai DN " M LID 11AMt a Mmaim T �I
WM 1x LLDAi1 r 0 =V= W= LE = = T EC
IGW W DIGENMI A SUO�fRADAt
Dic 917-e 1aT
PM MTM W 1,17 6
SHINGLE
PLUM
:4•
Rio
Reviewed for Code
Compliance
Universal Engineering
Sciences
Total Truss Quantity = 60
Labeled End Mark
01 General Notes
1) hour Od fruaa tad flat
p diord � �d 91Na
2) NhdlN . toW 8mpraD I = lmW ii nfA
8) � :,poring le 24 = Wm t�to
4) Rr Tnse M h Wlb DCSI-BT Tommmddaa
Pammed x-trvc4p dwA bo pWW at o
mredae.a gxiq 15 0A. == Bf Won, to
be rapAand at a madlmtn of W beW- .eat
d rA� to 9C,q-BD 1 ad6dwd bradep
ROOF LOADING SCHEDULE
TCLL = 20 PSF
BCDL.LL 0 PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION 1.25 %
WIND SPD/TYPE 160
BLDG EXPOSURE — C
USAGE— RESIDENTIAL CAT H
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Truss member design & connector plates
adesigned for ASCE 7-16 and maxsmn mforces fiom both components and claddings
and main wind force resisting systems.
• These trusses bave been reviewed to cam as
additional 10P psfaon-concurrent bottom chord live
load.
FLOOR LOADING SCHEDULI
TCL.L. = PSF
TCDL = PSF
BCDL ca PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACnONS AND UPLTFPS
ARE SHOW ON ENGINEERING
WALL KEY
�8'-8-
LARD% DESCRIPTION INrr. DATE
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LAADF DESCRIPTION INLr. DATE
01
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENLE 4 N. W.
WINTER HAVEN FL13RIDA 33680
PHONEi(800) 959-8806
FAX- (863) 294-2488
BUILDER D.R. HORTON STATEWIDE
PROJECTCRE ME
MODEL 1828/CAIS/4EBB
CCA PROJ/MODEL/ALT
7AB/ 320/182ED.F
ALT DESC
OTC 9308 POTO1[AC DR
LOT 107 BLOCK
DESIGNER
RFS
PAGE
1
3 31 17
�N§3345021,
SCA
1 4 "=1'
Builder:
Project:
ENGINEERING PACKAGE
)R HORTON / STATEWIDE
7A5/320 CREEKS IDE ��._.�____.._...�._..�.....-~
Model/Building: 182ED,F
Lot Alt: ,
Lot: E
1_0
Unit:
O
W
Address:
....................................................................................... 0
JobNumber:N334502
._.........._.......... ............................ ................. ....
......................._..........
Revision Date:i-
New Load #. R101
_.
L -�
i
Block: .�
I
CARPENTER CONTRACTORS OF AMERICA, INC vi
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ALPINE
March 1-3,-20.19 ANTFWCMeAW
Mr. Bob: Michaelis,
Caro'&hter'C6.6tractors of Ameriba,inc'..
590P P�x!enue G-.. Northwest
Winter r HdVori,fl- 33.860-626.1'
Re: AltematiVd lhs'Wl6tions. for a single W�. carried truss with a width Jess than -hangpi-width,and .
wood, .b'l'o . tki' g Iq achieve full design ..a.n the
s, load'vallue for face Mo.uhtd.d.hangerattadhM. 6nt -'c I
on. a, one p y
supporting girder - (R,6f&6n66 detail WA3M2).`.
Dear Bob,:
Fora single ply carried truss with 'a width less than Ahe hanger. "width you can install prefabricated jack
scab .truss: for wood.filler. blockiog:.-Thachord .si�zes-.,:.qgrades, and AJpirTE�-0 ct
hord. . ;br.plafo( . s) . to.
.c
beth&.sEirrieagthe single :01..y.'.cam'edtruss. The prefabricated jack cab truss .(*y,will have ei..minimum
length, of 48" and
nd Will.have a mjir))M�urn pit6.h-:of5/12.,., The single ply-carri-OdIcuss shall havo.a reaction of
3,500# or less. Attach p refabriciat6d. jick:sca b: truss. with: two. 2)toWsofO.l28'x3.0""GEinNails a't2'I
0.0.per.row, .staggered 1":(Seeflgur6 1'b&l6W). Pl6a§6-.refer t6the SirnPson StrongMeCatalbg 0-'C''
M1,13-I.page ?16: rigqre:' f6 ;..
...i. .. -�' ..r more iiif7oiiii.ion
Figure
For -a sirlg'le'- ply,girder Wer, " * . that requires wood blocking to,*eichiov : 10 design load value for face -mounted
hangers attach. one wood. block he back face of ��e sipgje::p11Y girder with the: same size. and
M..tq I -
drade-.es'the bottdim.- bhbtd.. of'the. single -ply girder. The .woodblock length to be such that'Ahe*wood
blocking: extends to each adjadenfpanel . points :(Wbibs--a . nd b4ttom chord inter§octions),I. Mach wood
of x3. 0" Gun 'i - 0.10. per row,. staggered 3.0" applied to: the
blodk:('�)---witbtwc(-.(2) rows- 6.121. m. Neils at'0'..
6760'Forurn D.eive Suite.' 905,Orlando; FL. 3.2821.-- (Opp) -621-970'
W-.(86.3):,422-8685
www.alpineitwxom
ALPINE
single ply -girder f�cq; with an additional (20)
_---_`... ..... ....
_-___-______-________-______-_-_
The of- � ka���o�btn�amfbr���od ��mx�o� �b� fUU
' ----_ ,�_-----_-'--' —__---`. �_--,"= --=-'''
design koad'VmkJoforh0gprs
must 6«the
hardware manyfaaUrer.-
At! $nd end: distances,
and* bpadihg
'_or allnoU 'nudtt be sufficiuint to of
Ifican.beofaOyfqrtheF assistance,.or if you hove�nyq ' -me a '
Engineering Vopq�m.a6t.
O�Iandoj FL
6750'F6�UnhDhv� {JUabd6..FL3282l- �8700-(863)422-G085
ALPINE
MITWCW-PM"
A I 2019
.
April 26:20.19 -
Mr. Bob Michaelis.
Cgrpehter Coritrzi dtort of Atheirida, Inc.
Avenue G..; Northwest
Wiritet'H�iv6n, FL 338.
60-6201':
Dear. Bob,.
R6` Str6ngback bridging. on fb6ftrus6es.
I understand -there. is some dohd6m over our recommendations f6r*strb,hdbAck- bridging on. fbof�trussps.,
'8itohgback bridging for roof trusses is nqt.a . :.rpqujrpmentof:ANSkTPI 2014P.orls it. a requirementofthe
Building Component -Safety, Information .But strongback bridging VY roof- trusses is
xecommeodipd,bvCarpenter Cohtr�ctdr§ of"Ambd6g. -Str6hg ck bridging.senses
_tIPL..fo.11-Ow-rjg.-two
functions:'
One, bridging aligns the bottom chords after they: pre- set zo.. they uniform along the ceiling
. h. bottom ... . . chords . . .. .. .... . along I .. t .
line Eindhe'i:p"s'-'w;ith:-c""e.ili"ng:sorviooai serviceability
Twoj bridging reduces e6lativd deflection. of. adjAdeht ItUss6sz.
Stro.ngba.ck: bridg'in * g".dobs: riot--OrbVent or r6duc6-overall individual deflection, especially -any e6of trus§69,
& _ flOfbg M.Prq an 14' inch.
.... .. .. .... .. ........ ... .
Si a fongoaq�-bqdgin in roof trusses does 'not serve - �s leffip-6fairy.. or permanent bracing and is not
intended to .distribute. or share design loads- betWeeh trusses. Con
sequently,. -no desido load*
.been accounted for'With this. detail and continuous s'trdhgback'bfidgihO should 'dotbd ..att6cihed betw6ert
common and girder trusses. The use :of strongback bridging shall not, jnierfere with other- d' W! psjgn
cbnsJdetati6ns as specified :by the Enginiekrbf Record or the Building Designer.
The outer ends ofthe 'stroqg .. ! . :iaq . k bridging shall be -aft9ched.Io awall or anotherzecure end. rqstrain restraint; or
apspecified:.4y the EngineerofRdbord dr'.thd BUildino.136sijridir,
Sfrdn'g'b*ack- bridging shall. be a. minimum :of 2j.6 horbihat lumber. oriented with 'the depthvertic
al. Attach
with f6d :common, nails (0.1 _6Z -.x3.5"). nails at.. each intersecting member':When. extending the'.str6rig.batk bridging overlap by at. aminimum qftwo trusges. The location of. jhe:strongback- briddin
R:
maybe specified by`the .-Truss Manufacturer,. E-ni-gin"'e6r, of Record, or Building Designer.- Please refde-to
BdSl "StrongbackingProvislions "' onto Alpine.:8TR8k.lBk1...Q14 detatl for more information. The. graphic.1 '01 shoWh (Fi6Uee*_1) is f6rgen'OncillustrAVY6 purpose only.
,6750 F.6rurn Ddve:guite 305, Qr%ndc, FL 3282 It - (800).5214790i (863) 422-8685
ww—m]Pin6itvv.00M:
ALPINE
1 11 11i V. I. U I- '. ,-N L L- k..111 . I :. J )
MgLwel,
if Lcai 4 be of any fur her assistance' or if you'have any questions; please; give. me a call.
William, HeMck- P.E.
ChiefEng'pper
Alpinean jTW- .o ' :Cmp.Iny
Epgineedn D60�iftrnieiht
'Ofl4n.do, FL V82.1.
676.0. Forum Drive Sulte.,-395, Gd6n'dd,- FL 32821 (800).521*-9.790 - (8153)-,422-8685-
;a pinot .tw
..cQm
w
i
.4
S
NOTE, IN LIEU;:OF SPLICING AS SHOWN,
LAP STRUNGBACKIRDIGING MEMBERS-
FOR.AT'LEAST 13NE -TRUW,.SPAC1NG
STRONGBACK, BRIDGING: SPLICE DETA
RECOMMENDATIONS
is All scab -on blocks shall:.be; cx mInImum.'-...,
Pvk
'stress craded lumber-*
i imp -All str-ongback bridging .and bracing sh'011
minimum 8x,6 'stress..' g!-'(01ed' !umbeii-V
P- I he purpose of strondb.a.ck brld6lha. Is, t.o.
'10d,BDX�GUN develop t6axl sharing hi�''twegnln Y. .... :trusses,:
114:1Z RQWS'AV dKidUa-C
res�.�4ttjng I� an raL( Increase In -,the
stiffness .;of he fl
oor system; -2k6
STRONGBA.Ck $RIMING ATUCOMEN-T ALTERNATIVES
ATIVWES
ANffwow*w
0723R1Yiqx'1V&G
Wie 2M
Malylaw Heighs. MO SZO41
or
strongback bridgingr, potMohed. as.'h h In
- S.: 0.)Y.
details, Is recommended ,at 10' (Maxl>
The. terms 'b'rI 1 d dRog an 'bracing'are sometimes
mistakenly •used :Interchange-abty.- 'Bnatlh
. .. 61'� 1'9. 4'.n.
Important structural requirement..bf :any floor
1
or roof system. Refer' t"o. the: Truss. Des I gh
-Drq.;*Ing (.TD.D). :f0t.4 "t.he: bracInb rt-quir.26ments for
each Ind1VIdQak ,truss component 'BrIdgIng-,'
p n
artIcutaHy 'strongback-:';.brIdg! g1:is ''
:a:
rec6mmehda:tIdh-- for 'a' truss- system to. help
Con-tro .vibratl.oh. In: addition; -tb-:QIdIFi0.'In the
dIstrIby.tion of pbln.t* !bads beitlhl4in adjacent
truss,
strongbac bridging.
serves -to: re
ss. k
I duce
bounce.' or residual from
MPY.09 point lbqds;:5uch as footsteps..
The performance. of All . floor -systems are
enhanced by. the. Irist ' alliat!b ' h ' ofs+r8ngio.a.tk
brIdgIng and therefore :is. stron
gly, recommended
by Alpine,
For addl+6ndl
bridoing, refer t.. 0 -CS I (Building
uILdIng. Component
Safety Information).
No. 708611
A
STAF:.-
lli:. .1 V11
PSF I
tPSF I
,DL
LLD,
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FAC.,
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JON :F��I:CI������ "�!�5��'��' � OTT. �:f}k01'qNp� 4�.. S��`}7�
Cracked or Broken
This drawing specifies repairs fora truss with broken chord
or web 'Member,
This design Is valid only for single ply trusses with 2x4 or
2x6 broken members, No more than one break per chord panel
and no more than two breaks per truss are allowed, 4'
Contact the truss manufacturer for any repairs that do not g
comply with this detalt. ;
(B) - Damaged area, 12' Max length of damaged section
(L) = Minimum malting distance on each side of damaged area (B) �.
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
specles as damaged member. Applyy one scab per face,
Minimum side member lengths) = (2)(L) + (B)
Scab member length (S) must be within the broken panel,
Nall Into 2x4 Members using two (2) rows at 4' o.c., rows staggered,
Nall Into 2x6 members using three (3) rows at 4' oz., rows staggered,
Nail .using 10d box- or gun nails (0,12810', m1n) .Into each side member,
The maximum permitted lumber grade for -use with this
de-talt Is limited to Visual grade 91 'and MSR grade 1650f.
This repair detail may be used for broken connector plate at
mid -panel splices.
This repair detail ma not be used for damaged chord or web
sections occurring within the connector plate area.
Broken; chord may not support any tie -In loads,
Merriber Repair Detall
Load Duration = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Memberi
Size
L
SPF-C
HF
DF-L
SYP
Web Only '
2x4
12'
620#
635##
730#
800#
Web Only '
2x4
18'
975#
1055#
1295#
1415#
Web or Chord
2x4
24
975#
10554t
1495#
1745#
Web or Chord
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
30'
1910#
19600
2315#
25530
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36r
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
r
42
2975#
3045#
3505#"
3835#
Web or Chord
2x6
43954
4500#
52254
5725#
Web or Chord
2x4
4Br .
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
6660#
s• .
' HlnhuM
i; L nktnnn
s
L I
L
4' o.c s
Typical
L
+ O + O + O + O L
O O % O + O HhlMun B
L IDtstonce.
St2e
agger L
Back Face 10d Box'(0,128' x 3', min) Nallsl
O = Front Face 2x4 Member - Double Row Staggered
2x6 Member - Triple Row Staggered
Nail Spacing Detail L L1 .t re 31 L I
"VA"NGrrr READ AND falGV ALL NOTES off TNIS!NAVINCI REF MEMBER REPAIR
x0W0RTANTws FIMSH THIS nRAHnJG Tn ALL CCNTRACTGRS INCU171NG 7W DaTALLERS,
Trusses require natme care In fabrleatlno. hnlrllhp,
Iollor tM Iateri rdHlon of 7CSI alu0.dhp Corparrnt Safrihy /riggstlaoln,Sby TPl trand SHC10 efer tand
for safety DATE 10/01/14
pprraAetkrs prkr to perfarnlnp chess funcilgns. Snstgllers shgN provWe ttenporory hraeNp per 7CSI.
gNps noted othervlee, top chord dhoti Fpvn properly nttacMd atruetui•al shedtMnp and batten Chord DRWG REPCHRD1014
each
�„ shall stave -a propmiy oitgeFkd ,bald c.lha. Lgentlons shorn For perngnmt lgterol restraht of rr i
S-pi
I�ch face
Q �LlMier to drarinps SBOA-7 Ior standord plot. posiutpions, y
AN ITW COMPANY tNs droylny gnlYnfaRurr io b�� ktv piruss M�onfornnenee yhh ANSI/TPI 1�n rbforohondMq ahlpD�1 p '�
hstollatkn o • getup of Trusses
A seal'm tNs drgrhp x cover pope UriYp ibis drarhy hdmtes accaPtann 'of prof.ssbnal .
srghrsrYn respgnslWKYy. solelyfer tlfe deglyann shorM1 TH sultaWlty qnd usr of iNs drnel•�p ��
133CD Lakefront DAva for any etruetu•e Is the rnparubAKy .of iFhe Alldhp Desgnar per ANSLTrl I Src.E.
EaAh Gky,MO D3D4S rep More Infornatlon set this Job's general notes ppuppa and these reb sltesi SPACING 24,0' MAX
ALPINO sw,►I Mitr.eanj TPb rre,tpir.at,orgl 37CA, rw*.sbc1ndwr"4r-pl ICG rrrJcasafe.orp
W
.1 BtridjE
BOARD
(2,xi)
Purflirts ./tiotpAl "dr*,
VALLEY RAFTER
SEAM,.F_VSRy P00.
RAFMRS
,quMmuna— . 1�x_+ LOAKINA
W.O.t. p .66orq
valleyset
th h�K
%1d§:r Tcels:acawtng tolvalloys Wlthjho�'fdjt'd...oIndlilOus.
-yalley
-Maximum rdo.A 'rd,bf height; 3,04vet.
AS 140 ynp,h.,-"bS6d, Cat
ZE' ",Exp O; yut-�I.o
-Or A.Mq)!�npn? 'of A 710. W MP.h; 104"
pr9pt7.ces.. Prior. . C4.
SKUM hdtt u.. Y.
F
of
Y.4,
ob. M.
IX4:4t ICKI 1 •6 I' TWR 'S-
TJRL!h0 UNDER VALLEY -FRA'M[NG
VALLE[Y RA MR, OR NDGE
+CJi@P,PLtr
g. +CrJppIeb,40-M`1dr 30 PSf tTL)Iand 26 PSIf (.TD) Mak,
$
fbt Ooh l"Ittaftj fMm the * vdlioys br-s loopers
pa S.tnd �c I 1Z P" 1i
X14 a r d4l
90ar betw"p rpws,.
VA6 LEY:AOo�
LAB.
th
J
by-vihem)
�r doi}ih),on -galls' 4 1,'r' r'.hici, eld&"Wirafter,
jumlier9fnpils are
kid
rafter Jfsfipapets.am.not used,.
btidio-ia,*%i6t U"d,
tbjf4XnocL,f`&6urr*nt NOS requimmgnt�
hills unJoAiqibtsd*6(hb lie.
toe-nails
PDR P=H
4 16dlcii�l
3, CHp*'ole.,tcifv64
CC*) a 16d.
chineaftritiE sheathln� ...
Mft&t6r.tWo-7X6 sleepers. 4 1 Ud t:oe,,
S. -51dep6i W-traii, 4'1:6d tdd-
3 led !:664,
.6. Rjdlle:bohrd.-�-r.00f blcick 4 164
.7, -IIId'8`eA1c(.afM fo.tr.ugs- 4 led. tddpi
.-Flufffti I* (T"). AlAotde-
:Trizoov lilb�604e 4*16&toco
.10. Truwtd;8. krlpott� 41W.-to
;.ARE USED) 4 16Ttoi:-
NAIIA
.V1, eciol-O!, loop..
d. a....
e. S9
6o
4(A
znirrHcsxsL;9.d'-3b 46 54 12j9P
I
f, S1 W, I o rtw.. r TC Mr 10 ZO 7 7 DAM 10
4nq 8C DL 0 .0 0 0 DRWG
Bc- LI, 0 .0 0 0
'o.• for .ury
de OR I 440 Tft. 1D 61
Of
.abka4", 176
b. ii
-kB.Ovr
Face -Mount Hangers - I -Joists, Glulam and SCL
W1
M
El
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
IUS2.56/16 '
-
25/e
16
2
Min.
(14)0.148x3
-
70
1,660
1,805 1,805 11,425
1,555 ! 1,555
!
Max.
(16) 0.148 x 3
-
7!?
1 ''S
1,805 1,8C1,5 ' S5
` 555 1.5 55
21h x 16
MIU2.56/16
15'/6.
21/z
-
(24) 0.162 x 31h
(2) 0.148 x 11/z
230'
3.455
3,920 4,045 2,970
3,370 3,480
U314
101/z
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11h"
i37D
1,945
2,205 2,375 1,675
1,895 2,045
HU316 / HUC316
R-2
141/a
21/z
-
(20) 0.162 x 31/z
(8) 0.148 x 11/z
1,515
2,975
3,360 3,610 2,565
2,895 3,110
IBC,
`'MIU25611$
17c
21Is
;=
i26)0:162X31Iz''
:: (2)0.148,x,1?Iz
;,230
3;745,
4,045€4,i345'3.2203480
34$0#
FL,
LA
2Yz x 20 MIU2.56/20 1. 1 1 • ' - 2s/61 193/16 21/z - I (28) 0.162 x 3'/z (2) 0.148 x 11/z 1 230 14,030 4,060 4,060 3,46513,495 13,495
s 9
t 26 1vifU2 56L20 ✓ 12 +6 19'116 21l (28) 0.162 X 3 lz �(2} 0148 x 1'/z 230 4d30 4 060 4 060 3,965 3,49 13,495
29/6 X 91/4 29/6" wide joists use the same.hangers as 21/2' wide joists and have the same (bads.
to 26
;IBC,
MIU3.12/11 31/a 11 Ya 21/z - (20) 0.162 x 31/z (2) 0.148 x 1 Yz 230 2,880 3,135 3,135 2,475 2,695 2,695 FL,
HU212 2 /z Max: (22) 0.162-x 3 /z;_ (10)-0.148 x 3 i5 3,275 3,695 3,97012,820 3,180 3;425
HHUS46 - 35/a 51/s
31/z x 51/a 3 - (14) 0.162 x 31/z (6) 0.162 x 31/2 1,320 2,785 3,155 3,405 12,395 2,715 2,930
HGUS46 !--'1.35A . ~ 4346 1 4 1 1 (20).0.162 x 31/z (8) 0.162 x 31/z 12,155 4,360 4,885 5,230I 3,75014,200 4,500
IUS3.56/9.5
MIU3.56/9
U410
HUS410
HHUS410
31h x 91/z
HU410/HUC410
HUC0410-SDS
HGUS410
LGU3.63-SDS
MGU3.63-SDS
• - 1 35/a 91/z
.2
1-1
(10)0.148x3
-
70
1;185 1;345 11,455 1,020 11,160 11,250
• -.1-1
i 3s/6 813A6 "
21/z
-
(16) 0.162 x 31h
(2) 0.148 x 11/z
210
2,305 2,615 2,820 1,980 2,245 2,425
•
' ✓ 3s/6 1 83/s
2
-
(14) 0.162 i 31/z
(6) 0.148 x 3
970
2,015 2,285 2,465 (1,735 1,965 12,120
•
- 3s/6 . 815/6
2
-
(8) 0.162 x 31/z
(8) 0.162 x 31/z
2,990
2,125 2,420 2,615 1,820 2,07012,240
•
- 35/a �, 9
3
-
(30) 0.162 x 31/z
(10) 0.162 x 31/z .
3,565
5,635 6,380 6:445 4,845 115,486 5,545
•
✓ 3s/6 1 8%
21/z
-
(36) 0.162 x 31/z
(12) 0.162 x 31/z
3,235
7,460 7,460 7,460 6,415 16,415 6,415
•
- 3s/61 9
3
-
(12)114" x 21/z" SDS
(6)1/4" x 21/z" SDS
2,265
4,500 4,500 4,500 3,240 3,240 3,240
• •
- 35/a 91/6
4
-
(46) 0.162 x 31/2
(16) 0.162 x 31/z
4,095
9,100 9,100 9,100 7,825 7,825 7,825
IBC,
• •
- 35/8 8 to 30
41h
-
(16)1/4" x 21/z" SDS
(12)1/a" x 21/i" SDS
5,555
6,720 6,720 6,720 4,840I 4,840 4,840
LA
•
- (35/6 91/4 to 30
41/z
-
(24)1/4" x 21/z" SDS
(16)1/4" x 21/2" SDS
7,260
9,450 9,450) 9,450 6,805 16,805 6,805
46
See footnotes on p.150.
THA/THAC
Adjustable Truss Hangers
�j
a
This product is preferable to similar connectors because.
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX8 coating.
See Corrosion .Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be. used:
Top -Flange. Installation. — The straps must be field formed .
over the header — see table for minimum top -flange requirements.
Install top and face nails according to the table. Top nails shall
not be within'/4" from the edge of the top -flange members. For
— -the THA29,' nails used forjoist attachment-must-bevriven at an
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
3W (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
rZ13/a, for
THAC422
'for
422-2
426-2
THAC422
Face nails Top nails
per table per table
13/4 typical
2Vs' for THA422-2
and THA426-2
THA418
2h le
c
hw 2,
ulll/THA29
Double 4x2— 2 face nails
Use f ull table value (total)
Single 4x2 4 top nails
See (total)
nailer table `°
P' 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 headE
Double -Shear i
® DoubleI Nailing Dome Double -Shear
Shear Nailing Side View
Side View;
Nailing I (Available on
Do not
Top View bend tab some models)
Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
lyN4�ai 4I,M, v
Top Flange Installation
er to
tnote 5
p.187
86
THA/THAC
_.................. .................................................. _..... ._._..................................... __._............................................. .......................................... ......................... _.................................................................................
Adjustable Truss Hangers (cont.)
IS These products are available with additional corrosion protection. For more information, see p.15.
0
a
11/2
— (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3
525
'1,750
1,750
1,750 450
11,330 11,330 1,330
THA29
18
1s/a
9"A6 5Ya
27fis
— (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3
525
2,6101
2.610
2,610 450
1,985 1,985 1,985
h
TMA213
l8
lsls
13b1s 5?l2
2
,
-- :{4)'3148x3 ` (2)fl148x3 (4}0.148x1Al2
1.4 �a".,
4 ?30
THA218
18
1 %
173A6 51/2
2
— (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11h
1 460
1,460
1,460
1 ' 10 1 1 C 1,110
IBC,
THA218 2.,
16
3A/a
1711/is 8 "
2
— 4j Cf 162 x 31h (2) 0.162 x 31h (8} U 148 x 3
r
5
t � :'
49 1 1 1 51
FL,
;: ..
t+.,
d1
L
THA222-2
16
3Ya
2N6 8
2
— (4) 0.162 x 31/2 (2) 0.162 x 31/2 (6) 0.148 x 3
—
1,960
1;995
1,995 —
1,490 1,515 1,515
TNA413
18�..
3$/s=
")3is 4'lz
2
THA418
16
3%
171/2 77/a
2
— (4) 0.162 x 31/2 (2) 0.162 x 31/2 (6) 0.148 x 3
—
1,960
1:995
1,995 —
1,490 1,515 11515
THA422 ..
16
3%22
771a
2
- (4}(].162x3ih (2)0162'x3'h (6}U48x3
peg
1'a
(�
1,95 ,.„90
1,5151oa '
THA426 "
14
3%
26 77/a
2
— (4) 0.162 x 31/2 (4) 0.162 x 31/2 (6) 0.162 x 31/2
—
2,435
2,435
2,435 —
2,095 2,095 2,095
THA422 2
'!4 71/4
22i% . 9Y4
2
'= (4) 0 62 x 3 fh (4) 0 f 62 x.31h (6} ).162 x 31h
330
3 33U
330 '
12,8fi5 2 865:4
FL
k ...
_
•2,i3fi5
THA426-2
14 71/4
26'/s 93/a
2
— (4) 0.162 x 31/2 (4) 0.162 x 31/2 (6) 0.162 x 31/2
—
3,330
3,330
3,330 —
2,865 2,865 2,865
Ow E
3.�
Fact Miunt axe tnstaIatinn
s
THA29
18 15/a
971tis 1 5%
1
1 911A6 1 (16) 0.148 x 3 (4) 0.148 x 3
1 525
12,265
12,26351
2,265 1 450
1 1950 1950 1950
THA218 118
1 %
173/is 51/2
1
173A6 1
(18) 0.148 x 3 (4) 0.148 x 3
855
2,450
2,450
2,450
735
2105
2105
2105
T11A 318 2
f6
3%
17A s 8 -'
14Yia§ p
(22} 0.162 x^;31Iz (6} 17 621f 3
; 855L
3 0
;EL?
: 3 11
: 1595
.A
2 2 45 '
IBC,
FL,
THA222-2
16
3Ya
221/1s 8
—
141/1e —
(22) 0.162 x 31/2 (6) 0.162 x 31/2
1,855
3:310
3310
33-10
1,595
2,845
2,845
2,845
LA
THA413
8 3�1a
3 s 4,1jz ;
y
133/a
"(4 0148 c 3 (4) 0148 x 3
8 5
2 045
2 34
g 4 0
3r
6G
2 0 a 6 10
THA418
16
3%
171/2 77/a
—
106 —
(22) 0.162 x 31/2 (6) 0.162 x 31/z
1,855
3,310
3;310
3,310
1595
2,845
2,845
2,�45
THA426 114 1 3% 1 26 1 77/s I — 1161/e I — 1(30) 0.162 x 31/21(6) 0.162 x 3Yz1 1',85514,415 14,4801 4,480 11,59513,79513,8551 3,855
THA426-2 114 171/4, I261/isI 93/4_ I — I 18 I — . I(38) 0.162 x 3'/2I(6) 0.162 x 3'h)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 loading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation loads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to -installation instructions regarding fastener installation into carried (Joist) member. Based on the installation condition, nails will be installed,
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
FL
SIMPSON
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers
This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
'he double -shear hanger series, ranging from the lig'7t-capacity,
LUS hangers to the highest -capacity HGUS ,angers, feature
nnovati:_� double -shear nailing that distributes the load through
ivto poinl.s on each gist •%ali for gre -LOr strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• Not designed'Tor welded 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
Q
Nailing Side View
(Available on
some models)
1°for2x'
1"iie'for 4�sj4_,
7,
H
�W B
LUS28
HHUS210-2
�MUS28
I...-05i_,- . ,
y®
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
LUS/MUS/HUS/HHUS/HGUS
.................................................. ........................................................................... ......................................................................................................... ..................................................................................................................................................... _........................... _ _.. ,
Face -Mount Joist Hangers (cont.) -
y:
1. See table below for allowable loads.
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
B with Strong-Drive°i SD Connector screws.
See pp. 335-337 for more information.
Single tic Sizes'" - ,
LUS26
1,165
1 865
990
1 1,070
1,355
1 1,165
1 935
1,070
1 1,150
1,475
1 865
635
1 725
785
1 1,000
IBC, FL,
MUS2fi'
� a
295.0
1,4 0 ''
1560
1,551-=
eSS `.
, 1,405
1560,
1'.56a .
"1.�6ft
.
i3=
15
955
t;090, e
s 1780 ,
5 ,°
LA
HUS26
1,320
2,735
3,095
3,235
3.235
1,320
2,960
3.280
' s
3.1_.,a
' r
3,28_t
}
1,1,.G
2,350
66f
1,;;.,
2:780
8
2,r.,(.
H6US2
6
4,3,4�'a,
4,850 ;`
517t)„
5,390•
0& .
g;,4,690
5,220
; 5 90 ,
5 390a
� C •'
.12267
3,610 `
-3,876
3,M5i =
IBC, FL
LUS28
1,165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1,465
1,730
865
810
925
1,000
1,270
MUS2$
7'2{
-1730.:A7,975`
: 2,12
2,2 5=
'', 1,320
1,875
2,135
, 2255
2;a
1;i50
1;2?ii ,
=1,455
1�5,7,5
„j,5 ;IBC
FL,
LA
HUS28
1,76v
4,095
4,095,095
4,095
i,7(i(i
4,095;O:iS
4,095
4,09;:
i:484;
3,520
3,520
3,520
3,52(i
,HGUS2$ .,
>-1 .,
.,2 n;,
, 727$
7,275�",
�:7275
' 1,6 0 =
'! .27
`,,2 5--
.7;275
7- 75
1,325 ..
3, 7G,,-'
3,820
t3;91�
4,7 Ot;
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,
5=830
u E�'Md
2,228..
,.2
x 56 ,
.. ,a3�s
°'2,8 5' '
LA
H31iS210
2,090
9,100
9,1fi0
:., 00
9,100`
2,il9il
i,.GO
P,.,eO"
9, ,,..
9,1tk1
1,5'.
ii,34
6;730
6,730
6,7; 0
1. For dimensions and fastener information, see table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp. 98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45'
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
94,
Acute
- side
apecuy angle
Top View HHUS Hanger
Skewed Right
(joist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
(3
Z
z
a
0
0
U
W
F-
z
Z
O
U)
Z
0
U)
u)
o'
0
N
O
o)
0
N
U
U
Simpson Strong -Tie® Wood Construction Connectors
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.
Double 2x Sizes
HHUS26-2 1 45/16 1 14 1 35/1s I 53/e 1 3 1.(14) 0.162 x 31/z 1 (6) 0.162 x 31/z 1 1320 12,830 13,190 13,415 1 4,250 1 1,135 12,435 12,745 2,935 3,655
HGUS26-2 1 49/16 1 12 3% 57A6 4 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795
IBC, FL,
LA
LUS210-2 67/16 18 1 31/a I 9 1 2 1 (8) 0.162 x 31/z 1 (6) 0.162 x 31/z '1,445 1,830 2,075 2,245 2,830 1.245 1,575 1,785 1,930 2,435
HHUS210-2 83/e 14 35/is 87/e 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 3:050 5,705 6,435 6,485 6;485 3,335 4,905 5,340 5;060 5,190-
HGUS210-2 I 89/16 12 3-/AG 93/i6 4 (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825
Triple 2x Sizes
Vu)
tdJ'U.Ib1 X 6 Y2
G,i1h3
,444U- 4,i 3U
�)OIUi
10,310
1 I,boo:,
=6,LJu-
4, i LU_
4,44
-411y3 iI
IBC, FL,
FiGUS283 `}..6' s
12
4'O51,a
7�/<
4
(36)0:162x3?h
(12),0.162X3'h,
3235
7460;,7,460.
7460
7,?t60"
2,780
8415;";6;475;
5;415
6,415?
LA
HHUS210-3 83/e
14
411/16
87/a
3
(30) 0.162 x 31/z
(10) 0.162 x 31/z
3,405
5,630 6,375
6,485
6,485
2,930
4,840
15,485
1 5,575
5,575
FL
HGUS210-3 8t3/6
12
475/6
91/a
4
(46) 0.162 x 31/z
(16) 0.162 x 31h
4,095
9,100 19,100
9,100
19,100
13,520
7,825
17,825
17,825
7,825
Quadruple 2x Sizes
HGUS26-4." 51h '12 tia/ia'. r5'f16 _ "(24){i:52x311z ,E8)Q.162x31h 2,155 434ti /},850 5174- ,57,6 =1,855 `3,730,';4170 ,4,44 4,79a'IBC,FL,
HGUS28-4 71/a 1 12 6% 73A6 4 (36) 0.162 x 31/z (12) 0.162 x 31/z 3,235 7,460 7,460 17,4601 7,460 2,780 6,415 6,415 6,415 6,415 LA
HHUS210-4 8% 1 14 61A 87/e 1 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 3,405 5,630 6,375 16,485 16,485 2,930 14,840 5,485 5,575 5,575 FL
4x Sizes
IBC, FL,
LA
IBC, FL
LUS48
43/a 1 18
1 39A6
63/a
1 2
1 (6) 0.162 x 31/z
1 (4) 0.162 x 31/z
1060
11,315
1,490
11,610 12,030
910
11,130
11,280
11,385
11,745
IIBC, F
HUS48
61/a 14
39/16
7
2
(6) 0.162 x 31h
(6) 0.162 x 31h
-020
1,580
1,790
1,930 2,415
1,135
1,360
1,540
1,660
2,075
LA
HHUS48
61/z 14
3%
71/s
3
(22) 0.162 x 31/z
(8) 0.162 x 31/z
1;760
4,265
4,810
5,155 5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
67/16 12
35/s
71/16
4
(36) 0.162 x 31/z
(12) 0.162 x 31/z
3,235
7,460
7,460
7,460 7,460
2,780
6,415
6,415
16,415
6,415
HGUS412 103116 1 12 1 35/a 1103461 4 1 (56) 0.162 x 31/z (20) 0.162 x 31h 15,695 1 9:045 19,045 9;045 1 9:045 4.900 7,78U 7,780 7,780 7,780
HGUS414 117/1s 1 12 1 35/a 1127/6 1 4 1 (66) 0.162 x 3112.(22) 0.162 x 31/2 15,695 10,125 10,125 10,125 10,125 4,900 1 8,190 1 8,190 1 8,190 18,190
- Double 4x Sizes
IBC, FL,
LA
FL
1. Upift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong-Tiee Connector Selector° software includes
the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 1 1/z" 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.
Simpson Strong -Ties' Wood Construction Connectors
6
Face-Mount Truss Hanger -
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/a". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/s" per ASTM D1761 and D7147). See technical
bulletin T C-HANGERGAP at strongtie.com for
more information.
Material: 16 •gauge
m Finish: Galvanized
L
,0, Installation:
C)
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
for additional uplift capacity
Options:-
ca
d HTU maybe 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
1 Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
iau,
- 78 111a . yap UU-CUn cnu. L
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanqer Gap)
2x Sizes
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
H IU26 (Min.)'-"
!. 3'/a
J %
I bhs
1 T/2
("LU) U.1bZ X 31/2, (14) U.148 X V/2
. 1,2bU
l -2,54U
- 3;2UU
l " ,-LUU
:i ZUO
11U15
1,8b2
l '-2,015
Z,Ulb
2 015='
HTU26 (Max.),` `
'° 51/2 .
16/a
5'11s
.31h
"(20) 0.162 x 31/z j (20) 0148_x 1,1h
.1,555
21940�
3920-
u,530
4,010.
1,335
=2;530
M55
3-may
i 3 450
IBC,
HTU28 (Min.)
37/a
15/8
71/,a
31/2
(26) 0.162 x 31/2 (14) 0.148x 11/2
1,235
3,820
3,895
3,895
3,895
1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
15/a
7%
31/2
(26) 0.162 x 31/2 (26) 0.148 x 11/2
2,020
3,820
4,315
4,655
5,435
1,735
3,285
3,710
4,10,05
4,675
LA
HTU210,(Min:)!-�',3�/a„
1:5/a,
9%6
`31/2
(32)0.162;x31%2 • 48X11h
11,330
{ ,300;
,3 O'
1,145
3,225,'1
3,225
225`
225i-
HT11210.(Max ), :
' 9'/4'
1 /s'
'9'As
31h
'(32) 0.162'x 31h ! (32) 0,148 x 1'h
"'3,315'
4;705
5:310
5i 3o'
5;995
-2,850,
. 4,045 -
4,56
4,930-
5155.,
Double 2x Sizes
HTU26 2 (Mires)
'7/8 °
35/is
~5'As'
.3'/z
(20}•0:162 x 3'Jz
'(1'4) 0198X;3 ,
,1;515
2,940
'; "- 3r?1
' � (1,
-,3,910`
1,305
1,850
2,090
'r2 255'
, 2 465,'
HTU26-2'(Max)
5i/z'
34As,
1,516
31h'
'(20) 0'.162 k 31h
'; {2U},0.148 3c 3
2,175'
2,940
3,323
HTU28-2 (Min.)
37/8
TY%
7M11s
31/2
(26) 0.162 x 31/2
(14) 0.148 x 3
1,530
3,820
4,310
1 4,310
4,310
1,315
2,865
3,235
3,235
3,235
HTU28-2 (Max.)
71/4
35/is
71As
31/2
(26) 0.162 x 31/2
(26) 0.148 x 3
3,485
3,820
4,315
4,655
51825
2,995
3,285
3,7.1 `
"
"6 ^1-
FL,
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/s" 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.
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
HTU26 (Min.) 31A i (2) 2x4 (10) 6.162 x 31h (14) 0.148 x 11/2 925 1,470 1,660 1,700 ' 1,875 795 1,265 1,430 1,540 1,615
HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 3% (20) 0.148 x 11/5 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,9 ill IBC
';ti�.,.. FL, LA 100 fkan„i 71r. -t0109IOM 1r,) WOM ,ihA
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 fisted diameter by length. See pp. 21-22 for fastener information.
L iILCI I lciLIV,C /-\llUVVctL)IC LUdUS l72 IVIdAII I lUl I I rlctl IyCI Udy)
Single 2x Sizes
HTU28 (Min.)
37/a
15/a
711A6
31/2
(26) 0.162 x 31/2
(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
IBC,
FL,
HTU28 (Max.)
71/4
15/a
7lAr
31/2
(26) 0.162 x 31/2
(26) 0.148 x 11/2
1,920
3,820
4,31:.
4,655
5,015
1,695
2,865
3.235
3,490
3,765
LA
3
]51a,
;9Ys
1/2,
3
(32)x112{
1250,,
`
4�1HTU210Min)
1 X&
2,70 "
2,700
;2,700
2,700
HTU210 (Max j
„ 9'/a
isle
935s,''
31fz
(32j 0162.x 3?!z
{32) p:148 x 1 !/2-
3 255,
4 705
5,020
5 020
5 020.
2 800'
3,530
3,7fia
3,Z65
3,765.'
Double 2x Sizes-
HTU26;a2
,3Ma
5'/1s'
31,42�
;(20) Q i 2.x 34/1 "{14)'0',.1'4$ x 3.
,1,515
2 940
3 C1
3,50Q
3 544
` 1,305
r2 205
2 205 "2;2Q5
2,205
HTU26 2 (Max}.,
5112
3-s
57A6 ,
31C
(20} 0162x-3'!z (2Qj0148 x 3
191Q
f2 940
a 20
3 5Q0
3,544
'i 1645
2,205
2,205 2,205
2,205'
HTU28-2 (Min.)
37/a
3-s
71/is
31/2
(26) 0.162 x 31/2 (14) 0.148 x 3
1,490
3,820
3,980
3,980
3,980
1,280
2,865
2,985 2,985
2,985
IBC,
HTU28-2 (Max.)
71/4
3F1s
71%
31/2
(26) 0.162 x 31/2 (26) 0.148 x 3
3,035
3,820..4,315
4,655
5,520
2,610
2,865
3,235 3,490
" 140
FL,
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no.further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between %" and 1h", 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.
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/s" 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".7iten® 2 screws
(Model TfN2-25134H) for concree and %': x 2Y4" Titer? 2
screws (Model 3 fN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or E NP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation: '- -
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4".x 1 3/4' — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/1s"-diameter hole to the specified embedment
depth plus 1/2".'
• Alternatively, drill the 3/ie"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's.
load capacity.
• Titen Installation Tool Kits are available. They include a
3/1e" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/3" is required as shown in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
of 11/2" is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
eN..Yz° r...
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
Simpson Strong-Tiec, Wood Construction Connectors I
HU/HUC/HSUR/L
. . . ............. . ............. . . . . ...... . .. . . . ......... .................... . ... . ........... . .... . .... . ..................... . ............ . ... . ....... . ... . .............. . . .. . ...... ......... . ..... . .................... . . ....... . ...... . . ....... __ ................
Medium -Duty Face -Mount Hangers (cont.)
WA ThPqP nrnrh into - n%tnifnhla Wth nr4rOi-I i -t-fi- P - info fl - , 1 CZ
HU26 HU26X (4) 1/4 x 2 3/4 (4)1/4x13/4 (2)0.148xll/2 335 1 1,000 335 1,545
8 4 X 4 1/2 400
U28" HU2 X", (6)1/
HU24-2 HUC24-2 (4) IA x 21/4 (4) 1/4 x 13/, (2) 0.148 X 3 380 1,000 380 1,545
HU26-3 (Min.)
HUC26-3 (Min.)
(8)1/4 x 2 3/4
(8) 1/4 x 1 V4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12) 1/4 x 2 3/4
(12) 114 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
2�
M
HUG28 2�( in.)-
0 0)
'09) ill 0.,
(4)'014 x;3,:
1
'76 0;1
2j500,:
0
�76 ��A
-2( a
HPC28 2{Max.}�,,(jzt)
e
J14) 4
-'Wx 1
x
644 3�
8
0 0
'1
HU210
HU21OX
(8) 1/4 x 2 3/4
(8) 1/4 x 13/4
(4) 0.148 x 11/2
545
2,000
760
2,415
3/
148,x 3,
1`135
920
210-�,(Max �:)
8
(�8) 1/4 x, 1 �/4
S 60
HU210-3 (Min.)
HUC210-3 (Min.)
(14) 1/4 x 2 3/4
(14) 1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUG210-3 (Max.)
(18) 1/4 x 2 3/4
(18) 1/4 X 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
Lj 2
'(10)1/ -Xl 1
4, /4
(6 ),6 48'x
35
HU212-2 (Min.)
HUC212-2 (Min.)
(16) 1/4 x 2 3/4
(16) 1/4 X 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(2 2) 1/4 x 2 3/4
(2 2) 1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
12-3 (Ml,n.):,,
4 4. .
�'(16)' x.2
. 4x�j
014 :0,
8
f1i �5'"�""
-
4"b 6
0
I ,
1.13 5
492 ' 0
HU2J' (Max}HUC212-3
(Max)
�X
(2 2) 114 x,.l
_Y
6.
(10) 148k3""'
j,8
85
HU214
HU214X
(12) 114 x 2 3/4
1 (12) 1/4 x 11/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
HU214-3 (Min.)
HUC214-3 (Min.)
(18) 1/4 x 2 3/4
(18) 1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515 1
5,085
HU214-3 (Max.)
HUG214-3 (Max.)
(2 4) 1/4 x 2 3/4
(24) 1�4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216.
HU216X,
'7
X1
7----77�
'2 92
1,515:
2;920_
HU216-2 (Min.)
HUC216-2 (Min.)
(2 0) 1/4 x 2 3/4
(2 0) 1/4 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(2 6) 114 x 2 3/4
(2 6) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
W21 4'(Min.),
6
x0-
i4
(8) 0. 8 x 3-
A
'4".626
5
4920
1162 6-34
U. '16- '0M63
1�4 2 3/�
1/4 x"i 3'
�(12)�:0.148'x,3'
7777777
085
HU7 (Min.)
(Not available)
(12) 114 x 2 114
(12) 1/4 x 13/4
(4) 0.148 x 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16) 114 x 2 3/4
(16) 1/4 x 13/4
(8) 0.148 x 1112
1,085
3,485
1,085
3,485
HU1I (Min.)
(Not available)
(2 2) 114 x 2 3/4
(2 2) 114 x 13/4
(6) 0.148 x 11/2
1,135
3,230
1,135 1
3,230
HU11 (Max.)
(Not available)
(3 0) 1/4 x 2 3/4
(3 0) 1/4 x 13/4
(10) 0.148 x 11/2
1,445
3,735
1,445
3,735
HU14 (Min"..)
(Notavailabl6j, ' ,
% J2�) j�4 x 2 3/4'
1 �K
8 )0.1 418 x,1 14
516
3,485,
1 515
HU14'{Max)
{Not available)'"
(36)1/a x 2,1
ij"'
x
,(1 11/2
: ;2-015'
LID
38
STAGGER JOINTS - TYP.
RAISED HEEL ROOF TRU55ES
ROOF SHEATHING- GEE PLAN
RAISED HEEL ROOF TRUSSES
5/5KIf
SEE PLAN
-5EE PLAN
5OFFIT/FASGIA- SEE ARCH..
=`
z
W Q
W N
N
RIBBON BOARD -
SEE SCHEDULE
z
FOR SPACING d
W
RIBBON BOARD- SEE
FASTENING TO C!
w uT
0.
SCHEDULE FOR SPACING !
TRUSSES
FASTENING TO TRUSSES
WALL SHEATHING -SEE PLAN
=
MIN. 15/32' CDX PLYWOOD OR
F
1/I6' 05B WITH 8d GUN NAILS
UPLIFT/SHEAR ANCHOR
MASONRY WALL-
(0.131' X 2 1/2') ® 6' O.G. TO
UPLIFT/SHEAR GYP. CEILING -
SEE PLAN t
EACH TRU55 = SEE
B/SKI
SEE PLAN
RIBBON BOARDS
ANCHOR EACH
SCHEDULE
PLAN
DO NOT FASTEN RIBBON BOARD
TRU55- SEE PLAN
NOTE: ADD'L FRAMING NOT
INTO END GRAIN OF ROOF TRUSS
MASONRY WALL -
SHOWN FOR CLARITY
BOTTOM CHORD
SEE PLAN
RAISED HEEL TRU55 BEARING
A
RAISED HEEL TRUSS BEARING B
SCALE. NTS
SKl 1
SCALE Nis SKl
RIBBON SCHEDULE;
DESIGN CRITERIA
t.
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(2) 12d GUN (0.131' X 31)
(VaEd=125 MPH)
2X4 SPM
24'
TO EACH TRU55, (4)
EXP. B,
ENCLOSED
NAILS AT JOINTS
Vu1t=180 MPH
(2) 12d GUN (0.131' X 3')
(VasX,
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No. 7086't
4LPINE
Alpine,, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www.alpineitw.com
5ite'1nft�ratioa�
Pa a 1:
Customer: Ca enterContractors of'America
I Job Number: N334502
Job Description: 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F
Address:
Job En ineedh Celt 4
Design Code: FBC 7th Ed. 2020 Res
lntelIMEW Version: 20.02.00A
JRef#: 1X3L89750045
Wind Standard: ASCE 7-16 Wind Speed (mph): 160
Design Loading (psi): 37.00
Building Type: Closed
This package contains general notes pages, 21 truss drawing(s) and 5 detail(s).
.item `
. Dt#Wng Number `'
Truss ,.
1
069,21.1140.51510
Al
3
069.21,1140.51852
A2
5
069.21:1140.51229
A4
7
069.21.1140.51899
A6
9
069.21.1140.51854
A10
11
069.21.1140.51884
A14G
13
069.21.1140.51792
B2GE
15
069.21.1140.51790
C2GE
17
069.21.1140.51368
'EJ2
19
069,21.1140.51290
CJ3
21
069.21.114052040
HJ7
23
GBLLETIN0118
25
VAL180160118
Item
Drawing Number -
Truss
2
069.21-1140.51635
A1A
4
069.21.1140.51462
A3
6
069,21.1140.51821
A5GE
8
069.21.1140,51180
A8
10
069.21,1140.52150
Al2
12
069.21.1140.51525
B'1
14
069.21.1140.5.1556
C1.
16
069.21.1140.52181
EJ7
18
069.21.1140.51602
CJ5
20
069.21.1140.52102
CJ1
22
A16015ENC160118
24
CNNAILSP1014
26
VALTN16011'8
Fle,>da Certificate of Product Approval #FL1999
r
Printed 3/10/2021 121.07:05 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 1310, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es.ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined 'Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined -Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in. pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.orq.
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: 2497411 COMN Ply: 1
FROM: RWM Qty: 16
n
0
SVJ
6'1"7
6'1"7
1' 10,
Job Number: N334502
,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: Al
15 + 19,10" + 26'8"1
Z6'10"1 6101
5X5
E
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;
Bat chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Cust: R 8975 JRef:1X3L8975o045 T10
Dr1wNo: 069.21.1140.51510
TCE / YK 03/10/2021
33'6 39'8"
6'10"8 617
39'8"
9'10"
19110" T 29'8 T
10, +1'�
39,8„
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.222 K 999 240
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.385 K 999 240
B 1711 /- /- /961 1309 /444
Snow Duration: NA
HORZ(LL): 0.081 J - -
H 1711 /- /- /961 /309 P
HORZ(TL): 0.140 J - -
Wind reactions based on MWFRS
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.617
H Brg Width = 8.0 Min Req = 2.0
TPI Std: 2014
Max BC CSI: 0.882
Bearings B & H are a rigid surface.
Rep Fac: Yes
Max Web CSI: 0.457
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
WAVE
VIEW Ver: 20.02.00A.1020.20
B - C 1490 - 3155 E - F 1130 - 2029
C - D 1366 - 2875 F - G 1366 - 2875
D - E 1130 - 2029 G - H 1490 - 3155
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2759 -1207 K - J 2278 - 858
L - K 2278 - 879 J - H 2759 -1186
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Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 541 -134 K - F 530 - 745
D - K 530 - 745 F - J 541 -134
E - K 1362 - 605
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
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 olYwebs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. of truss and position as shown above. and on the Joint Details, unless noted otherwise. Refer to
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawinp indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of )his
drawing for any sCructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
Fo: more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249762 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef: 1X3L89750045 T25 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,13101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51635
Truss Label: AlA SSB / YK 03/10/2021
T
fV
T11"2 13' 11112 19'10" 23'8" 31'8"14 39'8"
7'11"2 T 5'0"14 4'7"12 8 + 3'10" '+' 8'0"14 7'11"2 -{
VV9
8'1 "9
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
+ Bottom Chord section between vertcials may
be removed.
5X5
F
39,8"
4'8"l1 2'1"1p 8'8"
12"10"4 -1` 1-4111-14
F_'I
17'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
8'0"11
31'8"l1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.304 P 999 240
VERT(CL): 0.568 P 831 240
HORZ(LL): 0.131 K - -
HORZ(TL): 0.244 K
Creep Factor: 2.0
Max TC CSI: 0.790
Max BC CSI: 0.859
Max Web CSI: 0.988
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- 1961 1309 /444
1 1556 /- A /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.2
1 Brg Width = 8.0 Min Req = 2.2
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1412 - 2748 F - G 1408 - 2068
C - D 1815 - 3524 G - H 1217 - 2104
D - E 1436 - 2553 H - 1 1424 - 2776
E - F 1564 - 2530
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2376 -1110 L - K 2402 -1108
Q - M 3085 -1305 K - 1 2405 -1106
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S 579 - 993 M - F 1687 - 892
't64f0tNtl14fJt16ryj C - Q 818 -217 M - L 1746 -572
� t� � j( 17 S - Q -F - L 559 -464
l�q ' r, Q - D 1079 1079 - -462 462 L - G 450 - 365
D - M 662 -1221 L - H 477 -691
� P I
4 s
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DNA
df�9�P$D46iS4H'
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 rigid ceilin Locations shown for permanent lateral restraint olywebs shall have bracin 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 Join f Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solelyor the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/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.org;_ AWC: awc.org Orlando FL, 32821
SEQN: 249763 / HIPS Ply: 1 Job Number: N334502 Gust: R 8975 JRef1X3L89750045 T9 /
FROM: RWM Qty: 1 , A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51852
Truss Label: A2 SSB / WHK 03/10/2021
6'1"7
6'1"7
126"15 19'
6'S"8 6'5"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 It
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) 1 X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
;5X5=5X5
E F
39'8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
27'1"1 I 336 9
6'5"1 6'5"8 6 1 7
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.172 L 999 240
VERT(CL): 0.321 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K -
Creep Factor: 2.0
Max TC CSI: 0.480
Max BC CSI: 0.747
Max Web CSI: 0.625
Ver: 20.02.00A.1020.20
se
0, TO$ 1
a e
s a
•
m
ISA 0
% o•
COA 6OP O>Ni4�.,a�'�°�
03/10/2021
10, 1'
39,81,
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /963 /310 /427
1 1556 /- /- /963 /310 /-
Wind reactions based on MWFRS
B Brig 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, handlingshipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraintbf 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 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover pa a 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 structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. Suite 305
Fot 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: 249785 / COMN Ply: 1
FROM: RWM Qty: 1
6'1"7
6'1"7
1' 10,
10,
Job Number: N334502
,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: A3
12'11"15 19'10" 24'4"
6'10"8 + 6'10"1 T 4'6"
=5X5
E
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1; B3,134 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N;
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
20'8"
9'10"
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):
B3
1114X4
Cusl: R 8975 JRef:1X3L89750045 T2 /
DrwNo: 069.21.1140.51462
SSB / WHK 03/10/2021
33'6"9 39'8"
97"9 -r 6'17
5'8" i 13'4"
4'6" 5'4" 10, 1�
24'4" 29'8" 39'6"
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
PP Deflection in loc L/defl U#
Gravity Non -Gravity
VERT(LL): 0.042 M 999 240
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.082 M 999 240
B 871 /- A /610 /172 /444
HORZ(LL): 0.013 C - -
N* 323 !- A /156 /73 A
HORZ(TL): 0.024 C
H 508 /- /- /427 /147 A
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.968
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.737
N Brg Width = 68.0 Min Req = -
Max Web CSI: 0.550
H Brg Width = 8.0 Min Req = 1.5
Bearings B, N. & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
VIEW Ver: 20.02.o0A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 606 -1330 G - H 246 - 579
03/10/2021
C - D 479 -1037
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - M 1138 - 532 K - J 952 - 668
M - L 691 - 320 J - H 484 -143
L - K 967 - 695
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C -'M 375 - 360 K - F 885 -1602
M - D 558 -150 F - J 573 - 255
D - L 559 - 723 J - G 495 - 484
L - F 785 - 272
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r saty 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 bracinq installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 16OA-Z for standard plate positions. Refer to jobs 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
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engmeering 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: 249765 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750045 T8 /
FROM: RWM Qty: 1 7A51320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51229
Truss Label: A4 SSB / WHK 03/10/2021
T1014 17' 22'8"
7'10"14 + 9'1"2 5'8"
D
b
m
Z°3
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types
�5X5 =5X5
D E
39'8"
9.10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
31'9"2 39'8"
9'1 "2 T10"14
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.149 J 999 240
VERT(CL): 0.279 J 999 240
HORZ(LL): 0.060 1 - -
HORZ(TL): 0.112 1 -
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.755
Max Web CSI: 0.989
Ve r: 20.02.00A.1020.20
N
D, j'pR`J- VV13 p0
4
®. 708 I
wo op eti
06
COAT 7,88_10'NAI-
03/10/2021
ih
m
t—e. 81,
10, 1'
39'6"r
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1552 A /- /965 /318 /386
G 1552 /- /- /965 /318 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
D - E 1352 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1373 J - 1 1695 - 842
K - J 1695 - 863 1 - 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, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall -have bracin installed per BCSI sections B3, B7 or B10
as applicabgle. Apply plates to each face off truss and position as -shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be resRonsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSIfTPI 1, or for handling, shipping,. installation and bracin of trusses. - A seal on this drawingg or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional enginegring responsibility solely -for the design shown. The suitabilitly and use ofg is
drawing for any sgr'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: 249766 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JR&AX3L89750045 T11 /
FROM: RDP Qty: 1 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51821
Truss Label: A5GE SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
�12*11.15
2315
fl 1"4
4
6'1.7 + W.V I 670'1 } 21, 11�" 2'10• Zn7 1�32'8' {.,3�3'99 61" �I- 2 6'e• ' 10'
�{1'2 1 =_5X8
K
A
21' i 5'- i 13'8'
311° 3' + T
10' 21' 26' 29'8' 32'8' 39'8"
r- 21'11"12 i 310"8 -( 13712 -{
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: NA
GCpi: 0.18
Wnd Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N; B1 2x4 SP #1;
Webs: 2x4 SP #3; W7,W1 4,W1 5,W1 6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 pif at -1.00 to 56 pIf at 10.67
TC: From 76 pIf at 10.67 to 76 pif at 32.67
TC: From 56 plf at 32.67 to 56 pIf at 40.67
BC: From 20 pIf at 0.00 to 20 pif at 39.67
BC: 128 lb Conc. Load at 23.21,23.79
PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98)
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.114 AE 999 2
VERT(CL): 0.228 AE 999 2
HORZ(LL): 0.049 1 - -
HORZ(TL): 0.097 1 -
Creep Factor: 2.0
Max TC CSI: 0.679
Max BC CSI: 0.825
Max Web CSI: 0.970
Ver: 20.02.00A.1020.20
Laterally brace chord above/ below filler at
24" OC (or as designed) including a lateral
brace on chord directly below both ends of
filler (if no rigid diaphragm exists at that point)
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 768 /- A
/501 /331 /444
AB 2335 /- /-
/955 /1010 /-
Z 1089 !- /-
/488 /358 /-
T 516 /- /-
/401 l224 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
AB Brg Width = 8.0
Min Req = 3.2
Z Brg Width = 8.0
Min Req = 1.5
T Brg Width = 8.0
Min Req = 1.5
Bearings B, AB, Z, & T are a rigid surface.
Bearings B, AB, Z. & T
require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
B - C 476 -1085
I - J 395 - 201
C - D 345 - 809
J - K 395 - 206
D - E 408 - 753
K - L 545 - 272
E - F 420 - 751
L - M 613 - 304
F - G 406 - 669
M - N 511 - 252
H - 1 377 -189
S - T 231 - 600
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B -AH
918 -475
AD -AC
480
-256
AH-AG
480 -256
AC -AB
471
-327
AG-AF
480 -256
X - W
483
-157
AF-AE
480 -256
W - V
483
-157
AE-AD
480 -256
V - T
483
-157
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
AH-AI
508 -256
AB -AR
325
- 523
AI-AJ
546 -274
AR -AS
450
-561
AJ-G
506 -266
AW-Z
277
-766
G -AL
519 -941
AW- N
241
-683
AL -AN
499 -922
N-AX
678
-358
AN -AP
521 - 959
AX- X
687
- 352
AP -AC
546 - 995
X -AZ
298
- 477
AC- K
794 -498
AZ -BB
271
-470
K -AB
570 -1384
BB- S
321
- 454
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached riqid ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face of truss and position as shown above and on the Join f Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracinctof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249767 / HIPS
Ply: 1
Job Number: N334502
Cust: R 8975 JRefAX31-89750045 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1140.51899
Truss Label: A6
SSB / WHK 03/10/2021
7'10"14 15, 24'8" 31'9"2 398"
7'1014 T 1 "2 9'8" T 1 "2 7'10"14
.6X6 = 6X6
D T3 E
12
6 ,5X5 �5F5
M C
o �
r W 20
W1
B G
A
H
= 4X6(A2) __ 5X5 = 5X5 —_5X5= 4X6(A2)
39'8"
10' 9'10" 9'10" 10,
10' 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.115 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 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 g q =
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 - 1 628 - 300
K - D 628 - 300 1 - F 394 - 358
�{4i4t€€i€BB�iPildt t��gfPi
4fl
1 B1.
11
# hh +per 0p�y. O y w
� t
� � 0
W w
4 yy^
0
f
�p
%Iy�«,j�p ��y�taal e4AAAq £`
Cl7As7FV� 4ei
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 to these functions. Installers
practices prior performing 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 r!4id ceilin Locations shown for permanent lateral restraint otYwebs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply plates to each face off truss and position as shown above and on the Joini Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not, be res .onsible for any deviation from this drawing, any failure to build the
truss in -conformance with ANSI/ PI 1, or for handling, shipping,. installapion and bracin4 of trusses. A seal on this drawing or cover page —
listing this drawing indicates acceptance of professional enpsneering responsibilityy solely -for the design shown. The suitabilifY and use of this 6750 Forum Drive
drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
[Fox: 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: 249768 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750045 T6 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51180
Truss Label: AS SSB / WHK 03/10/2021
6'9"4
6'9"4
13' 19,10"
6'2"12 r 6'10"
26'8" 32'1012 39.8"
6'10" 6'2"12 6'9"4
5X5 1112X4 = 5X5
D E F
9.101,
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 L/defl L/#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.191 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.357 E 999 240
B 1556 /- /- /953 1716 /305
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.065 J - -
H 1556 /- /- /953 /716 /-
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
BuildingB
Code:
Creep Factor: 2.0
Br Width = 8.0 Min Re 1.8
9 q =
Soffit: 0.00
TCDL: 4.2 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.543
H g Width = 8.0 Min = 1.8
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.754
in
Bearings B & H are a rigid surface.
e.
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 _.
PlateType(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2014 -2780 E - F 1973 -2289
C - D 1925 - 2523 F - G 1925 - 2523
Top chord: 2x4 SP #2 N;
D - E 1973 - 2289 G - H 2O14 - 2780
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2421 -1686 K - J 1982 -1323
member design.
L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 381 - 339 K - F 425 - 401
L - D 535 -183 F - J 535 -183
�ytttttrtttptitero D - K 425 -401 J - G 381 - 339
otip�y r'/�si��t E - K 585 - 391
® sV
a. 708 1 *;
�IkaxokA, �`.
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) 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
attachetl ri id ceilin Locations shown for permanent lateral restraint of 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
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Aline, a division of ITW BuildinIcLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
tr ss.in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enpmeering responsibilittyy solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
Fof 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: 249769 / HIPS
Ply: 1
Job Number: N334502
Cust: R 8975 JR&AX3L89750045 T5 /
C:No:
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F
069.21.1140.51854
Truss Label: A10
SSB / YK 03/10/2021
5'9"4 11' 19' 28'8"
33'10"12 39'8"
5'9"4 5'2"12 8' 9'8"
5'2"12 5'9"4
5X5 = 5X5 5X5
D T2 E T3 F
12
6 � 2X4 W
T
2X4
o C (a) (a)
G
o W3
c�
m
B
H
4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
� 39'8"
10' 9'10" 9'10"
10 1
1019,10" 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): _.0.206 E 999 240
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 !- /- /940 f718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - -
H 1556 !- /- /940 f718 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.127 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 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: 0.670
H Brg Width = 8.0 Min Re q = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.758
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2194 -2804 E - F 2388 -2695
C - D 2056 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T2 2x4 SP #1;
D - E 2506 -2775 G - H 2184 -2797
T3 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint to
B - L 2449 -1856 K - J 2163 -1578
L - K 2146 -1573 J - H 2440 -1822
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
Maximum Web Forces Per Ply (Ibs)
erection contractor.
Webs Tens.Comp. Webs Tens. Comp.
(a) or scab reinforcement may be used in lieu of CLR
L - D 470 -72 K - F 628 -616
restraint. substitute (1) scab for (1) CLR and (2) scabs
D - K 743 -785 F - J 466 52
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
t 11011flf 7f0$#11,?#7
E - K 794 -538
member. Attach with 0.128x3" gun nails @ 6" oc. `
Qf p
Wind f ffF>a
o m$......II.®ffi.
Wind loads based on MWFRS with additional C&C
member design. + °.II>.
av
Wind loading based on both gable and hip roof types.
zeg
0$p 08 1N
.
ffi 0
II d
P O W
ffi
A
II
A 4� ffib Y° 4
0II
�t
COARental
03/10/2(
**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
shipping,
Component Safety Information, by TPI SBCA)
of BCSI (Building
an fo'r sa practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for ermanent lateral restraint otYwebs shall have bracing installed per BCSI sections
Apply face
B3, B7 or B10. _
as applicable. plates to each o truss and position as shown above and on the Join Details, unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Refer to
Alpine, a division of ITW BuildinlgComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in ANSI 1, for handling,
conformance with or 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 responsibilittyy solely -for the design shown. The suitabilify and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSIffPI 1 Sec.2. Suite 305
Fos more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249770 / HIPS
Ply: 1
ob Nmber: N334502
R a975 JRef:1X3L8975ooa5 74 /
FROM: RWM
Qty: 1
[7A5/3u0,1,82ED,FRI01 / 1828/CALI/4EBB ELEV.D/F
TDrRWINo:069.21.1140.52150
russ Labl: Al2
/ WHK 03/10/2021
9' 17' 22'8" 30'8" 39'8"
9. g 5 8 8' 9'
,6X6 =5X5 =4X4 =6X6
C T2 D E T3 F
T 12
6
W
o (a) (a) m
a W5
1 B G
A
H
= 4X6(A2) - 6X6 = 6X6 = 6X6 = 4X6(A2)
39'8"
10' 9'10" 9'10" 10 1
10' 19110" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 /720 /223
BCDL: 10.00 Risk Category: If Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 /720 /-
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.150 1 Wind reactions based on MWFRS
Mean Height: 15.00 ft B Br Width = 8.0 Min Re
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 9 q = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 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: 0.834 Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 2250 -2705 E - F 2239 -2478
C - D 2238 - 2478 F - G 2250 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629
be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 - 2647 1 - G 2329 -1835
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 718 -428 E - 1 944 -834
for (2) CLR'S where shown. Scab reinforcement to be
K- D 940 -832 1 - F 718 -430
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc. tYgtftt'ffdld dbddlt
Wind O Tftrr v
Wind loads based on MWFRS with additional C&C b ®ffi■s�m�aa••� �' .�
member design. g
$V fit _ •
i °•
Wind loading based on both gable and hip roof types.`o�b
vo.77,
a
a
o`' t,R
age*>��„
m+�"�•�,�+a�
COA
"'idrF7�m9it���
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 to these functions. Installers
practices prior performing shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for_permanent lateral restraint oFwebs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to '
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildlnComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance ANSI/ PI 1, for handling,
with or shipping,, Installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional englneering responsibilitty� solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer ANSVVT l 1 Sec.2. Suite 305
per
Fcy 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: 249781 / HIPS
Ply: 1
Job Number: N334502
Cust: R 8975 JRef1X3L89750045 T31 /
FROM: LPM
Qty: 1
,7A5/320 ,182ED,F ,RI01 / 1828/CALIAEBB ELEV.D/F
DrwNo: 069.21.1140.51884
Truss Label: A14G
SSB / YK 03/10/2021
28'4"
32'8" 39'8"
9'4"
4'4" 7'
12 %6CDT2 6 =4X4 =8X10 =H1014
E T3
= 6X6
T4
F
6 F7'
G
T
If
o (a) W
N
(a)
n
B
A
ih
H v
I
! ,8'8„
SX5(A2) =H0510 =4X4 =6X8 1115X5K
B3 ,-4X6=3X6(A1) 1
28'4" 1.11'4"
1010"4 5'1"12 4'4"
4'4" 7'
8' 18'10"4 24' 28'4"
32'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240
B 1922 /_ /_ /_ /884 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - -
K 4268 /- /- /- /1911 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.091 L
Mean Height: 10.51 ft
H 80 /- /- /- /60 /-
NCBCLL: 0.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.846
B BrgWidth = 8.0 Min Req = 1.6
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785
K Brg Width = 8.0 Min Req = 5.9
H Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819
Bearings B, K, & H are a rigid surface.
Loc. from endwall: NA FT/RT:20(0)/10(0)
Bearings B, K, & H require a seat plate.
GCpi: 0.18 Plate Type(s): I
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE, HS VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N;
B - C 1596 - 3565 E - F 169 - 505
T4 2x6 SP SS;
Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N;
C - D 1465 - 3467 F - G 400 -180
Webs: 2x4 SP #3; W6 2x4 SP #2 N;
D - E 1332 -3056 G - H 538 269
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to
Chords Tens.Comp. Chords Tens. Comp.
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
B - N 3126 -1377 L - K 786 -1874
and attached at both ends to a suitable support by
3815
N - M 3126 -1821 K - J 786 -1874
786 874
erection contractor.
M - L -1821 J - H -
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
Maximum Web Forces Per Ply (Ibs)
for (2) CLR'S where shown. Scab reinforcement to be
Webs Tens.Comp. Webs Tens. Comp.
same size, species, grade, and 80% length of web ytpt�stotttttaog8t/t
1089 3047
member. Attach with 0.128x3" gun nails @ 6" oc. K
-1224
-274 F - K
N - D 4053
Loading,�. ®�a.o•.no 9'>'
moo,
D - M 568 -883 F - J 1889 -778
#1 hip supports 7-0-0 jacks with no webs. �h� oo��® r,' , �^�
M - E 834 67 G - J 344 528
E- L 1423 -3051
Wind
Wind loads and reactions based on MWFRS.08
Wind loading based on both gable and hip roof types.
WARNING! This truss is not symmetric, but its
exterior geometry makes erection error more
probable. It is imperative that this truss be installed s b
properly.
COA AL
mento",
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 to functions.
safety practices prior performing these Installers shall provide
bracing per BCSI. Unless noted otherwise,.top chord shall have properly attached structural sheathing and bottom chord shall
attached rigid Locations for lateral
temporary
have a properly
ceilingg shown permanent restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, - -
as applicable. AppTy Oates to each face otruss and position as shown above and on the Join -Details, unless noted otherwise. Defer to
drawings 160A-Z for sfandard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. sha11 not. be responsible for any deviation from this drawing, any failure
truss in conformance ANSI/TPI 1, for handling,
to build the
with or shipping,, installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive_,._
listing this-drawin? -indicates acceptance of professional en ineenng responsibility solely or the design shown. The suitability and use of this
drawing for any soructure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305
Foc 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: 249771 ! COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750045 T20 /
FROM: RWM city: 1 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51525
Truss Label: B1 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 "
5'7"4
5'7"4
e
8'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
10.8"
5'0"12
=4X4
D
21'4"
168"12 + 21'4"
5'0"12 57'4
51
T 134"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl U#
Pf: NA Ce: NA
VERT(LL): 0.047 H 999 240
Lu: NA Cs: NA
VERT(CL): 0.088 H 999 240
Snow Duration: NA
HORZ(LL): 0.020 G - -
HORZ(TL): 0.037 G
Building Code:
Creep Factor: 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.371
TPI Std: 2014
Max BC CSI: 0.611
Rep Fac: Yes
Max Web CSI: 0.232
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
UVAVF
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 1310,
nless noted otherwise. Refer to
t2
io
8'
21'4"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 864 /- /- /529 /397 /229
F 805 /- /- /464 /361 !-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 1190 -1344 D-E 1113 -1152
C-D 1104 -1146 E-F 1201 -1351
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1152 - 993 G - F 1161 - 955
H - G 795 - 539
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 471 - 284 D - G 394 - 335
H - D 383 - 322 G - E 479 - 289
a division of ITW Buildin44Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the
conformance with ANSI 1, or for handling, shipping,, installation and bracingq of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
us drawing indicates -acceptance of professional enpineenng responsibility solely for the design shown. The suitabilit9yand-use of This
for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
a information see these web sites: Alpine: alpineilw.com; TPI• 1pinst.oro: SBCA: sbcindusW.com: ICC: iccsafe-ora: AWC: awaoro Orlando FL, 32821
SEQN: 2497721 GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750045 T3 /
FROM: RWM Qty. 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F C:W : 069.21.1140.51792
Truss Label: B2GE SSB / YK 03/10/2021
10'8" i 21'4"
10'8" T 1 Us„
j- 4'8" '1 2, --
(TYP) ==4X4
F
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS Al6015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
21'4"
21'4"
21'4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.004 R 999 240
VERT(CL): 0.007 R 999 240
HORZ(LL): 0.005 L - -
HORZ(TL): 0.006 L
Creep Factor: 2.0
Max TC CSI: 0.196
Max BC CSI: 0.164
Max Web CSI: 0.069
VIEW Ver: 20.02.00A.1020.20
v 4ysyaa+4ama�m � �,
03/10/2021
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 245 /- /- /134 /103 /243
J* 72 /- /- /35 /33 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
J Brg Width = 248 Min Req = -
Bearings B & B are a rigid surface.
Bearings B & B require a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) 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. Defer to
drawings 16OA-Z for standard plate positions. Refer -to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be res .onsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,i . nstallation and bracing of trusses. A seal on this drawin or cover pa a
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilit9y and use of This 6750 Forum Drive
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
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: 249773 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef1X3L89750045 T19 /
FROM: RWM Qty: 1 , A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51556
Truss Label: C1 SSB / WHK 03/10/2021
Loading Criteria (ps8
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;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
7'
7'
5X5
C
14'
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):
14'
7'
T
14'
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.014 E 999 240
VERT(CL): 0.025 E 999 240
HORZ(LL): 0.008 E - -
HORZ(TL): 0.013 E
Creep Factor: 2.0
Max TC CSI: 0.767
Max BC CSI: 0.503
Max Web CSI: 0.119
VIEW Ver: 20.02.00A.1020.20
66�®ysat�dm�e[r�ca�gg`�,�d
a \\ s
03/10/2021
N
M
V
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 588 /- /- /371 /272 /158
D 527 /- /- /305 /234 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 805 -740 C - D 807 -739
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - E 598 - 542 E - D 598 - 542
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping; installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for ermanent lateral restraint of.webs shall have bracin installed per BCSI sections B3, B7 or B1.0,
as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI g Pl 1, or for handling, shipping,, installation and bracing4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enUeenng responsibility -solely -for the design shown. The suitability and use of )his
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
Fqr 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: 249774 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef1X3L89750045 Tt /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,13101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51790
Truss Label: C2GE SSB / WHK 03/10/2021
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacinq: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS Al6015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
5' — `i.' 2' --1
(TYP)
4X4
D
14'
14'
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
14'
7'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.005 J 999 240
VERT(CL): 0.008 J 999 240
HORZ(LL): 0.004 H - -
HORZ(TL): 0.006 J
Creep Factor: 2.0
Max TC CSI: 0.308
Max BC CSI: 0.177
Max Web CSI: 0.142
VIEW Ver: 20.02.00A.1020.20
03/10/2021
♦Maximum Reactions (Ibs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 68 /- !- /38 130 /13
F 268 A A /206 /134 A
Wind reactions based on MWFRS
B Brg Width = 159 Min Req = -
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
C - D 377 -129 D - E 376 -129
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 - 238 H - E 511 - 238
**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 RCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. App�y plates to each face ovtruss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI -1,- or for handling, shipping,, installation. and bracin44 of trusses. A seal on this drawin or 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: 249783 / EJAC Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750045 T15 !
FROM: RWM Qty: 14 ,7A5/320 ,182ED,F ,R101 ! 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52181
Truss Label: EJ7 �JB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
127 11
12
6
M
O LO
(M
B
A $,8„
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
7
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA -
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc 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
03/10/2021
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 331 /- /- /249 /108 /208
D 125 /- /- 173 A /-
C 174 /- !- /128 /169 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly 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 1310,
as applicabgle. Applgy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI -1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750-Forum Drive
listing this drawin indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
drawing for any si9ructure 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; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2497761 JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef1X3L89750045 T23 /
FROM: RWM Qty: 2 , A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51368
Truss Label: EJ2 KD / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
12 C
d- LO
4"3 8'8"
� A _F
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2X4(A1)
2' e
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.137
Max BC CSI: 0.026
Max Web CSI: 0.000
EW Ver: 20.02.00A.1020.20
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 157 /- /- /140 /54 /52
D 32 /- /- 118 A /-
C 34 /- /- /20 /26 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearings B, D, & C require a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS 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 ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. App7gy Oates to each face of truss and position -as shown above and on the Joini Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover pa4a 6750 Forum Drive
listing -this drawing -indicates acceptance of professional en meering responsibility solely -for the design shown. The suitability and use of this Suite For drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.305
For, more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249777 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JR&AX3L89750045 T18 /
FROM: Qty: 4 ,7A5/320 ,182ED,F ,13101 / 1828/CALI/4EBB ELEV.D/F Drw
usNo: 069.21.1140.51602
Truss Label: CJ5 KD / YK 03/10/2021
C
11'2"5
12
6
M
G7 �
CV ch
B
1 A 8'8"
D
1 + 4' 11 "4
411 "4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: 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 chard.
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): 0.005 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
Ve r: 20.02.00A.1020.20
e o3 4 o
s�
°�� g am� 'oaf C
��°�sama�wca'�s
COAAV,!°
%a as "n `
03/10/2021
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 256 /- /- /200 /88 /152
D 89 /- /- /51 /- /-
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.
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 properly attached structural sheathing and bottom chord shall have a properly
attached r! id ceM Locations shown for permanent lateral restraint of webs shall have bracin 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_Joinf�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 BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawinc1 indicates acceptance of professional en sneering responsibilittyy solely -for the design -shown. The-suitabilify and use of this Suite For drawing for any sir'ucture is the responsibility of the Building -Designer perANSI/T 11 Sec.2.305
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: 249778 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef1X3L89750045 T21 /
FROM: Qty: 4 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51290
Truss Label: CJ3 SSB / WHK 03/10/2021
C0
cM
2111"4
i
2'11'A
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): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.001 D
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.001 D
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.234
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.105
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
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.
03/10/2021
10'2"5
M
N
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 /71 /9S
D 50 /- /- /27 /- /-
C 63 /- /- 144 /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.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicabgle. Applgy plates to each face of truss and position as shown above. and on the Join Details, unless noted otherwise. Refer to '
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincQ�Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawinct indicates acceptance of professional enprneering responsibilit solely -for -the design shown. The suitabiliCy and use of this
drawing for any structure is the responsibility of the -Building Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249779 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L8975o045 T22 /
FROM: Qty: 4 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52102
Truss Label: CA SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BOLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
43
V
i
12
6 � C
11 "4
_�F _Tco
rn
co
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 loc Udefl U#
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
Risk Category: 11
Snow Duration: NA
HORZ(LL): -0.000 D
EXP: C Kzt: NA
HORZ(TL): 0.000 D
Mean Height: 15.00 ft
Building Code:
Creep Factor: 2.0
BCDL: 4.psf
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 WA\rF 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.
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- 1145 !76 /45
D 11 /-2 /- /14 /10 /-
C - /-15 /- /29 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.6
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
4z p
v
:ffi.��,�y� k°,e
f S ouf ,
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme -care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracinqq-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. Referto,
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSIl� PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional eng�ineering 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: 249780/ HIP_ Ply: 1 Job Number: N334502 Cust: R8975 JRet1X3L89750045 T27 /
FROM: RWM Qty: 2 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52040
Truss Label: HJ7 KD / WHK 03/10/2021
5'3"5
5'3"5
9'10"1
4'6"11
101
12'2"3
12
4.24 2X4
C
_v
0 n
M M
v
B
T
4 3 A 8,8„
FE
2X4(A1) =4X4
9,72 7"1�
9'2"2 9'10'1
Loading Criteria (psf) Wind -Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.040 F 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.076 F 999 240 B 326 /- /- /- /154 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.010 C - - E 364 /- /0 /- /84 /0
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.018 C D 214 /- /- /- /177 /-
NCBCLL: 0.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS
TCDL: 4.0 psf B Br Width = 10.6 Min Re
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.546 9 q = 1.5
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.416 E Brg Width = 1.5 Min Req = -
Spacing: 24.0 " C&C Dist a: 3.00 It Rep Brg Width = 1.5 Min Req = -
Rep Fac: No Max Web CSI: 0.260 Bearing B is a rigid surface.
Loc. from endwall: NA FT/RT:20(0)/10(0)
Bearing B requires a seat plate.
GCpi: 0.18 Plate Type(s): I Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs)
Lumber Chords Tens.Comp.
Top chord: 2x4 SP #2 N; B - C 394 -562
Bot chord: 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Loading Chords Tens.Comp.
Hipjack supports 6-11-8 setback jacks with no webs. B - F 531 -358
Wind
Wind loads and reactions based on MWFRS. Maximum Web Forces Per Ply (Ibs)Webs Tens.Comp.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord C - F 394 -583
(3) 16d common (0.162"x3.5") nails at bottom chord
NO ttttstt ttsr/settp�pjT�gr�
Ygt�A#•t90 R✓
• w
o.7,08 i
w
T
0.
03/10/2021
**WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for Permanent lateral restraint of webs shall have bracin installed per BCSI sections B3,. B7 or B10
as applicabgle. App7gy Oates to each face of truss and position as shown above and on the Join f Details, unless noted otherwise. Refer to '
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in -conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingpof trusses. A seal on this drawing or 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 sQructure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
Gable Stud Reinf orcement Detail
ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure. C, Kzt = 1,00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Ori 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
❑ri 12n moh Wind SnP A IS' MP HPinh+ Pan+butt., ri„ .4 r.,..n vim+ - i nn
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) 1x4 'L' Brace w
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace 3lw
(1) 2x6 'L' Brace x
(2) 2x6 'L' Brace IA
Group A
Group B
Group A
Group B
Group A
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'
9' 1''
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
B' ill
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
--�
S P
#2
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9'
9' 7'
10, ill
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, ill
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' i'
14' 0'
U
_
#1 / #2
4' 5'
7' 6'
7' 9'
8110,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_P
_
S P P
#3
4' 2'
7' l'
7' 9'
8' 9'
9' 1'
10' 5'
1 10' 10'
13, 9'
14' 0'
14, 0'
14' 0'
U
L I P
Stud
4' 2'
7' V
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
(a)
O
I�
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10' 5'
10, 10'
12' 8'
13' 7'
14' 0'
14' 0'
\
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10' B'
111 1'
14' 0'
14' 0'
14' 0'
14' 0'
/
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' l'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
QJ
_-Di
P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10, 10'
ill 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'-
9' 9'
10, 2'
10' 7'
12' l'
14' 0'
14' 0'
14' 0'
14' 0'
d
_
Sr
P f
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
U ,
I I [
H
Stud
4' 7'
8' 2'
8' S'
9' 8'
10' 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
I
Standard
4' 7'
7' 0' 1
7' 5'
9' 4'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' l'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
1 11' 7'
12' l'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
.--I
D P L
Stud
4' 9'
7' 4'
7' 10'
9' 8'1
10' 1' 1
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
6' 8' 1
9' 3' 1
11' 6'
12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
Ab.u'A
Diagonal brace optlorn
vertical length may be
doubled when diagonal18'
brace Is used. Connect
diagonal brace for 600#nt
each end. Mnx web
'L' Brnce Endtotal
length Is 14'.
W..Le
Zones, typ.L
#2 or
diagonalr'Vertical
length shown
single
8,In
table above,ble
cutwn)
at
end.Connect
diagonal atmid
oint of vertical web,Refer
to
chart k
oVARNINa■■ READ AND FOLLOW ALL NOTES ON THUS BRAVING!
—IMPORTANTFURNISH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS4
Trusses require extreme care In fabricating, handling, shipping, installing and bracing, Refe`y+4
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo se
practices prior to performing these functions. Installers shall provide temporary bracing pe B
Unless noted otherwise, top chord shall have properly attached structural sheathing bo
and ,
shall have a properly attached rlgld calling. Locations shown for permanent lateral restraint f
shall have tracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to en
�'
of truss and position as shown above and on the Joint Details, unless noted otherwise.
Refer to drawings 160A-Z for standard plate positions. '.
AN ITW COMPANY
\ 15141 Earth\ Ci \ Expressway
tY P y
\ \ Suite\ 242
\ \ Earth\ City.\ MO\ 63045
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviate
this drawing, any falture to build the truss In conformance with ANSI/TPI 1, or for handling, shlpl
Installation & bracing of trusses.
A seal on this drawing or cover page Listing this drawing, trxDcates acceptance of professional
englneering respons'kGAlty solely for the design shown The sultablUty and use of this drawing
far ony strucdre Ls the responsP Alty of the Building Designer per ANSI/TPI 1 Sec2.
For more Information see this Job's general notes page and these web sites,
ALPINE, wwwalpheitw.coml TPB www.t Inst.orgl SBCAG www.sbclndustry.org ICO wwwlccsafe.org
Bracing Group Species and Grades,
Group AI
Sp ruce-Pine-Flr Hem -Fir
#1 / #2 Istandard 1 #2 1 Stud
#3 Stud #3 Standnrd
Dou ins Flr-Larch Southern Plnewww
#3 #3
Stud Stud
Standard Standnrd
Group BI
Hem -Fir
#1 & Btr
#1
Do, u Ins Fir -Larch Southern Plnexxw
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
■,For Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values maybe used with these rndes.
Gable Truss Detail Notes,
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3,0' min) nails.
)K For (1) 'L' brace, space 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 18' end zones and 6' o,c, between zones.
'L' bracing must be n minimum of 807 of web
member length.
Gable Vertical Plate Sizes
Ipplpp/
Vertical Length
No S lice
Less than 4' 0'
2X3
Greater than 4' 01, but
less than 11' 6'
3X4
Greater than 11' 6'
4X4
11 Refer to common truss design for
peak, splice, and heel plates.
®� Refer to the Building Designer for conditions
Me tia rep th. not addressed by this detail.
REF ASCE7-16-GAB16015
DATE 01/26/2018
DRWG A16015ENC160118
r_*0 ®, MAX. TOT, LDG 60 PSF
SPACING 24.0'
'T
Relnfol
Memb
;Gn
Tr
Gable Detail
Fnr I Pt -in \/Prltirn I z
Gable Truss Plate Sizes
ppropriate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
rb, and heel plates.
vertical plates overlap, use a
.te that covers the total area of
Lapped plates to span the web.
e, 2*2X4
r2X
Provide connections for uplift specified on the engineered truss design
Attach each 'T' reinforcing member with
End Driven NQllst
10d Common (0.148'x 3.',min) Nails at 4' o.c. plus
(4) nails In the top and bottom chords.
Toenalled Nallsi
10d Common (0.148'x3',mIn) Toenails at 4' o.c. plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015END10011 fflW '�f0UAgjj,
S11530ENC100118, S12030ENC100118, S14030ENC 30 1001
S18030ENC100118, S20030ENC100118, S20030 01 Q�Q. b100 N
See appropriate Alpine gable detail for maxim ej re wor�8rir
'T' Relnforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End -nail
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
Web Length Increase w/ 'T° Brace
Examples
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Goble Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x8'7'=11' 2'
'T' Relnf,
Mbr, Size
'T'
Increase
2x4
30
2x6
20
A PI
AN RW COMPANY
\\514\Earth\City\Expressway
\ \ Suite\ 242
\ \ Earth\ City,\ MO\ 63045
MDFMTANT" FE RI M WaVARNINGI-H
DRAM a M ALL �1i�RACTORS THIS
� INSTALLER
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref ` n
Fallon the latest edition of BCSI (HuRding Component Safety Information, by TPI and SBCA) fo s t
practices prior to performing these functions. Installers shall provide temporary brndng pew BLSI.
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cho
shall have a properly attached rigid caning. Locations shown for permanent lateral restraint f S
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ea�
of truss and position as shown above and on the Joint Detalls, unless noted otherwise. r
Refer to drawings 1f IT for standard plate Group
IncAlpine, a division of ITV Building Components Group Inshall not be responsible for any devintlo r
this drawing, any ing of to build the truss N conformance with ANSLTPI 1, or for handling, sWppin
Installation &brndng of trusses
A seal on this draft or cover page listing this drawing, Indicates acceptance of professional
engineering responsillty solely for the design shown The sultabluty and use of this drawFg
for any structure is the responsibility of the BuKaV Designer per ANSI/TPI 1 Sec2.
For more Information see this Job's general notes page and these web sites,
ALPINE, www.atpineltw.coml TPh v .tpinstorgi SBCA, www.sbcindustry.orgi ICC, wwwlccsofearg
0' $ 0
a :.
S �� to w
r ,
40+
44o®a s,4s `w
aarrdana
/ �j�
¢sj 1jY�/ �N43 �1 ��2021
4B§�4i1
MAX.
MAX, TOT, LD, 60 PSF
REF LET -IN V E R T
DATE 01/02/2018
DRWG GBLLETIN0118
DUR, FAC, ANY
e
MAX, SPACING 24,0
NAIL SPACING DETAIL
MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS
AND STAGGER NAILING FOR TWO BLOCKS. GREATER SPACING MAY BE
REQUIRED TO AV❑ID SPLITTING,
BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF
NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL,
LOAD PERPENDICULAR TO GRAIN
A — EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS
OF NAILS (6 NAIL DIAMETERS)
B — SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS)
C — END. DISTANCE (15 NAIL DIAMETERS)
LOAD PARALLEL TO GRAIN
A — EDGE DISTANCE (6 NAIL DIAMETERS)
C — SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS)
D — SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS)
IF NAIL HOLES ARE PREB❑RED, SOME SPACING
MAY BE REDUCED BY THE AMOUNTS GIVEN
BEL❑WI C)K)K
W SPACING MAY BE REDUCED BY 50X
WW SPACING MAY BE REDUCED BY 33%
DIRECTI❑N
OF LOAD AND
NAIL ROWS
z
W
J
�� �ALAi NAIL
LINE �
J
A
1
1 1 1 1 1 B/2 )E
A
CW
C)K
MINIMUM NAIL SPACING DISTANCES
DISTANCES
NAIL TYPE
A
Bw
C)K)K
D
8d
BOX (0,113'X 2,5°,MIN)
3/4'
1
3/8'
1
3/4'
7/8'
lid
BOX (0,128'X 3,',MIN)
7/8"
1
5/8'
2"
V
12d
BOX (0,128'X 3,25',MIN)
7/8"
1
5/8"
2'
1"
16d
BOX (0,135'X 3,5",MIN)
7/8"
1
5/8'
2
1/8'
1 1/8"
20d
BOX (0,148"X 4,",MIN)
1"
1
7/8'
2
1/4"
1 1/8"
8d
COMMON (0,131'X 2,5',MIN)
7/8"
1
5/8'
2'
1'
lid
COMMON (0,148'X 3,',MIN)
1'
1
7/8'
2
1/4"
1 1/8'
12d
COMMON (0,148'X 3,25",MIN)
1'
1
7/8'
2
1/4'
1 1/8'
16d
COMMON (0,162'X 3,5',MIN)
1'
2"
2
1/2"
1 1/4'
GUN
(0,120"X 2,5',MIN)
3/4"
1
1/2'
1
7/8'
V
GUN
(0,131'X 2,5',MIN)
7/8"
1
5/8'
2'
1"
GUN
(0,120"X 3,",MIN)
3/4"
1
1/2'
1
7/8'
1"
GUN
(0,131'X 3,',MIN)
7/8'
1
5/8"
2'
1'
C/2"
NAIL
LINE
C ilE 31E TRUSS �� 1�• rjjrF�/(Jr,
MEMBER �•
BLOCK LENGTH
f/�
A D D D s �,
a�
•°�� �!
LOAD APPLIED PERPENDICULAR TO GRAIN LOAD APPLIED PARALLEL CAI
o
■ WAMINGIu READ AND RI LOW ALL NOTES ON THIS DRAVNGI
r•QI(POf2TANTrr FURNISH THIS DRAWING
70.
REF NAIL SPACE
TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care In fabrlcating, handling, shipping, Installing and bracing. Refe` n
follow the latest edition of BCSI (BuRding Component Safety Information, by TPI and CA) fo s tya
:
DATE 10/01/14
practices prior to performing these functions. Installers shall provide temporary bracing pe BCSI. a
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chok
w
p py a :.
DRWG CNNAILSP1014
shall have a properly attached rigid ceiling, Locations shown far permanent lateral restrolnt f si
shall have bracing Installed per BCSI sections 23, B7 or B10, as applicable. Apply to
6°"1� 4✓ a
a
plates en r
of truss and position asshorn above and an the Joint De{nos, unless noted otherwise.
Refer to drawings 160A-Z for
o fi°
P'
standard plate positions.
Alpine, i division of ITV Building Components Group Inc. shall not be responsible for any devintlo r
this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, for hnndling,
o t `Sty
er®� grwtr
AN ITW COMPANY
or shlppin
Installation &bracing of trusses.
A itJs drawing
v
\\514%Earth\City\Expressway
11 suite\242
seal on ar cover page llstFg this drawing, Indicates acceptance of professbnaI
ernglneering responsibility solely for the design shorn. The suitabllity and use of this drnwFg
for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2.
((jj�-���� �loi2oi1
tN
1\Earth\City,\MO\63045
For more Information see this Job's general notes page and these web sltesb
ALPINFI w—alpineltw.comi TPD ww%tptnst.orgi SBCA, wrw.sbcindustry.orgi ICO wwwjccsafe.org
Valley Detail - ASCE 7-16; 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #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 2xG, 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
12
12 Max, I
1X3
8-0-0 max
4X4
IX3 (Max Spacing)
5X4/SPL
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing.
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of
web, same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced 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,
Xxw Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Valle
Spacing
Pitched Cut
Bottom Chord
Valley
Square Cut
Bottom Chord
Valeev
2X4
SQo-a.
G��l:amr�ar,
Ai p9 V
I
wwVARNINGIAN READ AND FMLOV ALL NOTES ON THIS DRAVINGI 9
ee11P13RTANT°w FURNISH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. E
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for f
practices prior to performing these functions. Installers shot( provide temporary bracing per SL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bott ! ch
shall have a properly attached rigid calling. Locations shown for permanent lateral restraint o V
shall have bracing Installed per BCSI sections B3, B7 or BID, as applicable, Apply plates to each 'a
of truss and position as shown above and on the Joint Details, unless noted otherwise. ".,,.
ep
I E Refer to drn.Ings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation 9
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN ITW COMPANY installation 4 bracing of trusses.
\1514\ Earth: Cit \ Expressway A seat on this drawing or cover page Usting this drawing, Indicates acceptance of professkmt
Y P y engineering responsibility solely For the design shown The sWtablUty and use of this drawing
\\Suite\242 for any structure Is the responsibility of the Bullding 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,
ALPINE, www.alpineitw.coml TPI, www.tplrnst.orgl SBCA, www.sbclndustry.orgi ICC, wwwlccsafe.org
2X4 4X4
Stubbed Valley Optional Hip
End Detail Joint Detail
on T usses
It 24' O,C.
LL 30
TC DL 20
0 R° = BC DL 10
a® a'2 0 BC LL 0
TOT. LD, 60
•wP°°
T
Partial Framing
Plan
30 40PSF REF VALLEY DETI
15 7 PSF DATE 01/26/2018
10 10 PSF DRWG VAL180160118
0 0 PSF
55 PSF
/10/2021 DUR,FAC,1.25/1.331.151.1
SPACING 24.0'
Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better.
�" Attach each valley to every supporting truss with:
(2) 16d box (0,135' x 3,5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp. C,
Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on
supporting truss material at connection location:
170 mph for SP (G = 0.55, min,),
155 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
pitched cut as shown.
Valleys short enough to be cut as solid
members from a single 2x6, or larger as
shall be permitted in lieu of fabricating
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max. I
2X4 X4
— 8-0-0 max
4X4
square or
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 lOd 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,
wwx Note that the purlin spacing for bracing the top
chord of the truss
triangular
beneath the
valley is measured
along the slope of
the top chord.
required,
from
++ Larger spans
may be built as
long as the vertical
height does
not exceed
14'-0',
4X4
Valley
2X4
--�l
Spacing
r
Pitched
Bottom
Cut
Chord
Square Cut
Stubbed Valley
❑Ptional Hip
Valley
Bottom Chord
I_,,
End Detail
Joint Detail
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Toe -nailed Val
12
10 Max, I
9
SQo-G�ta�himrr►t
a o"
ion Tf usses Partial Framing
at 24' 0. C. I Plan
.wFUMSH T READ WI FIH1nv ALL ACTTES (IN INls DING THE
s 9. U0 F LL 30 30 40PSF REF VALLEY DETAIL
w-Q11P02TANTww FURNISH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLER g
Trusses require extreme care In fabricating, handling, shipping, Installing and brncing. Re n a
follow the latest edition of BCSI <Bullding Component Safety Information, by TPIAlft� and SBCA) f e TC DL 20 15 7 PSF DATE O1/26/2018
practices prior to performing these functions. Installers shall provide temporary bracing IaO BCSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bdatom ch'd �a A y� a:
shad have a properly attached rIBId ceiling. Locations shown for permanent lateral restrahlo f b9 S A� 0 • fS„ BC DL 10 10 10 PSF DRWG VALTN160118
shall have brnclng Installed per BCSI sections H3, B7 or BIO, as applicable. Apply plates to e4h e�w a 1,'°a_ r� of truss anal position as shorn above and on the Joint Details, unless noted otherwise, v ►® "Z! Bl. LL 0 0 0 PSF
IA,fPl Refer to drawings 1f IT for standard pints positions, ye ` .�
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devintl w,aw 0pw
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppl •sage.*` (`,.�1x~ TOT, LD, 60 55 57PSF
AN ITW COMPANY Installatlon & bracing of trusses. u
A seal on this drawing or cover page llsti g this drawing, IndIcates acceptance of professional �'! ZZZ
\\5141Earth\ City\ Expressway er4neerig responsliAlty solely for the design shown The suitabluty and use of this drawing ',A�
I'suitelz4z for any structure is the responsmiuty of the BuRxDng Designer per ANSI/TPI 1 Sec2 i}c t)s/10/2021 DUR.FAC,1.25/1.33 L15 1.15
1 \ Earthl City,l MO\63045 For more Information see this Job's general notes page and these web sites,
ALPINE, www.alpineitw.coml TPI, www.tpinst,orgl SBCA, www.sbclndustry.orgl ICC, wrwJccsafearg SPACING 24,0'
` I VALLEY FRAMING 8t BRACING DETAIL
R
BC
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: W-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 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
:e the crippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gored between rows.
TYp)
Innection Requirement Notes
2x6 rafters to ridge 4 16d toe -nails
Cripple to ridge 416d toe -nails
Cripple to rafter 416d toe -nails
(•') 816d face -nails
Rafter to sleeper or blocking 5 16d toe -nails
Rafter to two 2x6 sleepers 416d toe -nails
Sleeper to truss
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)
3 16d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
'"�' '" "" "` `�J ``�"'/ 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Ion
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4'T' or scab reinforcement nailed to flat edge
of cripple with 10d 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces w/'T' or scab. Use stress
graded lumber & box or common nails.
;Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
installed into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples If cripples fall between
lower truss top chords and lateral bracing is not used.
-Apply all nailing in accordance to current NDS requirements.
Nails are common wire nails unless noted otherwise.
WWARKDnws READ 00 FUUMV ALL NOTES ON THIS DRAWM
wwWW TANTa FURIISN THIS DRAVDG M ALL CONTRACTORS 11,10 - ING TIE INSTALLERS.+
Trusses mgW^e extrene care M fabricating, handling, shipping, InstatUng and brad o Reform
follow the latest adtion of BCSI lBnddMg Coiponent Safety Informthon, by TPI and SRW foc!=
practices prior to perforniV these functions. Installers shall provide tenporary bracing per. B
UHess noted oth erelse, top chord shall have property attached structural sheathing and bole.
shall have a property attached rgld eelkng. Locations shorn for pernanent lateral restrohtyf
d (j �r� rI� shall have bracing Metalled per Db sections on the
B7 r lB10,iet as dppticWAe. Apply plates to eo %
�� I�j�\`V'II of truss and poshtlon as shown above and on tfx Joint Detols, unless rated otherwise.
V Refer to drcs6gs 1611/1-Z for stand rd plate p-mons.
Alpwne, o cWs6on of ITV Buldng Coop—ts Group tnc sh.0 not be respansmla for my drvlotL
/1N fTW OOMRWY the d askq any folune to bulld the truss M conformance with ANSLgPI 1, or for hnndtrq, ship{
Mstdlntion L bracing of trusses.
A seal an this drawing r cover page Listing this drawing, Mdcates lm acceptance of professal
solely for thw im dawn' The Wftbuty ord use of this drawly
/3389 Lakefront Drive for i' -tnrw Is resporrcLllty of tfr ]h d Das7pner per ANSI/iPi 1 Ser2
Earth City, MO 1 Owe
Fr vie l nfornatfon swe this Job's gareral notes page and these web sitesr
ALPM wwwatpYxltw.coN TPL www.tpMstorol SBCAv www.sbdndustry"v; ZCM m.kcrofr.oro
I�"e
Y.•�
��GENS'
No.70861
•
STATE OF •;a��
�� O R tOP'••�a�'
Wolual
I/ (A) (B) (•+
TC LL 20 30 40 54
TC DL 10 20 7 7
BC DL 0 0 0 C
BC LL 0 0 0 C
TOT. LD.301 50 47 61
DUR. FAC. 1.25/1.15
SPACING SEE ABOVE
REF VALLEY FRAMING
DATE 10/01/14
DRWG VACNV1801015