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HomeMy WebLinkAboutTruss'm
39'-8"
10'-0' 17'-4'
L m m m L
le 14'-0' 4'-4' 21'-4"
lie
39'—B"
�kV
I
c" N
NOTE:
DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE BACK CHARGES
WALL NOT BE ACCEPTED WRHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE
Total Truss Quantity = 75 DEPARTMENT AT CARPENTER CONTRACTORS OF AMEPJCA, 'INC. 877-293-9487
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND
ARCHITECTURALS SUPERCEDE THIS DOCUMENT. -
REFT3t ro L
REI FOR
.. CONNEC00N.
PLUMB
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
SHINGLE ROOF
8 I
m 4auLe--L A-vL4-jw,4-i
Ltc_ PdLoon509
f��j Pi Pi Rl'
Al I
Labeled End Mark
..M10
0 tw Ciaft
COn►PfiatTo�
Ott
General Notes
1) N pm1M dttad truon , flat irui wd flat
Idb-
haw thr bop d-d pv�y p� 1w
2) �hmptra to sty HPUSm who oNrtaYa
8) N tm Wait to 24' O.C. ohm ollis
ICtd.
4) Pr Tnea Nda i3b3rts om"I nmtmRdaUan
nIM&Ma WMt 1919 O.O. mm Us Wm, to
a rVedig! at a rtt.A m of 2O' baton ash
druch=lair-dBC9-BI waddOvd 6adt
ROOF LOADING SCHEDUL
TCLL = 20 PSF
TCDL = 7 PSF
BCLL • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 R
WIND SPD/TYPE= 100
ENCLOSED
BLDG EXPOSURE - C
USAGE - RIMENTIAL CAT II
NAND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2017
TPI 2014
Tmss member design & connector plates
are des=ga� , forASCE 7-10 and maximum
forces fmmboth components, and claddings
and main wind Some resisting systems.
• These trusses Lave been reviewed m carry m
additional 100 psfnon-mm ncieat bottom chord live
load.
FLOOR LOADING SCHEDUL
TCLL PSF
TCOL PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
AIL REACTIONS AND UPLIFTS
ARE SHOWN ON ENGINEERING
WALL KEY
08-8'
® 0
DFSCRIP(10N INR. DATE
■ta asts ant awns
LOW/ DESCRIPTION INIT. DATE
is
tttantm�o taa
ttnrn
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G. N. W.
WINTER HAVEN FLORIDA 33880
PH3NEt(80W 959-8806
FAX, (863) 294-2488
BUILDER D.R. HORTON SrATBRIDE
PROJECTCREEK.9ID-9
MODEL 1828/CALL/4EBB
CCA PROJ/MODEL/ALT
7A5/ 182ED.F/ 02
ALT DESOIM MM MI T/10 n 011A0
OTC 3248 TRINITY CIR
LOT 48 BLOCK
DESIGNER PAGE
RFS
3 31 17 1
LAN3SCALE
34504R 1 4 °=1'
MX� SHINGLE ROOF
12'-4'
10'-0' 17'-4'
6
yid a
'a ccaa (i a
•�
4
HEEL-4-3/1
�)
CJIA
C a
PLUMB
-�
c
D3G
m
D2
o
f—
cT c1 r1 r1
y�� W L.-4 D
r1 r1 11 m m c)
L.
1 L.N
rT
W '� ��1
TYPICAL 7 SETBACK
CORNERSET LABELING
AND SPACING
CJI
CJI
M.
V
4 D
CJ3
CJ3
0
CJS
CJ5
i,
A10G
A9
A8
A7
A6
A5
e
I
A4
N
Al
Al
c0
I
Al
ID
60
Al
m
m
Al—
Al
Al
AIA
Al
Al
Al
srlc�
Al
I
m
Al
C4
=
Reviewed for
Al
Code
Compliance
Al
Universal Engineeft -
MTu m®m v�
Al
Sciences
A3
'r)
A5GE
•!
I
e'
Total
Truss Quantity = 75
14'-Cr le
4'-4"
ATTENTION!
ff &ACIMS I71GO=M 1WSS QIAt V Alai
n= [t Ill = A CD.O PLM TITS ESTL DLM AM IN WI ADD EN u IF TRUM ff iWSSSS TM DI DMV Y AR01
C Is A TW1S5 PLMFIdI PI.AW lI3 1WIS® TB AID IN tl6 MM DO
ARCH At I OI�R >E Olfai=13 SIPFFAII Es1E IDW07id
EMIR CME DK s,e�¢ TIOs 0M SWL
Labeled End Mark
•
. ��
IiCSI�B1
T.� Y Mai a ���r' Y.� �l st�ld•
VIA
YYL n7• �v Als irs tIM q.
sdm
ruto
lunysr ate ml¢•rna
u lam aYu = rAsroo Tenan mTi YELi ra m mEVD
m Eor tm m M.e nazs V[IIaA' m®a v tia ss>¢ lAat
oYAm vu Y)r c rcmtm Htaar, nmt Uarrpr AEEYnva n
ML 1lAOG vMu WCr E AinMlftr ®o ID aJlf M tnms�
�m �OL/F f�fi 9ELIIIM MI 1811a F� Mllm IQ M
� O� AT G/EWIQ maGdl� a ME>YA� )G
Yi® ff M IYRi ®Ttl6>a. MO 1�6f IC Ri112 NO 11
!00[ M TAIQ$ M[ ff.T ■ ®10 AV® m11Qi
1Ofmcm
c vrr IRTaIlZ
iati TY� m a mmsltlmna:are
rm i ret� s tmwmm ®ga ®wrs A>fnwrlaa
TDAS lAs rwwT mw lAa .YRAi a�wa. tuvm T
MILES i Y IMRM�aII T Allis t NISJM CY{Ymt Ce�A TR lK
>t MDTMII ullms AYI[ft✓>MZS t>t rmra lave Ww Emma
Yfi1W aYRTMOIta ! QVIfm OI fJ�OaP 1L11lICl�t 6
uLv+a YE clews awarAs la Las Tara a TM6Qa. T Iml
M OI YEdll T DI QV® Mad 1[
IEtMi ! IRaYQ1A
aE. f)/-tl]910
IWGE MrMI IAS VMMmQ
General Notes
1) 9Eddll dote BW mp�dad ppvt'�* Pa N flat
m be kotdod g e :de *
2) M 10— m be 5— HM .1m atlrYoe
3) M b m W36 q is 24' O.C. WJW aft—
♦) Phi T tide huShde BCS-M nm W tiz
ptTloMlmt x-bmcig dbdd be plmed d a
rtmilon Wood g 19 = dam the tpm, to
bet at a ntoTllmt d 2W brJxat amh
x-0ime m'diyne fro dlticu&
REaI rdr m BG9-B1 for any ad 1 &-*v
ddalL
ROOF LOADING SCHEDULE
TOOL = 7 PSF
SF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 R
WIND SPD/TYPe- 160
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESIDENTIAL CAT II
WIND IMPORTANCE FACTOR = 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2017
TPI 2014
Tmss member deli &---wrplates
deli��ed for ASCT7-10 and maximlan
f 6om both mmponwre and claddings
and main wind force resistmg systems.
• These tmsses have been revi a to carsy an
additional Ills psf noaune�ment bottom or live
In
d
FLOOR LO
TCLL
TCDL
BCDL
TOTAL
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS AND UPLIFTS
AM SHOWN ON ENGINEERING
WALL KEY
�8'-B-
L DESCRIFMON Mr. DATE
K lAs tiYY l.e/D
w Ma tam I�r Tna
flm
�
f1•
N9--CARPENTER
CONTRACTORS
OF AMERICA
39M AVENUE G N. W.
WINTER HAVEN FLORIDA 33880
PHONE- Q= 959-8806
FAX. (863) 294-2488
BUILDER D.R. RORTON STATEwmE
PROJECT CREEKSIDE
MODEL 1826/CALL/4EBB
CCA PROJ/MODEL/ALT
7A5/ 320/182ED,F/ 02
ALT DESQW I= RM V/1013 COY I=
OTC 3246 TRiNrrY CIRCLE
LOT 48 BLOCK
01
DESIGNER
PAGE
RFS
1
1
DATE
3 17SCALE
,y31
L'NN334504R
1 4 M=1'
ENGINEERING PACKAGE
Builder: LC�R HORTON / STATEWIDE
Project: 7A5/320 CREEKS IDE
Model/Building: 182ED,F
Lot Alt: 02 F
Lot: 48 Block:
Address: 3246 TRINITY CIRCLE
.................._.............. ................... --- ................ ................... ..........................
JobNumber: N334504
............................................................................................. _.... ... ... . . ..........
Revision Date:
New Load #: JkH:01
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
.a
11
ALPIN , E
March 1*3,:410 ANfTWCOMPAW
Mt. Bob: Michaelis
Carpenter -'Contractors of Am6riba, Inc.:
3900 Avenue G, Northwest,
Winter Haven,: FL 33.880-6201
`Re: AlternatiV6 Ihst6lWiofis.for a single ply carried truss with a
i.-*'wid*th'J'q4s tha
n the hanger widh,
and:
woodblocking to-achevefull des'on-IPa i6oforfac�-roountLd.hang6r'attaohmdhton a.: one ply
SUpporting girder (Reference detail WA37�02)..
Dear Bob,.
Fofa single Ply carried truss Witft at'vidth less than the hanger. width you can install :a prefabricated jackscab. . truss. - *).for wo.od'.fil.ler.bl.06.,k.i.fig.- The chord sizes, �-qhQrd.graOes, and:A 1p . io cbrih6ctoirpla to
t6(s
be the. same as the single ON carried truss. The jack scab truss haVe a minimum
f �J �. ..-. Y . . .
Jqqgth�.o 48 and will, have q, minimum pitch. of 5112, The singleply carried truss shall have: a reaction of
3.,500# or less. Attach 'prefabricated, j'ack:sc.ab.�trussWith, two. (2) rows of 0.1 28"x3ff"GUn Nails btZ
Q,Q. pet row; staggered I " -(See.'Figure: I bdld*).- Pl6a'se'-.W& to-thd Simpson mpson -Strong.-Tie Catalog C-*G
All page 216 - Figjum'.g for more information
figure 1.
wood J9 W,achieve JUII design load Value for face -mounted
Fora single ply',gitd6r'thatIreq'uir0`s oo
hangers :attach one .wood -block to ,the back face of the single: ply 6i.rderWith the same size: and
grade,as" the' bottom. chord of the .single -ply Order. The. -Wood: block length to. - be such that.the'wood
blockingextendsto each adj6derit'-p6he'l points :(webs and bottom chord intersections)., Attach wood .
blo
ck (�)-v. it h. .two._(-2) rows of OJ.128 x1W Gu 1 n "is at E. OJO. perrstaggered efecl 3.0 applied tothe
6760:'Forum Drive Suite 305, Orlando; FL 32821 --(000) 621-97*90 -.(86.3).-4212.-8685I
vwmalpineft.com
!R
ALPINE
�rtw,co�+rn�:
single,ply girder face; with an additional (20) 0.1.28"x3 0" Gun Nails at; each panel .point applied to'the,
wood. block.face ($ee Figure 2 belb.*). Please trefer'to the Simpson Strong Tie -Catalog C�C`20:19,
page 21.6; Figure.) for more information.
Figure 2
The application of prefabricated jack'scab truss foi- Wood filler blocking or wood :blocking to: achieve full
design load value for face=mounted hangers must be approved by the hardware manufacturer:
All edge. -and end: distances, and spacing for all nail connections.must, be sufficient to prevent -splitting of
wood.:
If I can be -of any further assistance, -or if you have any questions; please°give me a :call.
ISIM 70861;
STATE C$f
William H. KnOKRE.
Chief Engineer
Alpine an ITVV Company
Engineering Department
Orlando; FL
6750 Forum Drive. Suita:305; Orlando, FL,$2821 - (800):521-9.790 - (863) 422-8685
www,aipineit-w.corn
ALPINE
AN I WCW?ANV
April 26,2019
Mr. Bob Michaelis
Carpenter Contraictort of America, Inc.
3000 AvenueG4 Northwest
Winter Haven, FL 33880-6201
-Dear Bob
Rd- -Str6ngback bridging: 6b tbbf frLi6set.
I -understand -there. is some concern over ou r rei'do''m mi''endations for strongladck bridging 6h` r6oftrutses.-
Strongback bridging for roof trusses is not, a:require.ment of ANSkTP 2014,n risi are Ui
9_ -.9 .
Building CornpoiIent Safety: lnf6rmAo,n(5CS ' I)', '.B,vi st"ro*rigback bridging, on roof trusses )s
nii
a
recommended. by Carpenter ContractorsofArnefica'. ZtrohgWck bridging :serves the. following two,
functions:.
- One, bridging aligns the;bottom -chords -.after they are. set so they are uniform along the
iine- and heaps:"with ceiling serviceability
TWoibrid.gi.fig.reduce§ledlative'diaflL-eti6h:6fadia'ce'iitittU's's'e-s..
Strongback brid 'gin g'".does. bot:'-prevent or reduce overall iddiViddal deflection, especiallyany.roof trusses
-
405 cuh4 or a. more than 1/4" inch.
. ......... ... . ........ I ....... . ... I...-----.---..---.---,-.��.."..� .. .........
bridging in roof. trusses does not serve - as :temporary..orpermanent:.bra s oe bracing and is not, _5i�on&ack
intended to .distribute. or share design- loads. between trusses. Consequen tly , no design. load's have
been accounted forWith this. detail and d6htihUbLis-!§trohgb6ck'btidgirio'�§hd.ijicI not :tie attached between,:
PP . -
common and :girder The
. q. use of stroogback bridging':'shall not.,interfere with other- design
considerations as specified :by -'the Engineer'of Record or the Building - ' Desgner..
Th6 outer ends of 'th6,stronig'4ack.bridging,shal..I be att9ched.to awall or another secure end. restraint, or
as specifled'-y.b -the Engineer of Record '6f*.th&Building ..D6sijh6r.
Strongback bfid.ging'shall.- be a minimum :of 24 horhinal lumber oriented With, the depth- Vertical*.. Attach
with T'Sd common nails (0.1'.62!�x&F) na.i.10 at. each intersecting member. When extending the
sttdn 'back bridging overlap; by at a ,minimum.of I two trusses. The -16cafiba of i, s't*'. bridging
ho'. q&aw
maybe- specified. b,y:the Tr6§i9 Manufacturer',. Ehoihe&e of Record, or Building Desidn'er., Please referto
BCSI "Strangb4icking.Pr.oVitions" or to Alpin"$TR8kl.ak1,.0!:4 detail for m information.. i,n,fb , ation. The. graphiq
ghoWh (Fid'U're. 1) is f6r.g.6 noiric ikjWJUvd pjUrpose only,
8760 Fbrum'DHve:8uite *805-1 GriAndo, FL 32821- (800) 5214790.- (863) 422-8685
ALPINE
(tLY.S., Aot 107 Sr:alel� I
Figiu,re.i.
If Lean' be of'any further assistance' or-N.ypu,heiVeI an . y questions, plpa.s.e*give. me a.call.
.William: .H. Kndk 025-
Chief Engineer
Alpine an ITW.Cqmp;any
Engineering "D*' - epa men,
Orlando;. -FL. 328211.
67.6.0 Forum -Drive gub.305, Griihd FL 12821 -; (800)521-9.M - (8153) 422-8686
2
STRONGRACK, 3RIDGING'
BUTT STRONGBACK
BRIDGING TOGETHER
40
0" ATTACH SCAB WITW10d.BDVGUN
(0.128V ,'x ).
3 . NAILS IWR ROWS AT
;SCAB O.C.
NOTE' IN LIEU *OF- SPLICING AS SHOWN,
LAP VRONGBACK !BRIDGING MEMBERS
FOWAT"LtAST ONE TRUSS, SPACING
STRUNGBACK, BRIDGING :SPLICE DETAIL
STRONG -BACK BRIDGING ATTACHMENT ALTERNATIVE.S'
AN 11WOOMR
13723 Rwpbd D&-
SUIte 2X
Maryland Wphtij MO GW3:
RECOMMENDATIONS
b-Att scab -.on blocks slhaLl, be;,a. minimum, 2` 4:
'stress qr.,qq1ed lumber:'
'ib-Att.stron ' gbcxck bridging and bracing shall :be: 'a
minimum 2x6 'stress graded, lumber.,
100-The P'urp.ose of strongbackArIddiho, Isto.
develop Mood sharing between 'IndI.vId&&( -trusses,:
resulting In an overall Increase In*'-,t e
stiffness.:of :tk-e'floor. system, -2x6
strongback bridging, Posl.-tlohod. -dsi ;shibw' In
de�talls, is recommended at 10' 0.c. 'Cmax>
*_The_ terms 'br[bibind' and :'bracing' .,are sometimes
A1 stakeniy used nterchangtably. * 'Bracing'Is 'an
Important* -structural tiequlremen of any 't f ., toor
or roof 'system, Refer to the; Truss.I Design
bro; Ing (TDD) ifbi,; 'the,.be-acing .re.q uIrei-ment .5 for
each individual truss component, 'Bridging,'
partIcLAarly a.
rec6mmehdQtIdn- for a :truss system to help
control vIbro*LtIoi)'._ In: addition- to: aiding.: In the.
i distrIbUtlion of point loads b&t.w&6 adjacent
e
-truss, •strongback bridging. servesto reduce
Fd 1
SW_
13 'ts)
14 mW
r *W
bounce, or residual.vibration: resulting; fror7
P)pyin:g point lqqdk,-:;such as foo-tst..eps.
The 0erf6rmqn6e: of all f loor -systems -are
enhanced by. the. Inst.C'Matloh of 's+r6ngback-
bridging and :therOfore :19' strongly recommended
by Alpine,
For additional Infdrmat'loh rebqr;dIhg stronqbqqk
bridging, refer *to BCS1 GuIldIA9, Component
Safety Informatlon5,
N6..70861
4
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pvo-i jo uola.Io mg Ao,4 pasva Azul acl Anw saD,aa, aagwaW
%0 = uoia.v,ana p'co-1
11,01-aQ ji-oda�j _jacjwaW
Sto¢e ow'40 yP14
anpO 104Ael eeCCl
ANYdNOO M1L NY
EDNQ�
R
TON
a.a�*ON alb - ,Aagwaw 9x2
I,Aa88v;.S Mod algnod _ .4aciwaw i xd asn j a.uo,aj = 0
1511vN (ulw 'X x AZT'0) xog POT aooj >{ovg = +
,aa68vi.g
I—
+ O + O + O + O
O + O + O + O +
I� oid�(
• l l
•r
'spool ul—al} A o j,Aoddns jou a(ow puot4o u"o.ag
•oa,ao a}old ml nawoo at q. ull{}IM 8ul.a.an»o suoll,oas
qaM .Io p.aoyo pa8vwvp .Ion. pasn aq }ou show llvlap aloda.A slyj
o a o d ,ao oauuoo uamoa .ao asn a Avw 1vaa .4lds vdaA splw
k }1 �• q djp q ll�p I INl
VOW apv.18 NSW puo T# apv A8 lvnSIA oq. pal -lull sl llo}ap
siN:� N4lM asn•.Ao3 apv.48 iagwnl paq.}lw.aad wnwixow at.iy
',aagwaw apis t{doa o}ul (uiw ',gx,8FT'0) slivu un8 ,ao xoq p01 6u1sn lioN
'pa.aa88v 5 SMOJ "oo ,y �.o SAko,a (S) aautia. 8uisn s Aagwaw gxp oa.ul WON
p"a6Kl s sMo.t I-vo ,y a.o smo.a (Z) oMa. 8u1sn s.Aagwaw ME 04.ul WON
'lauvd uallo4q at{} ultdq.iM aq }snw (S) 14}6ual Aaolwaw gvoS
(g) + C a) = (s)q;.Bual .Iagwaw apis wnwiulW
a�vf ,sad qv Ds auo lddy '.Aagwaw pa8owop so saina s
puo /apo t8 'azis awns esaagwaw apis gxZ oM4 .ao yxa om.L = ts)
(g) oa Ao pa8owop j4o apis yova uo amuv sip 5ulllou wnwiulW = (1)
uoi}oas pa8owop fo 4} dual xow ,2T 'oa Ao paeowo(l = (g)
ou o n s.t vda,a AtAv ,io A"m 3v nulDw -asp
eq;IM oblduoo
4 p�N� I � � d �' N44 ;
panto15lo. a,ao ssn.Aq. sad s>iva.Iq ant} uolil. a.aow ou pun
lauod p�mgD .AaO >{oa.aq auo uv4 a sow oN 's.aaquaw ua>lo,aq gxZ
.ao trxz N;IM sassn,aa. Rld al8uis .aoj} AlU0 pilvA sl uelsap slNl
',aagwaw qaM Ao
p.Aogm uas o Aq t.la.iM. ssn.aa. v Ao.4 s.Aloda.A sal.4lpads Owjwo ap s141
ua>10jg J0 pa>pn)Jo
. .... ... ..
VALLEY-F)RAMI
iiIOGE
BOARD
(M)
of VilFeq
qLLAR BEAM. -EVERY TWRD.
IR,OF RAFTERS
f2:
. (YVfi- r4
qj 6",.&hb ng dowgil�u-ifirduglvthoathfftfsito,pyrtin with a
in1dipip -U 10: . e-3 . g 1 ."X2. , eamtRrnon
to fi
ijLi-st'-66:"JdaX6if Bj thiwhlXf[dlHg;tWskd.hotR
. fd.WflO;cohdltlol%s:
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P,V41 YCKINa TRU:MS-
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7- RAFTER -.OR RIDGE
cm +C-RIPPLt
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r.spa f r.!!(oh * row,stAhtnj from-thd v'41sys bf-sleepom
'that crlpiitelocatlons are
rows,,
bl-O.C:(Typ)
or
by-v6ers)
are
O,qrf66-cfl6.n P,'6q irement-ttqt
1.
1.
*4 l6dld&�Mlll'
de'diredtly
4 X6&%4-nills
ieathinqtishaatiTlttg
A�
Wd-fate-nalls
sudtoe-nails
Mft&t&.TwO-2X6 $leepers.
4 1 Sd tce-4alrs
5.
"Stdoodi td-btfs'
4'1:6d tdd-Aalls
3 -160 t6W;aJUs..eajch slPeper-A.04S
.6.
.:Rjdg4e:bohrd.ti3-r.00f bldck
4 16d toe-nills
'RF§'D-FOR PfMP
1.
-Rildjer.bo.2itd to:trjUs�s-
4:Lrrd.t6q7Aljj.ls
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4rufliri to (TVO)-
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Truss'o wo.*Oje.
4
'A use)
13.
.4lWr.'bi!ahvtO xsltdt
4 i6d'tol&,-nafls.
NOTE-;.Hil�(046269-Vf) 40MMbU NAILS
L� 46 54 RE P NitUtY P kA�IIXG
N0.10B..
060*�. FLOW: TM w
7 '7 DATE: k4
talar -tF- latilat idliGn "OP, 4- a-d*v. Ob��- ;kL orty. y -A) 1� TC DL It ZO io/ql/ P1
BC b! NV
Plo-M 9w&d DRW.13 VAP 1801015
ne .0 0 0
-:
.. ds AK*.� bi�A- W.bnAhd.. Mpt'Ll"'t. —,dh Ba. •LL 0 .0 0
4., *4- ho,
a d'6of jiv V��dT. ke- Ala. Md. IM FOP—sbta To - D
d
A nw TOT. L ,37o DO 4.7
vZ'wPoQ'v4Rl AK."
DOA 'F�, 12
7M �-"'P
11017". k� a1* 11 . . .. . L
10WO-MOM a �*" - Z— —=kt. -.1. 1 1 AB.Ovr.
v
W
L
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G
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<0 J
no
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Simpson Strong-TieO Wood Construction Connectors -'SIMPSON
-is• • MOMWOM . •
t
0
0
u
ku
I& These products are available with additional corrosion protection. For more information, see p.15, Codes: See p.12 for Code Reference Key Chart.
Actual'
Joist
Size
Model
<- No.
Carried
Member
Dimensions
(in)
1Min.l
Max.=
(`
Fasteners
(in.)
Allowable Loads
Code'
Ref.
= Web
"
W
H
B
"iFace
Joist
-DF/SP,
Species Header's
SPF/HF;
.Species Header
=Uplift
,160)
Floor
(100)
Snow
{116)
Roof
;j12b)
Floor
(100)
Snow
(115)
Root
(125)
IUS2.56/16
-
25/6
16
2
Min.
(14) 0.148 x 3
-
70
1,660
1,805
',805
1,425
1,555
1,555
Max.
(16) 0.148 x 3
-
70
1.805
1,805
1,805
1,555
1,555
1,555
21/z x 16
MIU2.56/16
• -
29/16
157A6
21h
-
(24) 0.162 x 3'h
(2) 0.148 x 11/z
230
3,455
3,920
4,045
2,970
3,370
3,480
U314
• ✓
29A6
101/z
2
I -
(16) 0.162 x 31h"
(6) 0.148 x 11h"
970
1,945
2,205
2,375
1,675
1.895
2,045
HU316 / HUC316
• ✓
2%
14 'A
21h
-
(20) 0.162 x 31/z
(8) 0.148 x 11/2
1,515
2,975
3,360
3,610
2,565
2,895
3,110
IBC,
18
MIU2i56/18
-
'29fe
17ahs ,
2'/z
�`-.
(26) 0.162 x 3Yz=
. (2) 0.14&x 11/2.
> 230 ,
3,745
4 045'
};045
3,220
3,480
3,480,
LA
2'/z x
HU3169 HUC316 "
✓
'2°/ifi.
14 'A
21h
-
(20)'10.162 x 31fi `:
(8) 0.148 x 1'h"
1515'
2975
3,360
3,610
2;565
2,895
'3,110'
21h x 20
MIU2.56/20
I
129A61
197A6
21h
-
(28) 0.162 x 31h
(2) 0.148 x 11/z
230
4,030
4,060
4,060
3,465
3,495
3,495
2 x 22
to 26
to
MIU2.56/20
• 1/29
fi
197/a
2'h.
-
(28) 0.162 x 311z
(2) 0348 x 11/z
= 230 „
4 030
4 060'
4,060
3,465
3,495
3,495''
21Ax 91/4
too 26
2%" wide joists use the same hangers as 21h" wide joists and have the same loads.
MIU3.12/9
13%1
9'tifi.
21/z
-'
(16) 0.162 x 31/z
(2) 0148 x 11/z
2,305
2 615
-2,820
1,980
2,245
2,425'
3x91h
HU21072 / HUG210-2
• ✓ '
'3'/a
8',a46
21/z
Max.
-(18) 0.162 x, 3141,
., (10) 0.148 x 3
11795
2 680
3 020
3 250.
..e
2,305
2,605
2,800',
IBC,
MIU3.12/11
• -
31%
11'A
2'/z
-
(20) 0.162 x 31/z
(2) 0.148 x 11/z
230
2,880
3,135
3,135
2,475
2,695
2,695
FL,
3 x 117/e
HU212-2 / HUC212-2
• ✓
31/6
109A6
21h
Max.
(22) 0.162 x 31/z
(10) 0.148 x 3
1,795
3,275
3,695
3,970
2,820
3,180
3,425
LA
HU3,25/12/HUC3;25/12,
•
3%
'113/4
21/z:-
(24)0.162x3?h„�
(12)OJ48x3_-,
1 ,'d,
3,570
4,030,
;335
3,075
3,470
�3,735'
HU3.25/16 /
HUC3i25/16
31/�
13'346
-
21z
Min.
(20)-0.162 x 3'/z�'
(8):0.1�48 x 3
1 M6
2,9Z5
3 366
3,610
2,5 O6
2,890�
3,105':.
•
i
;Max.
(26) 0162 x 31z
(12) 0.l48 x 3
1 h35
3,870
`4;365
4;695
3;330
3,755
4;040
,
-
3 % gIU12m
HUCO210 2-SDS `.
•.--
3'14
9'
3-(12)17
x 21/z"
/Xh
23
:5,
1,:r4315
31
,
s,600
3,7,r
,7;i
FL
HGUS3.25/10
•
31/4
8 /6
4
,=
(416) 0.162 x 31/2'
' (16)(1.16201h
:4,095.
9,100
9,100;
;%100.
7,825
7,825
7,825I
IBC,
HGUS3.25/12
314
1 10%
4
-
(56) 0.162 x 3'h°_
(20) 0'.162 x 31h
`5 040
9,400
9 400;
9;400
8,085
8,085
r8,085
FL
LG03:25-SDS, 1
•
-
31,44'
8 to`30 .
41h
-
(16)'/a' x 21h" SDS
(12)1/4""x'21/z' SDS..'5
555
6; 20
731G
410
4,840
5,265
5,2651
HHUS46
• •
-
35A
51/6
3
-
(14) 0.162 x 3'h
(6) 0.162 x 31/z
1,320
2,7851
3,155
3,405
2,395
2,715
2,930
3'/z x 5'/a
HGUS46
-
35A
06
4
-
(20) 0.162 x 31/2
(8) 0.162 x 31/z
2,155
4,360
4,885
15,23013,750
4,200
4,500
HUS48
•;
-
39h6'
61S46
2
--
(6)0.162x31h:
., (6)'0.162x31z
1 x0.1.595
1,815,
1;969
1,365
1,555:1,680'
31/z x 71/4
HHUS48
3%
71A
3
�', -
(22)`0.162 x 3Yz .
(8) 0.162 x 31/2
! 780,
4,21ry0
4 770;
.5,.4`0
3,615-
4,095
.4,415
HGUS48
•' •'
-
3%
7'tis :
4
-
(36) 0.162 x 3'hi
(12} 0J62 x 3'h
3 235,
7,460
7460;
;7,460
6,415
6,415
6,415
IUS3.56/9.5
• -
31s
91h
(10)0.148x3
-
70
1,185
1,345
1,455
1,020
1,160
1,250MIU3.56/9
-
39A6
8%
(16) 0.162 x 3'h
(2) 0.148 x 11/z
210
2,305
2,615
2,820
1,980
2,245
2,425
U410
• •
• ✓
39/6
816
!t-
(14) 0.162 x 31/z
(6) 0.148 x 3
970
2,015
2,285
2.465
1,735
1,965
2,120
HUS410
• •
-
39/6
815A6
2
I -
(8) 0.162 x 31h
(8) 0.162 x 31/z
2,990
2,125
2,420
2,615
11,820
2,070
2,240
HHUS410
0 0
-
35/e
9
3
-
(30) 0.162 x 31h
(10)0.162x31/z
3,565
5,635
6,380
6,445
4,845
5,486
5,545
3%x91/z
HU410/HUC410
• •
• ✓
39/6
85/a
2'/z
-
(36) 0.162 x 31/z
(12) 0.162 x 3%
3,235
7,460
7,460
7,460
6,415
6,415
6,415
HUC0410-SDS
• •
-
39/I6
9
3
1 -
(12)1/4" x 21h" SDS
(6)1/4' x 2'h" SDS
2,265
4,500
4,500
4.500
3,240
3,240
3,240
HGUS410
• •
-
3%
9'1A6
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
7,825
7,825
7,825
IBC,
LGU3.63-SDS
• •
-
35A
8 to 30
41h
-
(16)1/4" x 2'h" SDS
(12)'/4" x 21h" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
MGU3.63-SDS
-
35/6
91/4 to 30
41h
-
(24)1/4" x 21h" SDS
(16)1/4" x 21h" SDS
7,260
9,450
9,450
9,450
6,805
6,805
6,805
IUS3i56/11.88 =
• -
.35h
'1?/a
2 ;
;-
(12}0748.x3",=
-
;f,
1,426
1 615
1745`
1;220
1,390
1,485_
MIU3.56/11
• -
39f6
1'Is
21h
-
( 20}`0162'x 31z"''
1
(2) 0.14$ x 1 /z
: 210
2,880
3135;
3,136
2,4-
2,695
2.695'
U414 _
✓
39A
- -,0'
2
�,-,-
(16) 0.162 x 3'h
(6) 0:448 x 3
07.0
2;3m,
:2,615:
2,820
1,980
2,245
=2.,425,
HHUS410
• •'
-
35/a
9`
3
'- ,
(30) 0.162 x 31a'
• (10) 0.162'X 3'/z
3, 65',
5,635
,6,380;
8 15
4,845
5,486
5,545'.
HUS412
•'
-
'3°/i6
10?/z
2
e, �
(10) 0.162 x 3'%i;: ,
(10) "0.162 x 31h -
`.3 4
2;660
3,025;
3,265
2;275
2,590
2,795'
3'/z x 11;�i�
HU412 (HUC412
•°
-
3 s
10 a
-'Max:
(16) 0162 x 3%
. (6) 0.148 x 3
1735
238D
2 685.
2,890
.2,050
2,315
,2,490
(22) 0.162 x 3'Fz'
'` .(10) 0.148 x 3
1, 90
3,275
3 695
'3,970
.2;820
3,180
3,425I.
HUCO'412 SDS
•
-
39AG
1T(14)
IA" x 2/h' SDS
(6)1/4" x.21h" SDS
'2 2.
5,t0 ;5
5,04..
5. `4a-
3,e30
"s,630
630'
HGUS412
•,
� -
13%a
1074
0(36)1/4"
(56) 0.162 x 31z`
(20) 0.162 x 3'h
;5,040',
9,400
9,400
9,400
8,085
8,085
'8,085
LGU3.63-SDS
• `:j
-
35A
8 to 30
(16)1/a" x 21h" SDS
(12))/4" x21/z" SDS
5,565
8,720
6 720'
fi 720
4,840
41840°
MGU3.63-SDS
•'�
-
3 a
91/440.30(24)1/4"
x 21h" SDS
(10)114" x 2'h" SDS
7260'
9,450
9,450.
6,450
6,805
6,805
90!
HGU3t63 SDS �=
•��
-
35/e
11-tot30 '
x 2'h'"SDS
(24)'1<'�X21z' SDS
8,}6 n
t3;10G
,3,1601
,.0
3 4t
9, -r`5
+ 146 See footnotes on p.150.
Simpson Strong -Tie® Wood Construction Connectors
Adjustable Truss Hangers
This product is preferable to similar connectors because
of (a) easier installation, M) 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 ZKAW 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 1/4" from the edge of the top -flange members. For
the THA29, nails used for joist attachment must be driven 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
hall of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
35/e" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
THAC422
Face nails Top nails
per table per table
THA418
Double 4x2 -
Use full table value
Single 4x2-�
See
nailer table
Ie" 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
Double Nailing Dome Double -Shear
Shear Nailing Side View
q Nailing Side View; Do not (Available on
Top View bend tab some models)
E
2 face nails
(total)
N
4 top nails
- (total)
'IQ.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
Top Flange Installation
°er to
tnote 5
p.187
186
Simpson Strong -Tie® Wood Construction Connectors
Adjustable Truss Hangers (cont.)
ID These products are available with additional corrosion protection. For more information, see p.15.
n
0
Dimensions Fasteners'
SPF/HF
Min. : Min. ` (in.) Allowable Loads Allowable Loads
Model Ga Top Header Code
No Flange Depth Carrying Member Carried U,phft Flooi Snow :Roof! , Uphft Floor Snow Roof/_, Ref.;
(in.) .' Un) Wind, Wind
Tnn Member ;(160), (104), ,(115), ri�criam .((160): (100)� (115) it�Giian": .
THA29
18
15A
9"A6
51
11/2
—
1 (2) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
1 525
1,750
1 1,750
1 1,7511
450
11,330
11,330
1,330
27A6
—
(4) 0.148 x 3
(6) 0.148 x 3
( (4) 0.148 x 3
525
2,610
i 2,610
2,610
450
1,985
1,985
1,985
THA213:
18
11/e
135he
51h'
"2
—
(4p0.148x3''
(2)0.148x3
(4)0.148x1"ham-
t<�7�7
4
;1�fi0
1'.1D
.;ft0
THA218
18
1 %
171A6
51h
2
—
(4) 0.148 x 3
(2) 0.148 x 3
(4) 0.148 x 11h
—
1 460
1,460
1460
—
1.110
1110
1,110
IBC,
� THA218=2
16
.31/e,`
171%
8
2.
- —
(4)0162 x�31/2
(2)0.162 x 31h
(6) 0148 x 3
9 —
loom)
) 0951
,1 4i15 �
496
€,515.:
€,515<r
FL,
THA222-2
16
31A
22-ie
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
LA
THA413
18
35/a>
135le
4'/z
j . 2
—
(9) 0.148 x 3
' (2) 0.148 x 3 '
-(4).0.148 x 3
—
1 530
1030
'! 1 530 =
1,185
.1.165
° ';165 ,
THA418
16
3%
17%
77
2
—
(4) 0.162 x 31/z
(2) 0.162 x 31/2
(6) 0.148 x 3
—
1,960
1,995
1,995
—
1,490
1,515
1,515
THA422
16
3%'
22
17A
2 ,
—
(4) 0.162 x 31/2
(2) 0.162'x31/2
(6) 0.148 X3,
: —
1 ofr0
1 055
31 n 5 ..'
,
A96
1. 5151
,51
THA426
14
35/s
26
77/8
2
—
(4) 0.162 x 31/z
(4) 0.162 x 3'/z
(6) 0,162 x 3"h
—
2,435
2,435
2,435
—
2,095
2,095
2,096
THA422 2
14
I"/<<'
2211%e
93/<
4,,-,
(4) Q162 Y,31/z,
(4)0.162 z 31/216)
0162 x 31h
3 330
+3,330 .
=2,865
2,865
° 2;865
FL
THA426-2
14
71/1
261/�e
93/n
1 2
1—
(4) 0.162 x 31h
(4) 0.162 x 31/z
(6) 0.162 x 31/2
—
3,330
3,330
3,330
—
2,865
2,865
2,865
THA29
18
1 15/a
9"'/e
51/8
—
911/e
—
(16)0.148x3
(4)0.148x3
1 525
2126512,265
2,265
450
1 1950
'1950
1 1950
THA213
18
is/'
135J
5?/z
—
13�
—
(74) 0.148 x 3-
(4)-0:148 x 3
5g
L,O 5
7 34n
_ 2 4 ":
7 zo
1760
.2010
c105
THA218
18
1 %
171A6
51h
—
171A6
—
(18) 0.148 x 3
(4) 0.148 x 3
855
2,450
2,450
2,450
735
2105
2105
2105
THA218-2
16
31/8
17'Me
$'
—
,.,14!tie=
=
_
(22) 0.162-x 31/2
(6) 0.162 x 31/z
1`' 855
^ �1p
„ .
,, 10
..... _
; 1.k1. `
1 595'
2 8'4
2,845
- z e45
IBC,
THA222-2
16
31/a
22-e
8
—
141A6
—
(22) 0.162 x 31/2
(6) 0.162 x 31/2
1,855
3,310
3,310
3,310
1,595
2,845
2,845
2 845
FL,
LA
THA413""
18
:3b/a
135/s1
41/x
--
133ia
—
(14)0.14$,x3
..(4).9:1480
.:QSn,
20a5
234
24 u
,2.010
.-2,105:
THA418
16
3%
171/2
7r/e
—
1411A6
—
(22) 0.162 x 31h
(6) 0.162 x 31/z
1,855
3,310
3,310
3,310
1595
2,845
2,845
2,845
THA422
16
35la
� 22
T/a
14"fe
—
(22) 0.162 x 31h
(6) 0a62 x 3"/z
Y;855
t 1G1
s1u
-', o s10
159h
2.845
2,845<
< 2,345
THA426
14
3%
26
77
—
161tie
—
(30) 0.162 x 31/z
(6) 0.162 x 31/2
1,855
4,415
4,480
4,480
1,595
3,795
3,855
3,855
THA422-2
14
7"/a"
22?'/e
.93/a
16�e
�:.—
30) 0.162 x 31h
6 0.1'62 x 31/z
�a , .
1855
'1
5170
.....,
5 520
.. , ..,:>
5 520
(595
-.
4 415
4,745'
• 4,745 ;
FL
THA426-2
14
71/a
261A.
93/n
—
18
—
(38) 0.162 x 31h
(6) 0.162 x 31/2
1,855
5,520
5,520
5,520
1,595
4,745
4,745
4,745
1. Uplift bads 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 1 V min.
top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation bads.
6. Refer to installation instructions regarding fastener installation into carried hoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers
��`�EERfp This product is preferable to similar connectors because
°4 of a) easier installation, b) higher loads, c) lower
+WjJ m installed cost, or a combination of these features.
The double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovative double -shear nailing that distributes the load through
two points on each ioist nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• Not designed for 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
Nailing Side View
(Available on
i some models)
1' for bes
11A0" for4x's
o e:
C 0 H
LUS28
HHUS210-2
P
VA'MUS28
VAV
c
d �
e ;
a) a
U1% HUS210
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
Simpson Strong -Tie® Wood Construction Connectors
Face -Mount Joist Hangers (cont.)
a
0
N
Model
No."
Min
e Hid
Ga.
Dimensions(ir)
Fasteners
W
FIH
g
Carrying :.
;Member'_
Carried
Member '.
Single 2x Sizes
LUS24
25/s
18"
1 §16 '=
3'/a'
13/4
A 0.148:x 3 €
(2) 0.148 x 3
LU826
41/4
1 9/,6
43/4 :
' 13/4
',,(4) 0.148 0 :
` (4) 0.148 x 3,
MUS26
41M6
18
1 9/16
53/i6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
45A6
16
1 %
5%
3
(14) 0.162 x 31h
(6) 0.162 x 31h
HGUS26
4'Ai -
12,
15/e s
53/a
.' '5
-(20) 0.162 x 31/z
(8) 0.162 x 31h'
LUS28
4%
18
1 V161
6%
13/4
.(6) 0.148 x 31,"
(4) 0.148 x 3'
MUS28
65A6
18
19/16
613A6
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61h
16
1 %
7
3
(22) 0.162 x 3'h
(8) 0.162 x 3'h
HGUS28
69A6
12
15A
71/e
5
(36) 0.162 x 31h
(12) 0.162 x 31h
LUS210
-41/4-
18
1946 `
71-6
".134
(8)0,148x3`'
(4) 0.148x3 =`
HUS210
$s/6
16
1
9
3
(30))0.162 x 31h
' (10) 0.162 x 31h
HCUS210.1
814e
12
1 §'a
91/e
5
(46)'10.162 x 31h
(16) 6.162 x 31h
1. See table below for allowable loads.
®These products are available with additional corrosion
protection. For more information, see p.15.
0 For stainless -steel fasteners, seep. 21.
Many of these products are approved for installation
E with Strong -Drive° SD Connector screws.
See pp. 335-337 for more information.
DF Allowable Loads
SP Allowable Loads
s�
SPF/HF Allowable Loads. -,
Code"
Model
No
604
(1„60)
Floor
'(100)
Snouv
(113)
Raof
(125)
Wmd_„
(160)1',
Upliftl.
(160) ._
Floor,
(100)
rSnow !,- Roof
(115) ) '_(1251
..Wind,
(160)
Upliftl
(160)
Floor,
(100)
Snow:;
(115)_
Roof" ` Wind
(125) ' i' "(180)
Ref.
Single 2x Sizes
US2.4
„ 4 0 .,
�;• 6Z0
, 7,65 ,.
, ,.820 „.
,1,045--�
" 435 '
: 725
- 825
__ 890 ,
: ;;120
'3%Q
495
5661
605, 770
LUS26
1,165
865
990
1,070
1,355
1,165
935
1,070
1,150
1,475
865
635
725
785 1,000
IBC, FL,
MUS26
33tt,.
' 1;295 ,:1,4$0
_
' 1,560-..1
�60',
- 930 --
. 1,405
-1 560-
` l`60-.
i r60
e.
811
955
1,090`,.:1,180",
.,550-.LA
HUS26
1,320
2,735
31095
3,235
3,235
1,320
2,960
3,280
3.280
3:2.80
1,1511
2,350
1660
2,780 2,780
HCHS28
ts,
:4;340 '
4,850
5,170;
'S;390 ;',
875
" 4,690
5,220
,-5,390 "
5 390
780
3,225 .
3,610,
31870`.j'3,985 ?
IBC, FL
LUS28
1,165
1100
1,260
1350
1725
1165
1,195
1,360
1465
1,730
865
810
925
1,000 1,270
MUS28
20
1;750
1,975
2,125'>
22 _a,::
1c0. ":,;
1,875°`
^2,135 ;
`2,255 °
"'2,Lo
1,1u '
1,270,
1,455
.1;575''E 1 ,) 5':
IBC, FL,
LA
HUS28
1.760
4,095
4,095
4,095
4,095
1,760
4,095
4.095
4,095
4 095
1.480
3,520
3,520
3,520 3,520
HGUS28
6C0 .
, ?2ro
7,275 .
° :7,275
, 7,215 ':
.650 '
7,27a
:=7,27
7,275
7,1275 1
1,325
U 0
3,820:,
3;915 ' i. ,4,250
IBC, FL
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215 1,500
IBC, FL,
HUS210
266
`. 50
0 7 95
sS6
7 b30 '
7;635
a 395
;' ti 780
j 610
5f3 s
22u
2 3?0
2 L56
2 53zs ' x 8P5"
LA
H-GUS210
1 2,090
9,100
9,100
9,100
9,100
2,090
1,100
9,100
9100
9.100
1,549
6,340
6,730
1 6,730 1 6,730
1 IBC,FI.
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 bad 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 bad 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
194
Acute
'side
opecuy angle
Top View HHUS Hanger
Skewed Right
aoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
LUS/MUS/HUS/HHUS/HGUS
4 SS
ss
a.
These products are available with For stainless
additional corrosion protection. ® steel fasteners,
For more information, see p.15. see p. 21.
Many of these products are approved for installation
6 with Strong -Drive' SD Connector screws.
See pp. 335-337 for more information.
c
Min.Dimenslons(In)'.
Fasteriers'(in.)
DF/SP Allowable Loads
SPF/HF Allowable Loads _
Code
Model;'
No. `
Heel-'
.Height.
Ga::
W
H
B.
Carrying "
Member
Carried
' Member
Uplift
(160)(100)s
Floor;
Snow
(ii5)
;Root
(125)
Wmd'=.=.
(160)
Uplift,
(160)'
Floor
;(:100)
Snow'
(115)
Roof
.(125)
WindRef.
I(160),
Double 2x Sizes
LUS24-2i'.
2'/a
. 18
-3'/e
3'/a„
_
t, 2 4
(4)'0.162 x31/z,'
e_(2) 0.162'z3h _
,`?^_,
, 800 ,
,"905 ,
;9$0
,1,,24�a?
355 :.690
78Q.°
845
1,070
LUS26 2
41A6.
18 '
31h
47/6
2
(4)"0.162'x 31h ,
(4) 0.162 x 3Yz
1O6u
1 0'3
'1,170
,1',265-
.1,595
_
910
-"5
1,005
1,090
'1',370'
HHUS26-2
45A6
14
3-'AG
53/e
3
(14) 0.162 x 3'/2
(6) 0.162 x 31h
1:320
2,830
3,190
3,415
4,250
1,135
2,435
2,745
2,935
3,655
HGUS26.2
06
12
35A6
57/16
4
(20) 0.162 x 31h
(8) 0.162 x 31/2
2,155
4,340
4,850
5,170
5,575
1,855
3, 330
4,170
4,445
4,795
LUS28-2-_-
=49fs-J�
18
31/e
7
;"2,
(6)0.162`x3%`;
'(4)0.162'x3tlz
1,9fl0
1315`�
1490
7,610
2,030
910
.1,130�'
,280�
1;385
1,745`
IBC,FL,
HHUS2&2
6�i6_
14
35/a
71/4
: 3
(22) 0.162x 3'h
(8) 0.162 z 31h
17z ,O
1.HGUS28-2
4 265
4 810
5,155
5 980'
1,515 ;
3,670
'4;135
4,435
5,1451
LA
6s/ig,
12
35ti6
73/6
_ 4
(36) 0.162 X 3;/z.
-(12) 0,182 x 31h
3 235
7460
7460,
7�fi0
7,4600.
2,780,
6,415
6,415
6,415'
'6,415'
LUS210-2
67/6
18.
311s
9
2
(8) 0.162 x 31h
(6) 0.162 x 31/2
1,445
1,830
2,075
2,245
2,830
1,245
1,575
1,785
1,930
2,435
HHUS210-2
8%
14
35/,6
87/a
3
(30) 0.162 x 31/2
(10) 0.162 x 31/z
3,550
5,705
6,435
6,485
6:485
3:335
4,905
5,340
5.060
5,190
HGUS210-2
89A6
12
35/16
94iie
4
(46) 0.162 x 31/2
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
9,100
3,520
7,460
7,825
7,825
7,825
Triple 2x Sizes
HGUS26-3
4?�46 `
12 -
4' 6
51h `
4
(20);0.162 x 3'/z"
(8)'Ol62 z 31/z
2 Y55
4 340
�4 850,
5170
5 575
,1,855°
`3,730
'4,1706-4,445
4,795
IBC, FL,
HGUS28-3
613As'l
12,
41 6
N-4
`; 4.
(36) 0.162 z 31h
(12) 0.162 x 3%
3,235
7,460'
7460
7,460
7460`
2;780
6,415.
6,415
6,415
$,415-
LA
HHUS210-3
83/�
14
41%6
87A
3
(30) 0.162 x 31h
(10) 0.162 x 31h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210.3
813/i6
12
415AG
91/4
4
(46) 0.162 x 31/2
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
HGUS212i3•
s
10/6
12''4�s-10/4"
1
3
'4
(56)-0.162x31/
1
�(20)0.162'x3h
r
E9�
904,4
n
4�,"03,
a r
9,C!4Y
10
:,,,sJ
77#6',
7;734
r80�
IBC FL,
LA
HGUS214 3
12-1s!
12 '
415A6
123/4`
'4 ._
(66)-0.162 x 3 h 1:
(22) 0.162 x 31ho
5,605
%12510,125
10 ,25
-
_,10;125
-
4,900,
8;190"
8,190,
8,190.
8,190'
Quadruple 2x Sizes
HGUS26=
" 51h .
- 12.
69/e
57/s
-, 4'
,(20}"0.162 x 31)s``
=.8) 0.162:z 31h
2;155
4 346i
4 850
5,170
5 575'1,855
3;730
4,1Z0
4 445;
4,797
IBC, FL
HGUS28-4
71/4
12
61A6
73A6
4
(36) 0.162 x 31/2
(12) 0.162 x 31/z
3,235
17,460
7,460
7,460
17,460
2,780
6,415
6,415
6,415
6,415
LA
HHUS210-4
83/8
14
6 %6
87/6
3
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS216-4.
91/<'"
-� 12
6s✓6
93/is'
" 4
,(46) 0.162 x 31h>
(16) 0,162 x 31h
4;095
9,100;
0700,
,9;100
,9,100 `,3,520,
7;825
..7,825j
7,825
7,825
HGUS212-4`
1Osi'a'.
' 12
.69A6
105h',.
4-
(56),0.162x31h-
(20)0.162-X,U2
£9s
9"04a�
,n47
9,
904�
9i130-
7,780
ff1!i
IBC, FL,
LA
H6US21a 4
. 12%
12'
'69h6
125/e
4
(66) 0.162 x 31/z
(22).0162,x 31h
5,695
10125;
10,125
1012�
°10;125
4,900
8,710
$,7-70
8,710'
8,710.'
U Sizes
LUS46 1
43A'
"18
ifs
4314 .
2
(4) 0_:162'x 31h"
; (4) 0.162 x 31h
1(1U
1 0301
1170
1,285
1 595
010 "-
885 `
1,6051
1,090:1
1,3t
IBC, FL
HGUS46`
47A6
112
35A
4346.
4 .
(20);0,162`x 31/2
(8) 0.162x 31h
2155
4,340_
4 $50
5170
5,575
1 855,
3,730
4,170
4 445-
4,795
HHUS46'.;•:
4356.
14 .
35A
5 A
r` 3
-(14)'0.162 x 31/2 �
(6) 0.162 x 31h
,1 • "2il
2 836
3190
3 415
4 250;
11 5
2,435
2,745`
2,935
3,655
LUS48
4%
18
39A6
63/4
2
(6) 0.162 x 31/2
(4) 0.162 x 31/z
1,060
1,315
1,490
1,610
2,030
910
1,130
1,280
1,385
1,745
IBC, FL,
HUS48
61h
14
33A6
7
2
(6) 0.162 x 31h
(6) 0.162 x 31/2
1,320
1,580
1,790
1,930
2,415
1,135
1,360
1,540
1,660
2,075
LA
HHUS48
61/2
14
3%
71/8
3
(2210.162 x 31/2
(8) 0.162 x 31h
11760
4,265
4,810
5,155
5,980
1,515
13,670
4,135
4,435
5,145
HGUS48
67h6
12
3%
71ti6
4
(36) 0.162 x 31h
(12) 0.162 x 31/z
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
16,415
LUS410'.' .-�
'61/4;'
18
3%
83/4"
;2 -
(8)0:162x31/2
-(6),0.162x31h
1,+4r
1830
2075
2,245
2.830�
7;2<5
1575:
1;785`
1,930
2,435'.
HHUS410 =
83/6
" 14 .
3%
9
3 .
(30) 0.162 x 31hF
=(10) O.162x 31h
650
5 700
6 435
0 4s
6 4p5„a.265=
4,905
'5,535
6,575
5i575_'
HGUS410`
7
8ti6,
,12 °
o
376.9M6.
4
t
(46),0.162,x3/x,'�06)0.162x3/2
_�
1
4�0O
9106
91,00
9100
9100
3,520',
7,825�7,825
.7,825,s7;825IBC,FL,
LA
HGUS412
1O7i6
12
3%
10346
4
(56) 0.162 x 31h
(20) 0.162 x 31h
' 695
9,045
9,045
9,045
9,045
4:900
7,780
7.780
7,780
-1,781)
HGUS414
117A6
12
3 A
127/i6
4
(66) 0.162 x 31h
(22) 0.162 x 31h
5,695
10,125
10,125
10,125
10,125
4,900
8,190
8,190
8,190
8,190
Double 4x Sizes
HGUS7.37/10
06'
12
73h
8°hs
=' 4
(46)'0:162 x 31h'
=(16) 0.162x 31/s
3,430,
9,0$5
9,095;'
9,095„
9,095
.2,950
7;820:
! 820°
7,820
=7,820+
HGUS7.37/12
107tic,
12 ,
73h
10556
- 4 ,'(56)
_
0.162 x 3'h,
{20) 0.162X 31h
3;835
.._
9 295
9295'
9;295,
,9,295
3,300
7,995
7,995;
7,995"
<7,995`
FL
HGUS7.37/14
117tis
12
73h
12 ii6
4
(66) 0.162 x 31/2,
(22) 0.162 x 31h
5,080
10 50Q
19500
10 500
10,500
4 370
i91030'
9,030'
9,030
'9,030
1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVfPI 1-2014. Simpson Strong -Tie° 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 21/2, nails in the header
and 0.162" x 31/2" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
L
0
V
d
C
s:
O
V
W
N
3
H
.a
N
195
HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/s". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/s" per ASTM D1761 and D7147). See technical
bulletin T C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
N
Finish: Galvanized
i
Installation:
v
• Use all specified fasteners; see General Notes
• Can be installed filling round holes only, or filling
V
round and triangle holes for maximum values
N
• See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
a
for additional uplift capacity
Options:
C.
• HTU may be skewed up to 6711e. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive" SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
Many of these products are approved for installation with Strong -Driven
l
SD Connector screws. See pp. 335-337 for more information.
HTU26
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Altemate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28Installed on
2x6 Carrying Member
(HTU210 similar)
Mm
Dimensions.(in.)
(mCarried
le
SFloforF Allowable Loads'
Code
Model
Model
Heel
Height
W
H
B
Carrying
Member
;
Member '`
Uplift
°,(i60j
E1oorP=A�Snow
(100)„_(115).:
Roofs
;(25) ;
,Wind ,
..{160}:
Uplift
(160).
(100)�;(115)
oof
,(125) ,
Wind
.(164)
-Ref.
`.
Single 2x Sizes
HTU26
3?h"
15/s
'57Ae
3'fz
(20)0:162 x 31/2
(11) 0.148 x 11/2
,.a 0
)-2,0..0�
'2 670'
2670
.e;87 r.
T1680 .
'1;680
HTU26 (Min.)
37/s
1 %
-51e
31/2
(20) 0.162 x Th
o
;(14) 0.148 X 1'112
1,250 ,
2,940;
- 3,209
.3,200 .
;3;200
1;075
1;852 .
' 2,015
2,015
2,015
HTU26,(Max,) . ,
_ .5?Fe
1 %
,'5718
Th
(20) 0162,x 3W
(20) 0.148 x;11/2-
:1,555 d
,2,940-;
m3,31f
680„
;4;010 ;
,1,335=
2,530
'2,855
, ? �80::3,450,'
IBC,
HTU28 (Min.)
37A
1 %
71Ae
Th
(26) 0.162 x Th
(14) 0.148 x 11h
1,235
3,820
3,895
3,895
3,895
1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
1 %
71tie
Th
(26) 0.162 x 31/2
(26) 0.148 x 11h
2,020
3,820
4.315
4,655
5,435
17735
3,285
3,710
4,005
4,675
LA
HTU210'(Min:)
ale
11,6
=91/ie'
31h
(32) 0:162 x 31/2 ,
,(14) 0.148 x'11h
133b ,
?, U0
;, ,100 ,
,. <a 4,,
,4;300
�1,145 -
3;225 ,
22c
:3 225:
3,225
HTU210 (Max.),,
9'/a .
`15/s
9yis
'31h,
-(32):0.16,2 x 3?h :
(32).0.1.48 x;11h
,:3;375„
4,705;
; a,31i3_.
,;3t7
,5,99,5„
2,850
4,045
=4 ��u
.49 40.
5,155',
Double 2x Sizes
HTU26-2 (Min.).
''37%
3V16
-571s'
'31h
(20) 0.162'x 31h ,
;(14).0.148 x 3
1515
21940
,3 2u
, u;�58�
;3 910 _
1;305
'1;850-.-2
090
2,265
2,965 .
HTU26-HTU26
51/s =
3 fSe 1
As
-31h ,
(20) 0.162 x 31/2 ,
;- (2%0.148.x3 -
-:2j17,5,.
2,940,
,� ?20
R0-
4d80
1,870
,2,530 `
3,866'
HTU28-2 (Min.)
37/e
3'Aa
TAe
31/2
(26) 0.162 x 31/2
(14) 0.148 x 3
1,530
3,820
4,310
4,310
4,310
1,315
2,865
3,235
3,235
3,235
BC,
FL,
HTU28-2 (Max.)
71/4
35A6
711e
31/2
(26) 0.162 x 31h
(26) 0.148 x 3
3,485
3,820
4,315
4,655
5.825
2,995
3,285
-3 r 10
=4 (lu5 .
;F,010,
LA
HTU210-2(Min.)
'3%"
3%6'g11e
Th-
.(32f0.16' x31/2,
,`(14)0148X3
�1,755
4;705:.4,815„
z;815
.h;815
1,510�'
3,530
-.3;610
.3,610°
3;610.'
HTU210-2. Max.
( }
;
9 /4
3eAe t
°9 ,16
1"
1
3 h
) 1
(42 0.162 x 3,h :
, 32 0148 z 3
( )
4;11„
0
,4,705„1:o,a1Q
,b1a3u
6530,;3;535i
4,045
<. 60
,_4;935
5,605_
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/a" and 1/2", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie"' Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
S. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
196
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 fable for 2x4 and Lxb Varrying Member
SIMPSON
P
in
`-
Fasteners (n) .,
"
DF/SP Allowable
Loads 3
'SPF/HF Allowable Loads
Model
No
Heel;,
HeIn) t
Minimum
:Carrying
Code,
ti
Wind„
UPI ift
W60j
:Member
, " Membe9
Member
(1610)
(115)
(10
1100)"
(115) _
' (125}"
HTU26 (Min,)
37/a
(2) 2x4
(10) 0.152 x 31h
(14) 0.148 x 11/2
925
1,470
1,660
1,790
1,S75
795
1,265
1,430
1,540
1,615
HTU26 (Max.)
51/2
(2) 2x4
(10) 0.162 x 31/2
(20) 0.148 x 11h
1,240
1,470
1,660
1790
2,220
1065
1,265
1 A30
540
1 o10
IBC,
urnoa rne�mA•
:. w. .
' rrn �6a "
i�rarn (I ia�a w
r�A1 n ie0v 1 `
1� sin ••
ti•n oen
- .,n
I••� n
"z or a'°
a ab4 =
rQn:'
1 n'"-
° n.rs0n
. s ann `
FL, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the affernative installation is 1h".
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.
Alternative Allowable Loads (1/2" Maximum Hanger (3ap)
Tulin. Dimensions (in.) Fasteners (in.) DF/SP Allowable Loads SPF/HF Allowable Loads
Model = HeeL_. = - Code
No Carrying Carried Uplrft Floor Snow R°of Wlntl "Uplift Floor Snow Roof• Wind Ref:
Heighk W B Member Member {160)'100) (115) (12)1, (160) (16D) (100) (115} {125) (160)
Single 2x Sizes
HTU26':
HTU28 (Min.) 37/a 15/a 711As 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 L.
LA
HTU28 (Max.) 71/4 15/a 71ti6 31h (26) 0.162 x 31/2 (26) 0.148 x 11/2 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765
HTU210 (Min:) 37A : l % 01Ae6 .31/2 (32) 0.162"z 31/z (1gp0.1�8 x"1?h� 1,250, 4,600 3,6,00 3 60Q) 3 600 ,1,075 '2,700 , 2,700 2,700 2,700
Double 2x Sizes
HTU26r2,(I0in) "
Ma
:. 35A.
'57A. °
31h ','(20)
0.16ix, 31/2,
(14) 0.148 x3 ,.
1 515
"2 940
320'1
2,265,1
2,205 .
HTU26-2 (Max.) .
51h
3�is
06
'31/2
(20) 0.162 z 31/2-
; (20) 0.148 x 3 ='
1,910
"2 940
�,Si
:3,500,
3 a00 `
:1,645"
" 2 205
'2,205 `:
2,205
.2 205
HTU28-2 (Min.)
37h
3-M6
71'As
31h
(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,
FL,
HTU28-2 (Max.)
71/4
35/s
71tis
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
31235
3,490
4,'i40
LA
91/4 1 354s 19346, I"31h.
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. Uprift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between Ma" and 1/2", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong-T& Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h° nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table load.
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 25/16" or greater, at 100% of the table bad.
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 1 3/4" Titen® 2 screws
(Model TFN2-25134H) for concrete and %" x 2314" Titen 2
screws (Model TTN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or El"JP sections.
Material: 14 gauge
Finish: Galvanized; ZMAV and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/6"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/1s _diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
3/16" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16 x 41/2" drill bit is also available (Model MD1318412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/6" is required as shown in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
of 11h" is pen itted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
edge file
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
s- -
237
HU/HUC/HSUR/L
. . ....... . ......... . . ... . ...... .... . ... . ..... ........... ...................... . . . . . ...................... . ......... . . . ........ . . . .. . ..... . .... . ................... . .... . ... ........... . ..... . .. . . ... .. . ..............................
Medium -Duty Face -Mount Hangers (cont.)
ID These products are available with additional corrosion protection. For more information, see p. 15.
Model
No.'
'Fasteners
'(im),
ds
a
C,6
Concrete......
. .........
Standard
Concealed
GFGMU!-_'-
JiteO
�-.Concrete
TRW
Joist6
_"P5
P.
777,
Down
Ref. -
HU26
HU26X
(4) 1/4 x 2 3/4
(4)1/4 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1:545
HU28
HU28X, N
6/4 x2 /4
6)14 x I 3K4)'0.148
x 11/
-
-
2400HU24-2
HUC24-2
(4)1/4 x 2 3/4
(4)1/4 x 13/4
1 (2) 0.148 x 3
380
1,000
380
1,545
111.1264(1010N
HUC26-2
(8) 114 x: 2 Ni29-
�0 �(8)1/ /4_' -
8 x3
4 : -h
06
;7607,,,:�
.. 2Q
HU26-2
--HUC2&2
(I )'Y4X2V4
,_A1
4".
HU26-3 (Min.)
HUC26-3 (Min.)
(8) 1/4 x 2 3/4
(8) 1/4 x 1114
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12) 1/4 x 2Y4
(12) 1/4 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU28-2 (Min)-.-,
HUC28-2 (Min.),::
4 x 2W
1/4 X 1 14,1,��
7 6 ,i�
6 6,
760
3725
�HU284(Wx.
3
'14 X �/4
114 X 1 3/4
"(6 0.14
.........
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
HU210--2
HUC210-2-(Min.),',
(14) 1/4 x 2 3/4
4 ) 4 x 13/4 :
(6) d.14,8X 3
1�135
3 500 _
1135
4920
HU216-2 (Va
-2�([A X,
a
'/
(18)14 OW-
(18)1/4X-13/4
0 0148x
1
HU210-3 (Min.)
HUC210-3 (Min.)
(14) 1/4 x 21/4
(14) 1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18) 1/4 x 2 3/4
(18) 1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212'
(10) 1�4 x 2-YA
(110) 1�� X 13/4
560
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.)
HUG212-2 (Max.)
(2 2) 1/4 x 2Y4
(2 2) 1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU212 -3.(Min.:'�"
HUC212 3 (Min .)
116) 1/4
3/,
4x1 4',
0 P) V
0.'f48,x�
HU'21'2-3 (Max.,),
3/
'(22) 1/4 x 2 45-'L:
"
(22) 1/4 x 1314
OJ48 x 3
1800
HU214
HU214X
(12) 1/4 x 2 3/4
(12) 114 x 13/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
HU214-2
,,-HUC214-2 (Min.) •(8)
(1 8)1�4 )�Z3,4,
.(1 8),"A x 1 �/4
_.
0 .1.48 x 3
0
(106S , -
-2(Max.)H0214-2
(M
4 4,
1/4 X 13/4
.14 3,
5,x
(1 2)085
5� J
085
015,��'_,
HU214-3 (Min.)
HUC214-3 (Min.)
(18) 114 x 2 3/4
(18) % x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(2 4) 1/4 x 2 3/4
(2 4) 114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HUM, I �� L�
�'
8) 1/4x 2-Y4,
(18) 1/4 X 13/4
0.14 V/,,�
HU216-2 (Min.)
HUC216-2 (Min.)
(2 0) 114 x 2 3/4
(20) 114 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(2 6) 1/4 x 2 314
(2 6) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
:HU218-3,(Min)',-
HUC216-3 (Min).
(20)1/4x,23/4'.I'_E
(20) -1/4, x 13/4
148,i3ZLL�
515�
...
4:9
HU216, -3(Max'
(Ma-
1/
'(26) 4 x 23/4
�(26) 114 x 13/4
(1 Q.1 4 8 x 3%
6,088:�
0.15 71
..........
--------------
HU7 (Min.)
(Not available)
(12) 1/4 x 2 3/4
(12) 1/4 x 13/4
(4) 0.148 x 1112
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 11/2
1,085
3,485
1,085
3,485
HU9 (MIP.)_'
(Not avallabi e):�
-(18) 1/4 x 2 I/C
(1'0) 13/4
16 6,41XI� 1�_"'
1 .3
32 ON�`
'HU9 (Max.)`
(Not available),
(24) 114 x 2 3/4
(24) 1/4 x 13/4,1
1b) 48,x 1 Ih
�O I
5
1,44 �!�j
��,�3;735��_-�
j73 5,
HU11 (Min.)
(Not available)
(2 2) 1/4 x 2 3/4
(2 2) 114 x 13/4
(6) 0.148 x 1112
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(3 0) 1/4 x 2 3/4
(3 0) 114 x 13/4
(10) 0.148 x 1112
1,445
3,735
1,445
3,735
.'HU14
'le)"'
(Not avai lab,
',x,2'4-;
P) V�
-,(2 "Xl
(8)
'HU14 (Max.Y.",
(Not available)
(36)1/40-W
6): X 13
,(3 1/4 /4
14) 0.148 1
2
�A245�
238
STAGGER JOINTS - TYP.7\
R/C,Ifls,
UPLIFT/SHEAR ANC
EACH TRUSS - SEE
PLAN
RAISED HEEL ROOF TRUSSES
%SEE PLAN
1-m6p,
�,�
B/5KIf
NOTE: ADVL FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARING A
w.-m NTa SKI
ROOF SHEATHING- SEE I
SOFFIT/FASCIA- SEE ARCH.
RAISED HEEL ROOF TRUSSES
-SEE PLAN
RIBBON BOARD -
SEE SCHEDULE
FOR SPACING 4
IBBON BOARD- SEE
FASTENING TO
CHEDULE FOR SPACING t
TRUSSES
TRUSSES
4STENING TO TRUSSES
WALL SHEATHING -SEE PLAN
MIN. 15/32' CDX PLYWOOD OR
IA( 055 WITH 8d GUN NAILS
(0.131' X 2 In') O V O.G. TO
UPLIFT/SHEAR GYP. CEILING-
-MASONRY WALL-
RIBBON BOARDS
ANCHOR EACH SEE PLAN 4
SEE PLAN
TRUSS- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRUSS
MASONRY WALL -
BOTTOM CHORD
SEE PLAN
RAISED HEEL TRUSS BEARING B
OC&E, NTe SKI
RIBBON SCHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(2) 12d GUN (0.131' X 3')
(Vaed=128 MPH)
2X4 SPF02
24'
TO EACH TRUSS, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
Vult=180 MPH
(2) 12d GUN (0.131' X 39
(Vaed=139 MPH)
2X4 5PF02
16'
TO EACH TRUSS, (4)
EXP. C,
NAILS AT JOINTS
ENCLOSED
SHEET T nE:
weeon LxFUL wB
R.�SFO HFFL HOOF IN SSF1
SHEET INFONMATION:
JOB NO: B 11
65U. IIABIB
D""BY:
REYRWFD BY:
SK.1
.ALPINE
PIN
OMPANY
January 10; 2.020
Carpenter Contractors of America, Inc.
'3900 Avenue G, NW
Winter.Haven, FL 33880-G201
Dear Matt:
It has come to my attention that some questions were raised concerning 5/8" diameter
holes drilled thru the chords (wide face) of sys42 gable end trusses 'to allow for
threaded rods used for "tie"downs:' If these gable ends are over continuous support`
with one fa ce.fullysheathed and the holes are drilled about the centerline of the wide
face no=close than V O.0 withoutdamaging a`ny connector plates or vertical webs then
no repair is required. The truss only. supports 2'feet of floor loads and.no additional
load:.
If you have any questions, -please give me a call.
Sincerely,
� Ak �r
*.\GENSF•.' %
No.86367 _
►: •.
STATE OF
O�•iLQ�t��s'•�
Y o o
(� c t7�rvro
6750 .Forum Drive, Suite 305, Orlando, FL 32821 - (800.) 521-9790.- (863j 422=8685
www alpine w,.com
tom., _r 1
t4,%JjjEiltIIIfyfl,
WA A -
No. 86367
�s e
1 �"+a STATE OFF 20
OR
s-Zt",44 ONAL. 0'
Ttfs docimort has bean alactroniralf sighed
and sedsd.using a DWU Signattwo. Prned
copies wmwut an orvnw awnalwo must be
ve dtl" Lising 4tm orightai electronic version.
ALPINE
FL REG# 278, Yoonhwak Kim, FL PE #86367
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www.alpineitw.com
Site 'tiaforMptiran:
Customer: Carpenter Contractors of America
Job Number. N334504
Job Description: 7A51320 ,182ED,F ,02F ,RHO 1 / 1828/CALI/4EBB ELEV.D/F
Address:
Jab Ert Ireeria Criteria:`
Design Code: FBC 6th.ed 2017 IntelliVIEWVersion: 17.02.02A through 18.02.01A
JRef #: 1 WXd89750090
Wind Standard: ASCE 7-10 Wind Speed (mph): 160 Roof Load (pso 20.00- 7.00- 0.00-10.00
Building Type: Closed Floor Load' s : None
This package contains general notes pages, 30 truss drawing(s) and 5 detail(s).
Item
Oraywing Number
'truss
1
211,20.1438.14961
Al
3
211:20.1438.14852
A3
5
211.20.1438.15383
A5
7
21.1.20,1438.16193
A6
9
211.20.1438.15943
A8
11
211.20.1438.21435
A10G
13
21110.1438.15273
132GE
15
211.20.1438.16302
C2GE
17
211.20.1438,21294
D2
19
211.20.1438.15397
V4
21
211.20.1438.19157
EJ7
23
211.20 1438,19453
EJ3
25
21120.1438.15491
CJ5
27
21120.1438.19360
CJ1
29
2.11.20.1438.15039
HJ7
31
A16015ENC1.01014
33
GBLLETIN0118
35
VAL160101014
Ititn: `
Drawing Nuir(ber
77
°fiva5
2
211,20.1438.15226
AM
4
211.20.1438A 5631
A4
6
211.20.1438.21357
A5GE
8
211.20.1438.15538
A7
10
211.20.1438.15040
A9
12
211.20.1438.14820
B1
14
211.20.1438.15195
C1
16
211,20.1438.21389
D1
18
211.20.1438.21358
D313
20
211.20.1438.15429
V8
22
211.20.1438.18970
EJ7A
24
21120.1438.15070
EJ2
26
211.20.1438.16084
CJ3
28
211,20.1438.21466
CJ1A
30
211.20A 438.19330
HJ3
32
A18015ENC101.014
34
GBLLETIN1014
Florda Certificate of Product Approval #FL1999 Printed 7/29/2020 2:4236 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those.required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
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.or4.
2. ICC: International Code Council; www.iccsafe.ora.
3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO
63043; 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: 7658 / COMN Ply: 1
FROM: RWM Qty: 16
617
Job Number: N334504
,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: Al
12' 11"15 19,101, 26'8"1
6'10"8 610"l 6'10"1
=5X5
E
� 10
10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
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
Value Set: 13B (Effective 6/1/2013)
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1; .
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Lumber value set "13B" uses design values approved
1/30/2013 by ALSC
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.
39'8"
Cust: R8975 JRef:1WXd89750090 T10
DrwNo: 211.20.1438.14961
TCE / YK 07/29/2020
33'6. 39'8"
6'10"8 6'1'7
91101, i 9110"
19,10" 29'8"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): 0.222 K 999 240
Lu: NA Cs: NA
VERT(CL): 0.385 K 999 240
Snow Duration: NA
HORZ(LL): 0.081 J - -
HORZ(TL): 0.140 J
Building Code:
Creep Factor: 2.0
FBC 6th ed.2017
Max TC CSI: 0.616
TPI Std: 2014
Max BC CSI: 0.982
Rep Fac: Yes
Max Web CSI: 0.527
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
WAVE
11�*3i1a11tIPlIr/f/
®�AHW AA
a
No, 86367
i
STATE OF02
10, 1'
39'8"+
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1709 /- /- 1961 1308 /445
H 1710 /- /- /961 /308 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1488 - 3151 E - F 1102 - 2027
C - D 1387 - 2871 F - G 1387 - 2872
D - E 1102 - 2027 G - H 1488 - 3153
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2756 -1187 K - J 2276 - 889
L - K 2276 - 863 J- H 2757 -1187
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 539 - 206 K - F 485 - 745
D - K 485 - 744 F - J 540 - 206
E - K 1361 - 646
eel® �
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**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 riqqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 53, B7 or B10,
as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the mrrxcompmy
truss in conformance with ANSI 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 engineering responsibilit�yy solely -for the design shown. The suitabilify and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2., P. , Suite 305
For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.t inst.or ; SBCA: wvr.:.sbcindustr;.com; !CC: www.iccsafe.org Orlando FL, 32821
SEQN: 7662! COMN Ply: 1 Job Number: N334504 Cust: R8975 JRef:1WXd89750090 T25 /
FROM: ALS Qty..
1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.15226
Truss Label: A1A �TCE / WHK 07/29/2020
7'11"2
7'11"2
12' 17'1"12 19'10" 23'8"
4'0"14 5'1"12 24 3'10"
—5'—i
3'9"3 + 2'1"12 3'
11'10"4 14' 17'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
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
Value Set: 13B (Effective 6/1/2013)
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W6,W9,W11 2x4 SP #2 N;
Lumber value set "1313" uses design values approved
1 /30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Plating Notes
All plates are 2X4 except as noted.
(1) - plates so marked were sized using 0% Fabrication
Tolerance, 0 degrees Rotational Tolerance, and/or
zero Positioning Tolerance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
=6X6
F
39'8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
31'8"14 39'8"
8'0"14 + 7'11"2
6'8" 90"11
23'8 31'811
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.386 O 999 240
VERT(CL): 0.669 O 706 240
HORZ(LL): 0.168 K - -
HORZ(TL): 0.314 K - -
Building Code:
Creep Factor: 2.0
FBC 6th ed.2017
Max TC CSI: 0.791
TPI Std: 2014
Max BC CSI: 0.993
Rep Fac: Yes
Max Web CSI: 0.958
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE, HS
VIEW Ver: 17.02.02A.1213.21
The 5-0-0 section of Bottom Chord at 8-8-0
elevation between panel points N and R may
be field -removed as required provided that
all remaining plate/wood contact areas stay
intact and undisturbed.
`0N� WAk ��r''Ao
4.
® No.86367 A
,s
� R w
STATE 4F�.�—a��
"d" ZQ_N�
0
�8'8"
T11"5 1'
39'8"r
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /961 /308 /445
1 1556 /- /- /961 /308 /-
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 1429 - 2745 F - G 1353 - 2068
C - D 2160 - 4245 G - H 1201 - 2103
D - E 1504 - 2794 H - 1 1445 - 2777
E - F 1610 - 2771
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2371 -1106 L - K 2402 -1133
Q - M 3738 -1618 K - I 2406 -1133
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - S
753 -1523
M - F
2007 -1002
C - Q
1476 - 556
M - L
1864 - 657
S - Q
2850 -1328
F - L
440 - 454
Q - D
1271 - 597
L - H
458 - 688
D - M
804 -1539
BPC) Y 11 4.
+�,Elimilk10
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
`"`WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ,o WM
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawingg indicates acceptance of professional engineering responsibili��vy solely'for the design shown. The suitability and use of this Suite 305
drawing for any sfr'ucture is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: www.alpineihv.com; TPI: www.tpinst.org; SBCA: vvwv.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821
Job Number: N334504 Ply: 1 SEQN: 7664 / T2 / COMN Cust: R8975 JRef: 1WXd89750090
,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 211.20.1438.14852
Truss Label: A3 TCE / YK 07/29/2020
6'1"7 12'11"15 19'10" 24'4" 33'6"9
6'1"7 6'10"8 6'101 4'6" 9'2"9
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
1' to'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1 :133, B4 2x4 SP #2 IN:
Webs 2x4 SP #3 :W3, W4, W5, W7 2x4 SP #2 N:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
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 5X5 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
B3
1114X4
20'8" i5'8" i13'4" —�
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s)`.
WAVE
5'4"
24'4" I 29'8„
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.042 M 999 240
VERT(TL): 0.131 M 999 240
HORZ(LL): 0.013 J - -
HORZ(TL): 0.024 C
Creep Factor: 2.0
Max TC CSI: 0.968
Max BC CSI: 0.797
Max Web CSI: 0.550
10, 1'
39'8"+
♦ Maximum Reactions (Ibs), or *=PLF
Loc R /U /Rw /Rh /RL /W
B 871 / 188 / 627 / - / 445 / 8.0
N* 323 / 67 / 150 / - / - / 68.0
H 508 / 164 / 445 / - / - / 8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
N Min Brg Width Req = -
H Min Brg Width 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: 17.02.02A.1213.21 Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 636 -1330 G - H 255 - 579
C - D 532 -1037
q,�>,1111l1 tt1►����'�
No. 86367
r
0
� o STATE 4F ©4rQr
r g •
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - M 1138 - 554 K - J 847 - 668
M - L 743 - 371 J - H 484 -153
L - K 861 - 695
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
M - D
558 - 225
K - F
861 -1602
D - L
512 - 723
F - J
573 - 306
L - F
785 - 304
J - G
408 - 484
1*0
�Iltf4ildbltl
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing, and bracing. , Refer to and follow the latest edition of BCSI (Building
t Safety Information, bV TPI and SBCA) fsa�ety practices prior to performing these functions. Installers shall provide temporary.
r BCSI. Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
aid ceiling Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections 63, B7 or B10.
le. AppTy plates to each face oftruss and position as shown above and on the Joint -Details, unless noted otherwise. Refer to
60A-Z for standard plate positions.
of
I t-i i, or Tor rationing,snlppir
acceptance of ro essiorr
any structure is the respons
his drawing,any failure to build the
on this drawing or cover pa e . .
Le design shown. The suid blllty
ALPINE
u+rtwcourwr
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
more information see this
Job Number: N334504
,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: A4
6'1"7
6'1 "7
12'6"15
6'5"8
10'
-r 1,
0
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
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 It
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
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.
Ply: 1
Qty: 1
19, 20'8"
6'5"1 1'8"
.5X5=5X5
E F
39'8"
SEQN: 7663 / T9 / HIPS Cust: R8975 JRef: 1WXd89750090
FROM: HMT DnwNo: 211.20.1438.15631
KID / YK 07/29/2020
6'S"1 6'S"8 6'1'7
9.10" 9110..
19,10" F 29'8"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): 0.172 L 999 240
Lu: NA Cs: NA
VERT(TL): 0.470 L 999 240
Snow Duration: NA
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.480
TPI Std: 2014
Max BC CSI: 0.856
Rep Factors Used: Yes
Max Web CSI: 0.669
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
WAVE
10' 1'
39'8+
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1556 / 309 / 964 / - / 428 / 8.0
1 1556 / 309 / 964 / - / - / 8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.8
1 Min Brg Width 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 1511 - 2800 F - G 1123 -1779
C - D 1415 - 2521 G - H 1415 - 2521
D - E 1123 -1779 H - 1 1511 - 2800
E - F 1093 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1206 L - K 2030 - 941
M - L 2030 - 911 K - 1 2444 -1216
4��tl1l1111lI//t
WA - �%/�v Maximum Web Forces Per Ply (Ibs)
C e�•;
rrl+f��� Webs Tens.Comp. Webs Tens. Comp.
`4A ®q ��i�, M - D 508 -192 L - F 548 - 381
a 6 • D - L 482 - 683 L - G 482 - 683
0 = E-L 548 -381 G-K 508 -192
NCI, $6367
w • o p
0 02
STATE OF
9
h
WO 9 P6 o C OR1Q
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin insalled per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face. of truss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building1 Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the Mma coMvun
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page. , 2400 Lake Orange Dr.
listing this drawing, indicates acceptance of pro) essiona engineering responsibility solely for the design shown. The suitability
and use of this d�awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 design
Suite 150
Far more information see this job's general notes page and these web sites: ALPINE: www.at ineitwxom; TPI: www.t insn torg; SBCA: wanv.sbdndustry.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N334504 Ply: 1 SEQN: 7665 / T8 / HIPS Cust: R8975 JRef: 1WXd89750090
,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 211.20.1438.15383
Truss Label: A5 KM / BAF 07/29/2020
7'10"14
7'10"14
1' 10.
-r 10.
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
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:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
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
17
31'9"2
:5X5 =5X5
D E
39'8"
9'10"
19,10"
9'10"
29'8"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): 0.149 J 999 240
Lu: NA Cs: NA
VERT(TL): 0.408 J 999 240
Snow Duration: NA
HORZ(LL): 0.060 1 - -
HORZ(TL): 0.112 1
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.760
TPI Std: 2014
Max BC CSI: 0.863
Rep Factors Used: Yes
Max Web CSI: 0.629
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
a
No, $6367 0
4
STATE OF
v o ,
39'8"
7'10"14
10, 1'
39'8"�
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1552 / 318 / 965 / - / 387 / 8.0
G 1552 /318 /965 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Reg = 1.8
G Min Brg Width Reg = 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 1532 - 2755 E - F 1559 - 2561
C - D 1559 - 2561 F - G 1532 - 2755
D - E 1205 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1221 J - 1 1695 - 768
K - J 1695 - 738 1 - G 2393 -1250
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - K
404 -448
J - E
389 - 234
K - D
770 - 462
E - 1
770 - 462
D - J
388 -234
I - F
403 -448
member design. 01' �f i j�171� 11b
0, t 4 • fliltq g ® U
41�5;,��NAL�ti
�a�ioltes►11
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Fusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building
;omponent Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
tracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
ittached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910,
is applicable. Apply plates to each face. of truss and position as shown above and on the Joint9Details, unless noted otherwise. kefer to
irawings 160A-Z for standard plate positions.
(Alpine, a division of
i H 1, or For nanaiing, snippir
acceptance of ro essioni
any structure is the respons
e
his drawing,any failure to build the
on this drawing or cover page
ie design shown. The suitability
ALPINE
M rTW COmvu+r
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
SEQN: 101578 / COMNI Ply: 1 Job Number: N334504 I Cust: R 8975 JRef:1 WXd89750090 T11 /
FROM: RDP Qty: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALIMEBB ELEV.D/F DrwNo: 211.20.1438.21357
Truss Label: A5GE / YK 07/29/2020
Loading Criteria (pst)
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 "
�1211'15
' Y.i'15
1'4 14147
2
4 '2
6'1'721'1 ' 23'1 Ze 31'10'1 3 8' 39'8'
6'17 3'85 10' I 6Y0'1 + 7 7 2D'1 �P 14
_5K
21' i S' i 13'8"
9'B'4 + 1712 5' + 3'e° 1 3' +
10' 19'8'4 21 26' 29'8' 32'8' 39'8'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W7, W14, W15, W16 2x4 SP #2 N:
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
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 plf at 10.67
TC: From 96 plf at 10.67 to 96 plf at 32.67
TC: From 56 plf at 32.67 to 56 plf at 40.67
BC: From 20 plf at 0.00 to 20 plf at - 39.67
BC: 128 lb Conc. Load at 23.21,23.79
PL: 136 lb Conc. Load at (23.27, 9.98). (23.80.9.98)
Plating Notes
All plates are 2X4 except as noted.
21'1
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
3'10'8 -I- 13712
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.107 AE 999 24
VERT(CL): 0.211 AE 999 24
HORZ(LL): 0.045 1
HORZ(TL): 0.088 1
Creep Factor: 2.0
Max TC CSI: 0.827
Max BC CSI: 0.722
Max Web CS 1: 0.944
VIEW Ver: 18.02.01A.0205.19
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 769 /- /-
1514 /323 /445
AB 2345 /- /-
/913 /990 !-
Z 1079 /- /-
1500 /352 /-
T 519 /- /-
/405 /219 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
AB Brg Width = 8.0
Min Req = 2.8
Z Brg Width = 8.0
Min Req = 1.5
T Brg Width = 8.0
Min Req = 1.5
Bearings B, AB, Z, & T
are a rigid surface.
Bearings B, AB, Z, & T
require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
B - C 465 -1090
I - J 391 -195
C - D 366 - 815
J - K 390 -199
D - E 407 - 762
K - L 541 - 262
E - F 420 - 759
L - M 608 - 296
F - G 411 - 678
M - N 506 - 244
H-I 377 -185
S-T 243 -610
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-AH
922 -492
AD -AC
535
-310
AH-AG
535 - 310
AC -AB
410
- 325
AG-AF
535 - 310
X - W
491
-156
AF-AE
535 - 310
W - V
491
-156
AE-AD
535 - 310
V - T
491
-156
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
0 �� AH-AI 529 -282 AB -AR 265 -482
,`®®jam•{{� p1 R1D ,r � I-AJ 565 -302 AR -AS 377 -568
•�� AJ-G 527 -288 AW-Z 272 -747
ON A ( @� AL AN 473 -920 N AX 683 347
AN -AP 492 - 955 AX- X 690 - 342
AP -AC 512 - 984 X -AZ 294 - 478
AC- K 792 -498 AZ -BB 280 -472
K -AB 546 -1366 BB- S 309 - 457
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
1yJIIt1t11Fit/ltor
r No. 86367
b
,*.W • .
0
Q, STATE OF 4Z 3
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) 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 propperly
attached mid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or 610,
as applicable. Apply fates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to
drawings 160A-Z for s�andard plate positions.
Alpine, a division of ITW Buildinq_Components Group Inc. shall not be responsible for anv deviation from this drawin0.anv failure to build the
nice wan AN51/ I NI 1, or Tor nandllnq, snipping, Inst
inq, indicates acceptance of pro-fessiona eng
i drawing for any structure is fhe responsibility
see this job's general notes page and these web sites: ALPINE:
I or cover pa e n. The sui ability
ALPINE
ANFWCOMPAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
Job Number: N334504
Ply: 1
SEQN: 7667 / T7 / HIPS
Cust: R8975 JRef: 1WXd89750090
,7A5/320 ,182ED,F ,02F ,RHO / 1828/CALI/4EBB ELEV.D/F
Qty: 1
FROM: RWM
DrwNo: 211.20.1438.16193
Truss Label: A6
KM / BAF 07/2912020
L T10"14 15' 24'8" 31'9"2 39'8"
7'10"14 7'1"2 9'8" T 7'12 7'10"14
;6x6 6x6
D T3 E
12
6 ,5X5 �SF5
C
o N_
r t'I
W in
W1
B G
A
ate"' H
4X6(A2) =-5X5 =5X5 =-5X5=4X6(A2)
� 39'8"
9110" 9'10" 10 1
10' 19'10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240 B 1552 / 328 / 962 / - / 346 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.436 J 999 240 G 1552 / 328 / 962 / - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - Wind reactions based on MWFRS
EXP: Ceight:
Des Ld: 37.00
Mean H 15.00 ft HORZ(TL): 0.115 I - - B Min Brg Width Req = 1.8
Height:
NCBCLL: 10.00 TCDL: psf Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.8
Soffit: 0.00 Bldg Code: FBC 2017 RES Max TC CSI: 0.913 Bearings B & G are a rigid surface.
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.867 Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.572
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Tap Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber B - C 1547 -2729 E - F 1568 -2537
C - D 1568 - 2538 F - G 1547 - 2729
Value Set: 13B (Effective 6/1/2013) D - E 1287 -1910
Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #2 N :W1, W6 2x4 SP #3:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "l313" uses design values
approved 1/30/2013 by ALSC B - K 2363 -1228 J - 1 1847 -899
K - J 1847 - 870 1 - G 2363 -1257
Wind
Wind loads based on MWFRS with additional C&C 11 �) f (P �l Maximum Web Forces Per Ply (Ibs)
member design. I{ljr�r
Y1` Webs Tens.Comp. Webs Tens. Comp.
K - D 628 -363 E - I 628 -363
oEft
{ No, 66367 0
v STATE OF�kf%�
'®�®+�s •��� IDP, • ° 1`` C
CAR
oS'AL
iA�aN
IJ1�ldlttb
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
"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 r
TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted oytherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face ortruss and position as shown above and on the Join�Details, unless noted otherwise. f�efer to
drawings 160A-Z for standard plate positions.
A LP I N E
Alpine, a division of ITW Buildl1'ng Components Grout) Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN iW[oMrrrn
truss in ANSI/TPI 1, for handli
conformance with or g, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 240o Lake Orange Dr.
listing this drawing indicates acceptance of pro) esslonar engineering responsibility solely for the desi n shown. The Suifabtllty
and use of this r7�awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www,alpineitw.com; TPI: www.tpinst.org; SBCA:_www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N334504 Ply: 1 SEQN: 7668 / T6 / HIPS Cust: R8975 JRef: 1WXd89750090
,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DnwNo: 211.20.1438.15538
Truss Label: A7 KM / BAF 07/29/2020
6'9"4
6'9"4
�1. + 10,
10,
13'
6'212
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
19'10" 26'8"
6'10" 6'10"
.5X5 1112X4 �z 5X5
D E F
39'8"
9110" I 9110..
19,10" 29'8"
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): 0.191 E 999 240
Lu: NA Cs: NA
VERT(TL): 0.523 E 999 240
Snow Duration: NA
HORZ(LL): 0.065 J - -
HORZ(TL): 0.121 J
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.502
TPI Std: 2014
Max BC CSI: 0.864
Rep Factors Used: Yes
Max Web CSI: 0.431
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
0111It A, r-re
/
1
No, 86367
-p STATE OF
32'10"12 39'8"
6'2"12 + 6'9"4
10,
39,8"
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1556 / 716 / 953 / - / 305 / 8.0
H 1556 /716 /953 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.8
H Min Brg Width Req = 1.8
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - C 1617 - 2780 E - F 1504 - 2289
C - D 1545 - 2523 F - G 1544 - 2523
D - E 1504 - 2289 G - H 1616 - 2780
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2421 -1306 K - J 1982 -1003
L - K 1982 - 973 J - H 2421 -1335
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 535 - 255 K - F 425 - 251
D - K 425 - 251 F - J 535 - 255
E - K 306 - 391
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
id ceilincl Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
e. AppTy plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. Defer to
60A-Z for standard plate positions.
a division of ITW Buildin Q—Components Group Inc.. shall not be responsible for any deviation from this drawing,an V, failure to build the
conformance with ANSI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawl g or cover page,
this drawing indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The suitabdlty
,e of this yawing for any structure is the responsibility of the Building Designerper ANSI/TPI 1 Sec.2.
information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf
ALPINE
AN rrW COMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
SEQN: 7659 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1WXd89750090 T5 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 211.20.1438.15943
Truss Label: A8
KD / YK 07/2912020
28'8
3"
0"12 3189'
99"845'9"44
H-12 9'8
555X5 = 5X5 5X5
D E T3 F
12
6 F:1 •2X4
T
C W
�2X4
ro
G
n W3
h
B
1 A
H I�
Tj
11�8,8.,
4X6(A2) =5X5 = 5X8 = 5X5 =4X6(A2)
39'8"
10' 9'10" 9.10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 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): 0.213 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240
B 1556 /- /- /940 f718 /264
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.068 J - -
H 1556 /- /- /940 1718 /-
EXP: C Kzt: NA
Des Ld: 37.00 ght: 15.00 ft HORZ(TL): 0.127 J - -
Mean Hei
ei
Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: psf Code / Misc Criteria Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.870
H Big Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865
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: 0.969
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: 17.02.02A.1213.21
Lumber
B - C 1669 -2804 E - F 1721 -2693
C - D 1547 - 2533 F - G 1552 - 2539
Value Set: 13B (Effective 6/1/2013)
D - E 1783 -2773 G - H 1663 -2797
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "13B" uses design values
approved 1 /30/2013 by ALSC
B - L 2448 -1362 K - J 2163 -1134
L - K 2147 -1091 J - H 2440 -1384
Wind
Wind loads based on MWFRS with additional C&C It
Maximum Web Forces Per Ply (Ibs)
member design. ,�y A I r�I/
Webs Tens.Comp. Webs Tens. Comp.
�� O • i e • ®�� �0
L - D 470 -163 K - F 626 - 371
D-K 739 F-J 466
® �3�
-462 -151
0
E - K 419 - 534
No, 86367
a w
R ! STATE OF 00a b,,
�ft
W019,�°#$ COR1D�
o��e
1.0;(y 0 RI b
144118
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
"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 SBCA)
an r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610,
as applicable. Apply pfates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE�
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure
to build the ANnwcoaePAW
truss in conformance with ANSI/TPI 1, or for handling, shipping, installati n and bracing of,trussesA seal on this drawing or
listing this drawingy indicates acceptance of pro) essionar engineering responsibility solely for the design shown.
gnawing
cover page.. 13723 Riverport Drive
The suitability
Suite 200
and use of this for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.or4 SBCA: www.sbcindust .corn; ]CC: www.iccsafe.org Maryland Heights, MO 6304
SEQN: 7660 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1WXd89750090 T4 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F
,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 211.20.1438.15040
Truss Label: A9
KD / YK 07/29/2020
9'
17' 228" 30'8" 39'8"
9'
8' 5'8"
a5C5
T2 =5XD5 =4E4 T3 =5F5
T 12
6
o
(a) W (a)
a
B
T
W5
G n
A
4X6(A2) = 6X6
- 6X6 = 6X6 = 4X6(A2)
39'8"
10'
9'101, 9'10" 10 1
10'
19'10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria
Snow Criteria_ (Pg,Pf in PsF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ ! R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 l720 /223
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- 1921 /720 /-
EXP: C Kzt: NA
Des Ld: 37.00 Height: 15.00 ft
Mean Hei
ei
HORZ(TL): 0.150 I - - Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 4.2 psf
Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: psf
Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.939 G Brig Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h
TPI Std: 2014 Max BC CSI: 0.897 Bearings B & G are rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft
Rep Fac: Yes Max Web CSI: 0.306
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: 17.02.02A.1213.21
Lumber
B - C 1595 -2705 E - F 1607 - 2478
C - D 1608 - 2478 F - G 1595 - 2704
Value Set: 13B (Effective 6/1/2013)
D - E 2001 -3233
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Maximum Bot Chord Forces Per Ply (Ibs)
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
B - K 2330 -1246 J -1 3176 -1733
K - J 3174 -1732 I - G 2329 -1275
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
��� i!1 f (P f f�Maximum Web Forces Per Ply (Ibs)
� t 1 /I rrWebs Tens.Comp. Webs Tens. Comp.
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both to
O.1
ra a ° • 1� Sd'� C K 718 E I 529 834
ends a suitable
support by erection contractor.
�� s ®' - -313 -
NS * s� K D 527 I F 718 314
,�� 10E d� - -832 - -
(a) or scab reinforcement may be used in lieu of CLR
q°` `' •
restraint. substitute (1) scab for (1) CLR and (2)
+a ��. 86367 • '"
i
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
Y e ,w
` •
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
•
Wind
"x1 p• SrTE OF o
Wind loads based on MWFRS with additional C&Cpp
:�/
ooc •
member design.
�` o��a
O'''jNA.
f1404i f Nlltl��`
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
—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, b TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted o)herwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10,
as applicable. AppTy plates to each face otptruss and position as shown above and on the JointDetails, unless noted otherwise. f7efer to
drawings 160A-Z for standard plate positions.
A LPI N E
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,u,n, campAw
in
truss conformance with ANSI 1, or for handli4 shipping, Installation and bracing of,trussesA seal on this drawing or cover page, . 13723 Riverport Drive
listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability
Suite 200
and use of this 7rawing for any structure is the responsibility
of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Maryland Heights, MO 6304
SEQN: 101748 / HIPS
Ply: 2
Job Number: N334504
Cust: R 8975 JRef:1 WXd89750090 T12 /
FROM: LPM
Qty: 1
7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 211.20.1438.21435
Truss Label: A10G
/ YK 07/29/2020
2 Complete Trusses Required
7' 17' 22'8" 32'8"
39'8"
+ +
7' 10, 5'8" 10,
7'
12 —6C6 T2 =BXD8 T3 =8X8
E T4
=6X6
F
T 6�
T
G v
1 3� A I I I
H B'B"
4X6(A1) = 8X8 = 8X8 = 8X8=4X6(A1)
39'8"
10'
10, 1
10' 19,10" 29'8"
39'8"
Loading Criteria (psp Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 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): 0.295 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240
B 3135 /- /- /- 11427 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - -
G 3135 /- /- /- /1427 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 I
Wind reactions based on MWFRS
Mean Height: 15.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.675
p
G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: No Max Web CSI: 0.760
Members not listed have forces less than 375#
Loc. from endwall: NA FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19
Lumber
B - C 1424 -3093 E - F 1533 - 3601
C - D 1533 - 3601 F - G 1424 - 3093
Value Set: 13B (Effective 6/1/2013)
D - E 2127 -4831
Top chord 2x4 SP #2 N :T2, T4 2x6 SP SS:
:T3 2x6 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Bot chord 2x6 SP SS
Webs 2x4 SP #3
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
B - K 2752 -1257 J - 1 4768 - 2187
approved 1 /30/2013 by ALSC
K - J 4768 - 2187 I - G 2752 -1257
Nailnote
Nail Schedule:0.128"x3", min. nails
Maximum Web Forces Per Ply (Ibs)
Top Chord: 1 Row J�`/�
Webs Tens.Comp. Webs Tens. Comp.
@12.00" o.c. 1t!
°rA,
Bot Webshord 11RowRow @ 4" o.c. o.c. `asp ( �,\••`\• 0 0 psJ o, � /
�'"A
K - D 1287 --417 E- F 1727 1297
Use equal spacing between rows and stagger nails • ��C E ► r •
tee! 4,
in each row to o �4 • ;A
avoid splitting. q,"
a No' 8636% 0 +�
Loading
#1 hip supports 7-0-0 jacks with no webs. • .;
..
Wind, a STATE OF0 ��
Wind loads based MWFRS.
and reactions on P
Additional Notes p�i�� `• �� QP, I�� ® �'•`
Refer to General Notes for additional information sd 0 • ®d ® ��
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
"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 fo'r
Safety Information, by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _
as applicable. Apply plates to each face ofptruss and position as shown above and on the Joinf9Details, unless noted otherwise.
kefer to
drawings 160A-Z for standard plate positions.
ALPINE�
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure
to build the MnWCAMPAW
truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pafge, , 6750 Forum Drive
listing this drawing indicates acceptance of pro essiona engineerin responsibility solely for the design shown. The sui ability Suite 305
this drawing for is the Nuilding Designer ANSI/TPI 1 Sec.2.
and use of any structure the responsibility of per
For more information see this job's general notes page and these web sites: ALPINE: vnvw.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com;
ICC: www.iccsafe.org Orlando FL, 32821
Job Number: N334504 Ply: 1 SEQN: 7669 / T20 / COMN Cust: R8975 JRef: 1 WXd89750090
,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 I FROM: RWM DrwNo: 211.20.1438.14820
Truss Label: B1 KM / BAF 07/29/2020
r
ao
rn
P3
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
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
10'8" 15'8"12 21'4"
5'0"12 50"12 57A
=4X4
D
21'4"
64"
13'4"
Snow Criteria (pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Pf: NA Ce: NA
VERT(LL): 0.047 H 999 240
Lu: NA Cs: NA
VERT(TL): 0.129 H 999 240
Snow Duration: NA
HORZ(LL): 0.020 G - -
HORZ(TL): 0.037 G
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.433
TPI Std: 2014
Max BC CSI: 0.617
Rep Factors Used: Yes
Max Web CSI: 0.260
FT/RT:20(0)/l 0(0)
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
WAVE
8'
21'4"
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 864 / 397 / 529 / - / 229 / 8.0
F 805 / 360 / 463 / - /- / 8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
F Min Brg Width 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 1226 -1344 D - E 1201 -1152
C - D 1152 -1146 E - F 1286 -1351
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1152 - 995 G - F 1161 - 996
H - G 795 - 554
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 428 - 284 D - G 394 - 374
H - D 383 - 355 G - E 433 - 289
FL REG# 278, Yoonhwak Kim, FL PE 486367
07/29/2020
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly
qid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910,
fle. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to
60A-Z for standard plate positions.
of
i rl 1; or torn
acceptance
any structure
from this drawing,any failure to build the
seal on this drawing or cover pa e
for the design shown. The SuiPability
4NSIfTPI 1 Sec.2.
org; SBCA: www.sbcindustry.com; ICC: www.iccsaf
AL NE
ANrtw:oMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N334504 Ply: 1 SEQN: 7670 / T3 / GABL Cust: R8975 JRef: 1WXd1197511090
,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: HMT DrwNc: 211.20.1438.15273
Truss Label: B2GE KM / BAF 07/29/2020
10,8"
21'4"
�- 4'8" 2' ----{
(TYP) =4X4
F
51
to
N
4J
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Special Loads
---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 22.33
BC: From 20 plf at 0.00 to 20 plf at 21.33
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWGS A16015ENC101014 & GBLLETIN1014 for
gable wind bracing and other requirements.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
21'4"
21'4"
21'4"
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.005 R 999 240
VERT(TL): 0.017 R 999 240
HORZ(LL): 0.004 L - -
HORZ(TL): 0.006 R
Creep Factor: 2.0
Max TC CSI: 0.323
Max BC CSI: 0.211
Max Web CSI: 0.092
VIEW Ver: 17.02.02A.1213.21
♦ Maximum Reactions (Ibs), or *=PLF
Loc R /U /Rw /Rh /RL /W
B* 125 / 48 / 39 /- / 11 / 256
Wind reactions based on MWFRS
B Min Brg Width Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
�1i11@11►Ii ffto
H WA A, !6,,,
s�0a a o`.a �I �rdl
;10
N0. 86.367
0
�� STATE OF�,b
AOVfds�ON A
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly
�e ceiling Locations shown for ermanent lateral restraint of webs shall have bracing insalled per BCSI sections B3, B7 or B10,
le. AppTy plates to each face oftrussand position as shown above and on the JoinQDetails, unless noted otherwise. Refer to
60A-Z for standard plate positions.
'IFi 1, or Tor
acceptance
any structure
failure to build the
1 or cover pa e
n. The s iit-abuity
ALPINE
u+rrwcomvnrry
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com: TPI:
Job Number: N334504 Ply: 1 SEQN: 7671 / T19 / COMN Cusl: R8975 JRef: 1WXd89750090
,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 211.20.1438.15195
Truss Label: C1 JB / BAF 07/29/2020
1, IL
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C
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: $.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
7' 14'
7' 7'
1114X6
C
14'
7' 7'
7' 14'
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/def! U#
Pf: NA Ce: NA
VERT(LL): 0.014 E 999 240
Lu: NA Cs: NA
VERT(TL): 0.037 E 999 240
Snow Duration: NA
HORZ(LL): 0.009 E - -
HORZ(TL): 0.013 E
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.761
TPI Std: 2014
Max BC CSI: 0.542
Rep Factors Used: Yes
Max Web CSI: 0.119
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
WAVE
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 588 / 272 / 371 / - / 158 / 8.0
D 527 / 234 / 304 / - /- / 8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width 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 777 - 740 C - D 809 - 739
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - E 598 - 536 E - D 598 - 536
�`I II I II If f���
4p�`�� A - r.0'f�
CEN
s N0.86367 m
G
^° STATE OF a i
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**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 propperly
attached rigid ceilin Locations shown forpermanent lateral restraint of webs shall have braciriinstalled per BCSI sections B3, B7 or 910,
as applicable. Apply plates to each face ofPtruss and position as shown above and on the Joint9Details, unless noted otherwise. f7efer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the u wcomvwr
truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro) esslonar engineering responsibility solely for the design shown. The suifabllity g
and use of thisrawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitvi.com; TPI: www.tpinst.org; SBCA: www.sbctndustry.com; ICC: www.iccsafe.orq Orlando FL, 32837
Job Number: N334504 Ply: 1 SEQN: 7672 / T1 / GABL Cust: R8975 JRef: 1WXd89750090
,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 211.20.1438,16302
Truss Label: C2GE KM / BAF 07/29/2020
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
5' 2'
(TYP)
14'
7'
4X4
D
i 14'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 15.00
BC: From 20 plf at 0.00 to 20 plf at 14.00
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWGS A16015ENC101014 & GBLLETIN1014 for
gable wind bracing and other requirements.
"IMPORTANT"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
14'
14'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.007 J 999 240
VERT(TL): 0.021 J 999 240
HORZ(LL): -0.004 H - -
HORZ(TL): 0.009 H
Creep Factor: 2.0
Max TC CSI: 0.392
Max BC CSI: 0.256
Max Web CSI: 0.135
VIEW Ver: 17.02.02A.1213.21
♦Maximum Reactions (lbs), or`=PLF
Loc R /U /Rw /Rh /RL /W
B` 129 / 50 / 40 /- / 12 / 168
Wind reactions based on MWFRS
B Min Brg Width Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 461 - 403 H - E 461 - 403
1�,�tIt111P1IPlI/Ito
(� HWq r�i
{ti
No, 66367
a
+o
®v STATE OF�,�
o6�►,ttJ/oN A I.1� e,
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
RNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a propperly
per BCSI sections B3, B7 or B10,
unless not
otherwise. Refer to
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing oftrussesA seal on this drawing or cover page
listing this drawing indicates acceptance of pro) essiona engineering responsibility solely for the design shown. The suitability
and use of this r7rawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf
ALPINE
mrrw COMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
SEQN: 101751 / COMNI Ply: 1 Job Number: N334504 Cust: R 8975 JRefA WXd89750090 T13 /
FROM: LPM Qty: 1 ,7A,' 20 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21389
Truss Label: D1 / YK 07/29/2020
I
M
O
N
_4 3
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
5'
5'
4X4
C
10,
5'
12
6
l!)
M
B D
E 88
F
2X4(A1) 1112X4 = 2X4 (A1)
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: not in 4.50 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set " 13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
10,
5'
5'
Snow Criteria (Pg,Pfin PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
5'
10,
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.007 F 999 240
VERT(CL): 0.013 F 999 240
HORZ(LL): 0.003 F - -
HORZ(TL): 0.006 F
Creep Factor: 2.0
Max TC CSI: 0.250
Max BC CSI: 0.264
Max Web CSI: 0.081
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 434 /- !- /287 /202 /134
D 434 /- /- /287 /202 !-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 358 - 494 C - D 359 - 494
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 -183 F - D 396 -183
�`W111 It M►drrf
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No, 86367 "
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@� STATE OF
�Ife,
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FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
"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 BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown forpermanentlateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910,
as applicable. Apply plates to each face o truss and position as shown above and on the Joinf9Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildjn,$cLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the � �m,,,,,v,,.
truss in conformance with ANSI 1, or for handlin4, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , , 675o Forum Drive
listing this drawing indicates acceptance of pro) esslonar engineering responsibility solely for the design shown. The s iit-ability
and use of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821
SEQN: 101754 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1 WXd89750090 T26 /
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALIMEBB ELEV.D/F DrwNo: 211.20.1438.21294
Truss Label: D2 / YK 07/29/2020
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
5'
5'
=4X4
C
19
5'
12
6
M
B D M
4 Eg 8
F
2X4(A1) 1112X4 = 2X4(A1)
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set " 13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
10,
5'
5'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
5'
10,
Defl/CSI Criteria
PP Deflection in Icc L/defl U#
VERT(LL): 0.007 F 999 240
VERT(CL): 0.013 F 999 240
HORZ(LL): 0.003 F - -
HORZ(TL): 0.006 F
Creep Factor: 2.0
Max TC CSI: 0.250
Max BC CSI: 0.264
Max Web CSI: 0.081
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 434 /- /- /287 /202 /134
D 434 /- /- /287 /202 A
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 358 - 494 C - D 359 - 494
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 -183 F - D 396 -183
,, `,t�;t f fo"o-
Q ��Ae 0�r��A `Qfy
0 NO, 86367 a r
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a� STATE OF
6 .q
i�S <ORIP�
�`'Pd 1jjjNAa � ',
dmil FL REG# 278, Yoonhwak Kim, FL PE 486367
07/29/2020
"IMPORTANT`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted oythenvise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
i�id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, 67 or 810,
e. AppTy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to
60A-Z for standard plate positions.
of
his.drawing,au failure to build the
on this drawl vg or cover page
Le design shown. The suigability
AL NE
AN rrW COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101761 / HIPS Ply: 1 Job Number: N334504 Cust: R8975 JRef:1WXd89750090 T18 /
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21358
Truss Label: D3G / YK 07/29/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
3' 7' 10,
3' 4' 3'
4X6 ; 4X6
12 C D
6� T
Lo
B E M
q F N 88
2X4(A1) 1112X4 1112X4=2X4(A1)
1 3'1"12
3'1"12
Wind Criteria
Wind Std: ASCE 7-10
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
Value Set: 13B (Effective 6/l/2013,)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Special Loads
--(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to 56 plf at
3.00
TC: From 28 plf at 3.00 to 28 plf at
7.00
TC: From 56 plf at 7.00 to 56 plf at
11.00
BC: From 20 plf at 0.00 to 20 plf at
3.03
BC: From 10 plf at 3.03 to 10 plf at
6.97
BC: From 20 plf at 6.97 to 20 plf at
10.00
TC: 129 lb Conc. Load at 3.03, 6.97
TC: 65 lb Conc. Load at 5.00
BC: 80 lb Conc. Load at 3.03, 6.97
BC: 52 lb Conc. Load at 5.00
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Refer to General Notes for additional information
im
3'8"8
6' 10"4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
TPI Sid: 2014
Rep Fac: No
FT/RT:20(0)/l 0(0)
Plate Type(s):
WAVE
3'1 "12
10, 1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.022 H 999 240
VERT(CL): 0.044 H 999 240
HORZ(LL): 0.008 C - -
HORZ(TL): 0.016 C
Creep Factor: 2.0
Max TC CSI: 0.288
Max BC CSI: 0.379
Max Web CSI: 0.059
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 625 /- /- /- /312 /-
E 625 /- /- /- /312 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 8.0 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 456 - 963 D - E 456 - 963
C - D' 381 -842
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 829 - 384 G - E 829 - 384
H - G 842 - 381
No. �fi367
o �
^4. Y
P� o STATE OF
°OAS ° fi4 fl R10�'
s'ee9p49gs
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
"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 pro erly
attach6. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingc� installed per BCSI sections B3, B7 or 910,
as applicable. Apply plates to each face. oftrussand position as shown above and on the Join i Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildiphQCbmponents 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 handlin shipping, installation and bracing of,trussesA seal on this drawing or cover page,
listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability
and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
ALPINE
uamuma AW
6750 Forum Drive
Suite 305
Orlando FL, 32821
Job Number: N334504 Ply: 1 SEQN: 7680 / T14 / VAL Cust: R8975 JRef: 1 WXd89750090
,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: LPM DrwNo: 211.20.1438.15397
Truss Label: V4 KM / BAF 07/29/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 byALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Valley truss connection to truss below shall be
designed and furnished by others .
1'11 "8 3-11"
1'11 "8 1111,18
12
6 = 4X4
B
A4X4(D1)=4X4(D1) C
D
Snow Criteria (Pg,Pfin PSF)
Pg: NA Ct: NA CAT: NF
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
3'11"
3-11"
3'11"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.004 999 240
VERT(TL): 0.011 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.003
Creep Factor: 2.0
Max TC CSI: 0.070
Max BC CSI: 0.104
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
♦Maximum Reactions (lbs), or*=PLF
Loc R I /Rw /Rh /RL /W
D* 75 /22 /31 /- /6 /47.0
Wind reactions based on MWFRS
D Min Brg Width Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
,,�otttt►t►r►►����rj
A WAS
e 1
No. 86367
r
©�3 e STATE OF
ti
Sd ••eopg �N
NSA d t ,
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**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 pro erly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910.
as applicable. AppTy plates to each face of"truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW_Buildinq_Comoonents Group Inc. shall not be resnonsible for anv deviation from this drawing,any failure to build the
k seal on this drawing or cover pa e
F for the design shown. The suif9ability
ANSI/TPI 1 Sec.2.
ALPINE
'Ik 1, or Tor
acceptance
any sructure
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N334504 Ply: 1 SEQN: 7681 / T16 / VAL Cust: R8975 JRef: 1WXd89750090
,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: LPM DrwNo: 211.20.1438.15429
Truss Label: V8 KM / BAF 07/29/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
3'11"8 7'11"
3'11"8 3'11"8
=4X4
12 B
N
J .,D_-0
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Valley truss connection to truss below shall be
designed and furnished by others .
3'11 "8
3'11 "8
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
D
1112X4
7-11" I
3'11 "8
7'11"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.007 D 999 240
VERT(TL): 0.021 D 999 240
HORZ(LL): -0.003 D - -
HORZ(TL): 0.006 D
Creep Factor: 2.0
Max TC CSI: 0.193
Max BC CSI: 0.160
Max Web CSI: 0.110
VIEW Ver: 17.02.02A.1213.21
♦ Maximum Reactions (lbs), or *=PLF
Loc R / U / Rw / Rh / RL / W
E* 75 /28 /34 /- /8 /95.0
Wind reactions based on MWFRS
E Min Big Width Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
aa, �t\CEN
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STATE OF�,cc,�
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oililijunk
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) 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 propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. refer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildinl1Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the ro PA
truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pacle , , 240o Lake Orange Dr.
listing this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The sui ability 9
and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com: TPI: www.tpinst.org; SBCA: www.sbcindustry.com;_ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N334504 Ply: 1 SEQN: 101742 / T15 / EJAC Cust: R8975 JRef: 1 WXd89750090�
,7A5/320 ,182ED,F ,02F ,RHO1 / 1828/CALI/4EBB ELEV.D/F Qty: 8 FROM: JRH DrwNo: 211.20.1438.19157
Truss Label: EJ7 KID / YK 07/29/2020
C
12'2"11
12
6
M
O Lo
(M (0
V
B
A $,8„
D
1, + 7
7'
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C
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/2 to h
Spacing: 24.0 " C&C Dist a: 3.00 It
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "136" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
TPI Std: 2014
Rep Factors Used: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U# I Loc R / U / Rw / Rh / RL / W
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.017 D
HORZ(TL): 0.031 D
Creep Factor: 2.0
Max TC CSI: 0.713
Max BC CSI: 0.527
Max Web CSI: 0.000
VIEW Ver: 17.02.02C.0211.16
�I`111111P1/;r�
L\0E'NsF `�..
w
No. 86367 s
STATE OF ®ccg
B 331 /117 /259 /- /173 /8.0
D 127 /20 /101 /- /- /1.5
C 171 /133 /91 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
RIVr
o
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**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 BCS
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide to
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have
attached rigid ceilin Locations shown forrtpermanent lateral restraint of webs shall have brapri installed per BCSI sections B3, B
as applicable. App�jr plates to each face o truss and position as shown above and on the Joint9Details, unless noted otherwise.
drawings 16OA-Z for standard plate positions.
phComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
>PI 1, or for handling, shipping, installation and bracing oftrussesA seal on this drawing or cover pageg responsibility solely for the design shown. The suiTabili y
B r any structure is fhe responsibility of the uilding Designer per ANSI/TPI 1 Sec.2.
AL NE
6750 Forum Drive
Suite 305
Orlando FL, 32821
Job Number: N334504 Ply: 1 SEQN: 1017451 T21 / EJAC I Cust: R8975 JRef: 1WXd89750090
,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 6 FROM: HMT DrwNo: 211.20.1438.18970
Truss Label: EJ7A GA / DF 07/29/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
2X4(A1)
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
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 It
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "136" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
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: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed.
TPI Std: 2014
Rep Factors Used: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
B
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.018 C
HORZ(TL): 0.033 C
Creep Factor: 2.0
'Max TC CSI: 0.725
Max BC CSI: 0.533
Max Web CSI: 0.000
VIEW Ver: 17.02.02C.0211.16
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
A 270 / 79 1188 / - / 151 / 8.0
C 128 /21 /104 /- /- /1.5
B 174 /135 /95 !- /- /1.5
Wind reactions based on MWFRS
A Min Brg Width Req = 1.5
C Min Brg Width Req = -
B Min Brg Width Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
`���IIIE1111►ir�r�
No- 86367
oe STATE ®F� 4iIr ~
w
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
—WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperly
attached ri4!d cellinp Locations shown forpermanent lateral restraint of webs shall have bracing insalled per BCSI sections B3, B7 or 910,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildin,cLLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the mrrw co,, pmy
truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page . , 6750 Forum Drive
listing this drawingq indicates acceptance of roTessionar engineering responsibility solely for the design shown. The suifabllrty Suite 305
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sires: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.imsafe.org Orlando FL, 32821
SEQN: 101550 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1 WXd897500so T24 /
FROM: LPM Qty; 3 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19453
Truss Label: EJ3 KID / YK 07/29/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
SCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.26
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SIP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
31
31
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
TPI Std: 2014 '
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
T
SO
O
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.216
Max BC CSI: 0.123
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
10'2"11
LO
M
CV
.♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 188 /- /- /162 /76 /86
D 52 /- /- /41 /6 /-
C 65 /- /- /31 /51 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Reg = 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#
w111111fIHtp
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STATE OF ®4/�
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®ifids/ONdA� tie,
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly
id ceiling Locations shown forpermanent lateral restraint of webs shall have bracin insalled per BCSI sections B3, B7 or 910,
e. AppTy plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to
60A-Z for standard plate positions.
of ITW Buildin Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the
nce with ANSI 1, or for handlin4, shipping, installation and bracing of,trussesA seal on this drawing or cover pa�e ,
nq indicates acceptance of pro-fessionaf engineering responsibility solely for the design shown. The sui abrhty
yawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2.
AL E
AN ff W COUPANY
6750 Forum Drive
Suite 305
Orlando FL, 32,
see
Job Number: N334504 Ply: 1 SEQN: 7679 / T23 / JACK Cust: RB975 JRef: 1WXd89750090
,7A5/320 ,182ED,F ,02F ,RHO1 / 1828/CALI/4EBB ELEV.D/F Qty: 2 FROM: RWM DrwNo: 211.20.1438.15070
Truss Label: EJ2 KM / BAF 07/29/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
12 C
2X4(A1)
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/1 O(0)
Plate Type(s):
WAVE
21
�1
21
Den/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.114
Max BC CSI: 0.029
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
No, 86367
� r
•
/� STATE OF4/�
T
C0
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 157 / 58 1 144 / - / 43 . / 8.0
D 32 /5 /29 /- /- /1.5
C 34 /17 /12 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearings B, D, & C require a seat plate.
Members not listed have forces less than 375#
ON AL
1 ,
FL REG# 278, Yoonhwak Kim, FL PE 486367
07/29/2020
**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 dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown fortpermanent lateral restraint of webs shall have brac'InA installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face, o truss and position as shown above and on the Join gDetails, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildinccLLComponents Group InC. shall not be responsible for any deviation from this drawing,any failure to build the Mr,,r,COMPAW
truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page .. 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro) essiona engineering responsibility solely for the design shown. The suitabiitty
and use of this drawing,
for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.corn; TPI: www.t inst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N334504 Ply: 1 SEQN: 7676 / T34 / JACK Cust: R8975 JRef: 1 WXd89750090
,7A5/320 ,182ED,F ,02F ,RHO / 1828/CALI/4EBB ELEV.D/F Qty: 4 FROM: LPM DrwNo: 211.20.1438.15491
Truss Label: CJ5 KD / YK 07/29/2020
C
12
6
M
r,
to
N
C�7
B
i+M
A
D
1 } 4' 11 "4
4' 11 "4
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: Ni
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed
TPI Std: 2014.
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.411
Max BC CSI: 0.254
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 256 / 95 / 207 / - / 128 / 8.0
D 89 /13 /68 /- /- /1.5
C 118. /92 /61 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B.is a rigid surface.
Members not listed have forces less than 375#
'Qtgill�l+ill/{��I
A WA/f �Asop
L�GENS�'/%
No.86367
G f +rr
STATE OF ®cc,��
"'"-FOS/0NAI. -,s
��i�o�;tea►►o
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a propperly
aatd ceiling Locations shown for ermanent lateral restraint of webs shall have bracin insTalled per BCSI sections B3, B7 or B10,
ile._ AppTy plates to each face. ofptruss and position as shown above and on the Joint9Details. unless noted otherwise. Refer to
a division of ITW BuildincctLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page,
this drawing indicates acceptance of pro) essionai engineering responsibility solely for the design shown. The su, ablllty
le of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.l ine st.org; SBCA: www.sbcindustry.com; ICC: wvvw.iccsaf
ALPINE
AN nW COMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N334504 Ply: 1 SEQN: 7675 / T33 / JACK Cust: R8975 JRef: 1WXd89750090
,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 4 FROM: LPM DrwNo: 211.20.1438.16084
Truss Label: CJ3 KM / BAF 07/29/2020
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "138" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
C
2' 11 "4
2' 11 "4 '
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.206
Max BC CSI: 0.115
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 185 /75 /160 /- /84 /8.0
D 50 /6 /41 /- /- /1.5
C 63 /50 /29 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
Ili111f 1t1lOr���
41
No, 86367 a
®� STATE OF,, -,-
FL REG# 278, Yoonhwak Kim, FL PE 986367
07/29/2020
**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 sheathin and bottom chord shall have a properly
attachetl rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as app!icab-le. Apply plates to each face, of truss and position as shown above and on the Join
Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Bu!ldincQt�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the nrvnwcoMviwv
truss in conformance with ANSI PI PI 1, or for handlin shippin , installation and bracing of,trussesA seal on this drawing or cover page , , 2400 Lake Orange rrW
listing this drawino indicates acceptance of pro) essionalq engineering responsibility solely for the design shown. The suifability 9
and use of this cawing for any s ructure is a responsibility of the uilding Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.at ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
SEQN: 101757 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1 WXd89750090
FROM: LPM Qty: 4 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19360
Truss Label: CA KD / YK 07/29/2020
12
6 � C
43
V
Loading Criteria (psi) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
1, 11 "4
11,14
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/l 0(0)
Plate Type(s):
WAVE
M
M
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.196
Max BC CSI: 0.025
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
9'2"5
♦ Maximum Reactions (Ibs) - .
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 143 A A /148 /79 /41
D 11 /-2 A /18 /12 /-
C - /-15 /- /27 /32 /-
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#
�°aitQii110►hp1
Ns
a No, 86367
• w
STATE OF cc,�w
ro s °oc®e° o
�+J se#e`oN+A� `�
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, byY TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pperly
Id ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or 810,
e._ AppTy plates to each face. of truss and position as shown above and on the JoinfDetaiis, unless noted otherwise. f7efer to
Alpine, a division of ITV
truss in conformance w
listing this drawing, it
and use of this d�av
For more information see this
rI PI 1, or for '
handling, shipp
acceptance of proresslor
any structure is the respor
:ral notes page and these web sites:
this drawing,any failure to build the
on this drawing or cover page .
he design shown. The suifabllity
ALPINEO
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101763 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1WXd89750090 T27 !
FROM: LPM Qty: 4 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21466
Truss Label: CAA / YK 07/29/2020
12
6 � C
43
V
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00 D
Des d::
EXP: C Kzt: NA
Mean Height: 15.00 ft
.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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values -
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
11 "4
1 BT© 11 "4
Snow Criteria (Pg,Pfin PSF)
Pg: NA Ct: NA CAT: NF
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
co
M
Defl/CSI Criteria
PP Deflection in too Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.196
Max BC CSI: 0.025
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 143 /- /-
/148 f79 /41
D 11 /-2 /-
/18 /12 /-
C - A15 A
/27 /32 /-
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#
�o
a� Aq 4�CE Ns6�� `,rr���
® No. 56367
STATE OF 1, 4q
• a �
*toe
tA L �'
�°bi6�lia9►►ti��,
FL REG# 278, Yoonhwak Kim, FL PE 486367
07/29/2020
**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 sheathingg and bottom chord shall have a properly
attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin insjalled per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oftrussand position as shown above and on theJoin Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildina Components GrouD Inc. shall not be responsible for anv deviation from this drawing any failure to build the
ALPINE
M MOOMPAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
1 PI 1, or for handling,shippir
acceptance of roTessfon<
any structure is the respons
more
on this drawing or cover page.
Ie design shown. The suitability
TPI 1 Sec.2.
CA: www.sbcindustrv.com: ICC: www.iccsaf
Job Number: N334504 Ply: 1 SEQN: 1678 / T22 / HIP_ Cust: R8975 JRef: 1WXd89750090
,7A5/320 ,182ED,F ,02F ,RHO1 / 1828/CALI/4EBB ELEV.D/F Qty: 2 FROM: HMT DrwNo: 211.20.1438.15039
Truss Label: HJ7 KM / YK 07/2912020
T
4°3
y
1'5"
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Sid: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP. C
Mean Height: 15.00 ft
NCBCLL: 0.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Provide (3) 0.162"x3.5", min toe -nails at top chord.
Provide (3) 0.162"x3.5", min toe -nails at bottom chord.
5'3"5 9110"1
5'3"5 4'6"l 1
9'2"2
9'2"2
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.046 F 999 240
VERT(TL): 0.129 F 999 240
HORZ(LL): 0.011 C - -
HORZ(TL): 0.021 C
Creep Factor: 2.0
Max TC CSI: 0.592
Max BC CSI: 0.646
Max Web CSI: 0.252
VIEW Ver: 17.02.02A.1213.21
�,r�iilt911111�1'�
NON,
a
No. 66367
s
STATE OF
9'10"1
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 388 /206 /- /- /- /10.6
E 353 /75 /- /0 /0 /1.5
D 216 1179 /- /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
E Min Brg Width Req = -
D Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 379 - 549
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 515 - 340
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 374 - 566
4aNAo li,NNO
FL REG# 278, Yoonhwak Kim, FL PE 486367
07/29/2020
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracingg Installed per BCSI sections B3, B7 or 810, 111611
as applicable. Apply plates to each face of truss and position as shown above and on the Joini Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the M,rrWCOWMlY
truss in conformance with ANSI/TPI 1, or for handling, shippiniq, installation and bracing oftrussesA seal on this drawing or cover page 2400 Lake Orange Dr.
listing this drawingq indicates acceptance of pro) essiona engmeerin responsibility solely for the design shown. The suitability
and use of this drawing for any structure is the responsibility of the Building Desigrier per ANSI[TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.a;pineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC:wwwAccsafe.or Orlando FL, 32837
SEON: 101548 / HIP_ Ply: 1 Job Number: N334504 Cust: R8975 JRef:1WXd89750090 T17 /
FROM: LPM Oty: 2 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALII4EBB ELEV.D/F DrwNo: 211.20.1438.19330
Truss Label: HJ3 KD / YK 07/29/2020
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
12 C
4.24 T 10'2"6
B c�
N
81811
A
D
�-- 1 r5rr
4'2"3
4'2"3
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Loading
Hipjack supports 2-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.120
Max BC CSI: 0.074
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ ! R- / Rh / Rw / U / RL
B 84 /- /- /- /45 /-
D 28 /- /- /7/-
C 64 /- /- /- 148 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
q,,,`ii WA
`�i11111111i/D�/
w V
No. 86367
a► •
G .�.
•
STATE OF e zid
Ole
�Iio ;�a�V A�. ��
��1411111111b0
FL REG# 278, Yoonhwak Kim, FL PE 486367
07/29/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progerly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 16OA-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the ANrrwcOMPANY
truss in conformance with ANSIrfPI 1, or for handling, shippinq, Installation and bracing of.trussesA seal on this drawing or cover pafge .. 675o Forum Drive
listing this drawingq indicates acceptance of pro) essiona. engineering responsibility solely for the design shown. The sui ability Suite Fos
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineltw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821
Gable Stud Reinforcement Detail
ASCE 7-10: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Merin Height, Partially Enclosed, Exposure C, Kzt = 1.00
Uri 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Uri 120 mnh Wind Snppd- 19, Mp Holnh+. Pn +Intl., Fr. i—.d C......n vim+ - i nn
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) ix4 'L' Brace k
(1) 2x4 'L' Brace se
(2) 2x4 'L' Brace slim
(1) 2x6 'L' Brace m
(2) 2x6 'L' Brace was
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
3' 10'
6' 7'
6' 10,
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12, 8'
14' 0'
14' 0'
U
S P P
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
HF
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
O
Standard
1 3' 8'
4' 11'
5' 3'
6' 7'
7' V
B' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
J
11
S P
#2
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
d
1
P
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10' 11'
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
a, 11'
9' 8'
10' 4'
13' V
14' 0'
U
_
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
1 11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P P
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
U
L I [
H
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
O
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'
1W 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
�1
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10' 10'
11' 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
_
S[-
P r
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
l�
U
I_ _I r
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
f ll
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0' -
14' 0'
14' 0'
14' 0'
X
#1
5' V
8' 5'
8' 8'
9' ill
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3' 1
8' 7'
9' 9'
10' 2'
11' 7'
12' V
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4' 1
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
�--t
D P L
Stud
4' 9'
7' 4' 1
7' 10'
1 9' 8'
10' 1' 1
11' 7' 1
12' 0'
14' D'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6' 1
6' 11' I
8' 8'
9' 3' 1
11' 6' 1
12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
About
able Truss
Diagonal brace options
vertical length may be
T
doubled when diagonal
18•
brace Is used. Connect
diagonal brace for 600#
•L•
at each end. Max web
Brace
PPPp
total length Is 14'.
2x6 ]IF #2 or
better diagonal
I tl 1 /12
Vertical length shown
brace) single
T_
In table above.
45'
or double cut
(as shown) at
8,
L
9
)K p
1 6 7
upper end.
o
on�uous'Benring ^^a
Connect diagonal nt
® O
midpoint of vertical web.
Refer to
chart abc>�PC{'l>' mn e t al left -
"WARNMesse READ AND FRLaw ALL NQTES Oi THIS DRAWDIO
sw-WGRTANTww FURRMH THIS DRAWING TD ALL CONTRACTORS IItCluDING THE INSTALLERS. a�
Trusses requl^e extreme care N fabricating, handing shipping, Installing and bracing Refer to andl'p
®8
v
X"
folloe the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety
practices prior to performing these funetlons. Installers shall provide temporary 6rndng per BCSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord
shall have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs
shall have bracing installed per BCSL sections B7 or BOO, as applicable. Apply to each face
{{
Ot���
5, (4
d S 4 ® .,•
�t+Sl� p + l y
V
�J�v
d I�LJJ I�l�\\V'll
V
prates
the
Re truss and position -Z shown above and on the Joint Details, unless noted otherwise.
Refer to drawings 160A-Z forstandard plate positions.
HH
�dAe1++4,a �11��
AN RW COMPANY
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any devlatlon from
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hnndUng, shipping,
I.. on 6 bratlng of trusses.
A seal on this drawing or cover page I6Hng this drawing, indcates acceptance of professional
\i 13723\ Riverpartl Drive
II Suite\200
engYteerkg responsibltty solely for the design shown The sultabNty and use of this drawing
for any structure Is the respons6iBlty of the Building Designer per ANSI/TPI L Sec2.
\\Maryland\ Heights,\MO\63043
For more Information see this Job's general notes page and these web sites
ALPIW, www.alpineltwconl TPh ow.tpinst.orgl SBCAj w—sbcindustry.orgl IM—.1—safe.org
C
Bracing Group Species and Grades)
Group At
S ruce-Plne-Flr Hem-Flr
#I / #2 Stnndnrd #2 Stud
#3 Stud #3 Standard
Dou ins Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Standard
Group BI
Hem -Fir
#1 &Btr #I
Do',," u I Fir -Larch Southern Plnewww
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
mmFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these orades.
Gable Truss Deto ll 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.
W For <1) 'L' braces space nails at 2' o.c.
In IS' end zones and 4' o.c. between zones.
iK )Wor (2) 'L' braces, space nails at 3' o.c.
In IS' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 80% of web
member length.
Gable Vertical Plate Sizes
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
not addressed by this detail.
REF ASCE7-10-GAB16015
DATE 10/01/14
DR W G A16015ENC101014
Vertical Len tin
No S lice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than Il' 6'
3X4
Greater than Il' 6'
4X4
TOT. LD, 60 PSF
X. SPACING 24,0'
R/42MOR78, Yoonhwak Kim, FL PE #86367
Gable Stud Reinforcement Detail
ASCE 7-10i 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or, 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or, 140 mnh WinH Cnoori. 15' No— Holnh+ Par+I,.II., P,, i , A C.,..,..,. n v - i nn
S
2"Brace
Gable Vertical
Spacing ISpecles I Grade
No
Braces
(1) lx4 'L' Brace w
(1) 2x4 'L' Brace s
(2) 2x4 'L' Brace wl
(1) 2x6 'L' Brace x
(2) 2x6 'L' Brace ■
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
3' 6'
6' 0'
6' 3'
7' 1'
7' 4'
8' 5'
8' 9'
11' 1'
il' 7'
13' 3'
13, 9'
U
S P
#3
3' 4'
5' 1'
5' 5'
6' 9'
7' 3'
8' 4'
8' 8'
10, 7'
11' 4'
13' 1'
13' 7'
-
L II—
Stud
3' 4'
5' 0'
5' 4'
6' 9'
7' 2'
8' 4'
8' 8'
10, 6'
11' 3'
13' 1'
13' 7'
f� r
Standard
3' 4'
4' 4'
4' 7'
5' 9'
6' 2'
7' 10'
8' 5'
9' 1'
9' 8'
12' 4'
13' 2'
#1
3' 8'
6' 1'
6' 4'
7' 2'
7' 5'
8' 6'
8' 10,
11' 3'
11' 8"
13' 4'
13' 11'
k
S P
#2
3' 6'
5' 9'
6' 2'
7' 1'
7' 4'
8' 5'
8' 9'
11' 1'
11' 7'
13' 3'
13' 9'
#3
3' 5'
4' 7'
4' 10'
6' 1'
6' 6'
8' 2'
8' 9'
9' 6'
10' 2'
12' 11'
13' 8'
d
o,jStud
P
3' S'
4' 7'
4' 10'
6' 1'
6' 6'
8' 2'
8' 9'
9' 6'
10' 2'
12' 11'
13' 8'
Standard
3' 1'
4' 0'
4' 3'
5' 4'
5' 9'
7' 3'
7' 9'
8' 5'
9' 0'
11' 5'
12' 3'
U
#1 / #2
1 4' 0'
6' 10'
7' 2'
8' 1'
8' 5'
9' 8'
10, 1'
12' 9'
13' 3'
14' 0'
14' 0'
-
S P F
#3
3' 10'
6' 2'
1 7' 2'
8' 0'
8' 4'
9' 7'
9' 111
12' 7'
13' 1'
14' 0'
14' 0'
U
III—
Stud
3' 10'
6' 2'
6' 7'
8' 0'
8' 4'
9' 7'
9' 11'
12' 7'
13, 1'
14' 0'
14' 0'
QJ
O
I� r
Standard
3' 10'
5' 4'
5' 8'
7' 1'
7' 7'
9' 7'
9' li'
ill 1'
11' ill
14' 0'
14' 0'
#1
4' 3'
7' 0'
7' 3'
8' 3'
8' 6'
9' 9'
10' 2'
12' 11'
13' 5'
14' 0'
14' 0'
S P
#2
4' 0'
6' 10'
7' 2'
8' 1'
8' 5'
9' 8'
10, 1'
12, 9'
13' 3'
14' 0'
14' 0'
#3
3' I1'
5' 7'
5' 11'
7' 5'
7' I1'
9' 7'
10, 0'
11' 8'
12' 6'
14' 0'
14' 0'
CU
D P L
Stud
3' 11'
1 5' 7'
5' 11'
7' 5'
7' 11'
9' 7'
10, 0'
11' 8'
12' 6'
14' 0'
14' 0'
Standard
3' 9'
4' IS'
5' 3'
6' 7'
7' 0'
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1 / #2
4' 5'
7' 7'
7' 10'
8' 11'
9' 3'
9' e'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
_
S P P
#3
4' 3'
7' 2'
7' 7'
8' 10'
9' 2'
10' 6'
10, ill
13' 10'
14' 0'
14' 0'
14' 0'
U
L_I P
Stud
4' 3'
7' 1'
7' 7'
8' 10,
9' 2'
10' 6'
10' 11'
13' 10,
14' 0'
14' 0'
14' 0'
OH
Standard
4' 3'
6' 2'
6' 6'
8' 2'
8' 9'
10' 6'
10, 11'
12' 10'
13' 9'
14' 0'
14' 0'
X
#1
4' 8'
7' 8'
7' 11'
9' 0'
9' 5'
10, 9'
11' 2'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 5'
7' 7'
7' 10'
8' 11'
9' 3'
10, 8'
11' 1'
14' 0
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 7'
9' 12'
10' 7'
11' 0'
13' 5'
14' 0'
14' 0'
14' 0'
r�
r
D r L
Stud
4' 4'
6' S'
6' 10'
B' 7'
9' 12'
10' 7'
11' 0'
13' S'
14' 0'
14' 0'
14' 0'
Standard
4' 3' 1
5' 8'
T 6' 1' 1
7' 7' 1
8' 1'
10' 3'
1 10' 11'
11' 11'
12' 9'
1 14' 0'
1 14' 0'
Bracing Group Species and Grades -
Group At
S ruce-Plne-Fir Hen -Fir
#L / #2 Standard #2 Stud
#3 Stud 1 1 #3 listnndnrd
Dou las Flr-Larch Southern Plnewlww
#3 #3
Stud Stud
Standard Standard
Group Bt
Hen -Fir
#1 & Btr
#1
Dou ins Flr-Larch Southern Plnewlww
#1 ki
#2 #2
ix4 Braces shall be SRB (Stress -Rated Board),
■:Far Ix4 So, Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these rades.
Gable Truss Detail Notes+
Wind Load deflection criterion Is L/240.
Provide uplift connections for 100 plf over
continuous bearing (5 psf TC Dead Load).
Goble end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
About j'E Attach 'L' braces with 10d (0.128'x3.0' min) nails.
tl6able Truss W For (1) 'L' brace- space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones.
Diagonal brace optloni )K)KFor (2) 'L' braces, space nits at 3' o.c.
verticnl length may be
In 18' end zones and 6' o,c. between zones.
doubled when diagonal 18, W 'L' bracing must be a minimum of 80X of web
brace Is used, Connect L member length.
diagonal brace'for 775# •L• ���QjIPi►1�� at each end. Max web Brace 1�/.r Gable Vertical Plate Sizes
total length Is 14', Vertical L
2x6 DF-L or I , q 6 k r'���Pi Less than 40tin ' No 21ce
better diagonal Greater than 4' 0', but I 4X4
Vertical length shown brace) single 18, p q0a less than 10' 0'
In table above, or double cut ® ,0
45' (as shown) at L 1 „ a 7 p + Refer to common truss design for
upper end. peak, splice, and heel plates.
Connect diagonal at on�luous'Bearing 1,79 Refer to the Building Designer for conditions
midpoint of vertical web. Refer to chart abd A ma e t o.l lett ,o not addressed by this detail..
aVARNDI(i.a READ AND FV10V ALL KM ON THIS DRAVDG v 'b
oDP[IRTANTrw FURNISH THIS DRAWING TO ALL CONTRACTORS INdUDDIG THE INSTALLERS.P A A r"'gJ- REF ASCE7-10-GAB18015
Trusses require extreme care In fabrkating, handling, shipping, Installing and bracing. Refer to and @ � of 11ZV
0
£alto. the latest edltlon of BCSI (Binding Component Safety Information, by TPI and SBCA) for safety �J � DATE 10/01/14
practices prior to performing these functions. Installers shall provide temporary bracing per BCSI,5, ('� ®�b �
unless noted otherwise, tap chord shall have properly attached structural sheathing and bottom chord C lam) ('� DRWG A18015ENC101014
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs®j flJ Ji�1
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face O
d I'�rLUJ'�JJ of truss and position as sham above and m the Joint Detalls, unless noted otherwise.
I/�A'+'��"e1oA
U Refer to drawings 16CA-Z for standard plate positions.
Atpine, a division of ITV Building Components Group Inc, shall not be responsible for any deviation from
AN RWCOMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
InstallationMA TOT, LD, 60 PSF
t bracing of trusses.
A seal on this drawing or cover page Usting this dravi g, Indicates acceptance of professional
1113723\ RiverpoA\ Drive en
gineering responsibility solely for the design sham The suitability and use of this drewFq
\ \ Suite\ 200 far any structure Is the responslAtty of the Building Designer per ANSVTPI 1 Sec2.
\ \ Maryland\ Heights,\ MO\ 63043 For more Information see this Job's general notes page and these web sites,
ALPIND wwwatpineitwCom) TPI, www.tpinstorgl SBCA, .rwsbdndustry,orgi ICO wwwJccsafe.o AX, SPACING 24,0'
79. Yoonhwak Kim_ FT. PF. #96167
'T'
Reinforcing
Member
Gable
Truss
Gable Detail
For Let -in VPrtirnl<,-
Gable Truss Plate Sizes
pproprlate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
,b, and heel plates,
vertical plates overlap, use a
,te that covers the total area of
lapped plates to span the web,
e, 2X4
2X4 2X8
t'rovide connections for uplift specified on the engineered truss design,
Attach each 'T' reinforcing member with
End Driven Nnils-
10d Common (0,148'x 3',min) Nalls at 4' o,c, plus
(4) nails In the top and bottom chords.
Toenalled Nallsi
10d Common (0,L48'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
AILSISENC100118, A12015ENC100118, A14015ENC100118,�l1�{�� d i>�Prrr
A18015ENC100118, A20015ENC100118, A20015END1001 O ,�P>
A11530ENC100118, A12030ENC100118, A14030ENC1 3 EMCNO01l
A18030ENC100118, A20030ENC100118, A20030EN .,CIF
S11515ENC100118, S12015ENC100118, S14015EN 0118 60 3 61�19�jj e�
S18015ENC100118, S20015ENC100118, S20015E( I10011% S 0 15P 1 8
S11530ENC100118, S12030ENC100118, S1403052C1001 g, Sly kZ6W 7
S18030ENC100118, S20030ENC100118, S2003 118, S20030PED100118 0
-rg
QSee appropriate Alpine gable detail for maxim' unWlnforced§e-Lerticnl l
r.
STATE OF
'T' Reinforcement 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,
✓eb Length Increase w/ 'T' Brace
'T' Relnf,
Mbr. Size
'T'
Increase
2x4
30
2x6
20
Example-
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o,c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11 ' 2 '
v
-WARNING!" READ AND FII.LOV ALL MOTES DI1 TIOS DRAVIN3 P�
"DWMTAMTo FURNISH THIS BRAVING TO ALL CDKTRACMRS INCLUDING THE INSTALLERS. WO
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer to and
follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) for sofety
prior to performing these functions. Installers shall provide temporary bracing per L,
noted otherwise, top chord shall have properly attached structural sheathing and bottom cho
have a properly attached r181d ceRing. Locations shorn for permanent lateral restraint of webs
J or BIO, as applicable. APply plates to each Face
shall have bracing Installed per BCSI sections the
of truss and position as sham above and on the Joint Detans, unless noted otherwise.
Refer to drawings 16CA-Z for standard plate positions.
/ •REF
. C OR10 *Po�
(� 0 0
J L1practices
/ rUnless
�Jj tlshall
// ,
d t jb M
LET -IN VERT
DATE O1/02/2018
DRWG GBLLETIN0118
AN 1TWCOMPANY
11137231 Riverport\Drive
\ \ Suite\ 200the
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from
this drawing, any fonure to build the truss in confornance with ANSI/TPI 1, or for handling, shipping,
Installation & bracing of trusses.
A seal on this drawing or cover page lktYg this drawing, Indicates acceptance of professloml
Fnginecring�= �It�y�sreetyaty o s The oI i drawing
AX, T❑T, LD, 60 PSF
DUR, FAC, ANY
MAX, SPACING 24,0°
\\Maryland\Heights,\Mot 63043
For more Information see this Job's general notes page and these web site -
ALPINE- www,alpineitw.coni TPI- wwr.tptnstorgi SBCA- rww,sbclndustry.orgi ICC- rr
'T'
Reinforcing
Member
Gable
Truss
Gabe Detail
For I Pt -in VPrilrnlcz
Gable Truss Plntp ShPs
ppropriate Alpine gable detail for
:e sizes for vertical studs.
Engineered truss design for peak,
tb, and heel plates.
vertical plates overtop, use a
Lte that covers the total area of
lapped plates to span the web,
ei 2*2X4
2X8
Provide connections for uplift specified on the engineered truss design
Attach each 'T' reinforcing member with
End Driven Nallsi
10d Common (0.148'x 3,',min) Nalls at 4' o.c. plus
(4) nalls 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 detall to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detall Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 Gable Detall Drawings zilrffo.".�
A11515ENC101014, A12015ENC101014, A14015ENC101014,I�AG
51 MA18015ENC101014, A20015ENC101014, A20015END101�
A11530ENC101014, A12030ENC101014, A14030ENC1 ,
A18030ENC101014, A20030ENC101014, A20030EN)�1O �03
S11515ENC100815, S12015ENC100815, S14015E1 1008150 �i`S18015ENC100815, S20015ENC100815, S20015 D1008j5, SP D 0 8
a
S11530ENC100815, S12030ENC100815, S140301�1C100@15, 0 7 p
S18030ENC100815, S20030ENC100815, S2003&gk0§815, S2003OPED100815 11
W 0
See appropriate Alpine gable detail for maxims unrRlnforced*TeMertical to
STATE OF
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Relnforcing
Member Member
Toe -nail - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord,
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
✓eb Length Increase w/ 'T' Brace
'T' Relnf.
Mbr, Size
'T'
Increase
2x4
30
2x6
20
Example-
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
oVARt@1G1w- READ AND fOLLOV ALL NOTES ON THIS DRAVRQ ��
onworzrANr.■ fl1RIOSN ras mzavRlG TO ALL fa+TRncTQts R+cLODnrG THE 1NSTALL7tS i
0 : , p `��
0 `� to
REF LET -IN VERT
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and
follow the latest
V��O(�
^`A-
1 d O 0 e p `�
etDtion of BCSI (Building Component Safety Information, by TPI and SECA) for safety
Practices prior to performing these functlon& Installers shall provide temporary bracing per HCSL+�
Unless top
cif v �1
DATE 10/01/14
DRWG GBLLETIN1014
noted otherwise, chord shalt have property attached structural sheathing and bottom or
shall have a property attached rigid ceiling. Locations shown for permanent lateral restraint of webs
f
//'d1�,1 ,
lj
shall have bracing installed per BCSI sections or E10, as applicable.Plates to each face
��`��,,
d
the J noted otherwise.
of truss and drawings 1 0 -Z shown above and an the Joint Details, unless noted otherwise.
Refer to drnwlnOs 160A-Z for standard plate positions.
AN r1WCOMPANY
Alpine, a division of ITV Bullding 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,
)AX.
Installation 4 bracing of trusses.
TAT, LD, 60 PSF
A seal on this drawing ar cover page Ust6�g this drawing, Indicates acceptance of professional
DUR, FAC, ANY
\\Suite\ Riverportl Drive
Theof *his drawing
�� respor5s6Rity of
V 1 Suite\ 200
\1Marylantl\Heights,\M0163043
the Building Designer ppeertyANNSI�I 1 SecZ
se web
ALPINE. www.alptneltrcomlFor more aTIR erw►.tpUe this storg,eSBCAi wwwabclnotes pndustry.o ge and eIM ww.ceshf q78
YDonhwak Kim, FL PE#86367
MAX, SPACING 24,0'
Valley Detail - ASCE 7-101 160 mph, 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.
Ww Attach each valley to every supporting truss with:
(2) 16d
box (0.135' x
3,5') nails toe -nailed for
ASCE 7-10
160 mph.
30'
Mean Height, Enclosed
Building,
Exp, C, Wind
TC
DL=5 psf, Kzt = 1.00
Or
ASCE 7-10
140 mph,
30'
Mean Height, Enclosed
Building,
Exp, D, Wind
TC
DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are ITW BCG Wave Plates,
3X4
12 Max,12
2X4 X4
i— 8-0-0 Max
4X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 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,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
Square Cut
Bottom Chord
oe-nailed Valley
® NoJ
n. •
r M 9
fl
2X4
Stubbed Valley
End Detail
0
4X4
--�Tf
Optional Hip
Joint Detail
n I T ,u�s1e�
Partial Framing
Plan
"VARNDM .. READ AND FEILL13V ALL NGTES ON THIS BRAWDO
—DPQ2TANT— FURNM THIS DRAWING TO ALL C13NTRACMRS D�iCLMIM THE DWALLERS.
o 0 1 M i L vr'
d' d
a�� Q
q�L 30
30
40PSF
REF VALLEY DETAIL
Trusses require extrene care In fabricating, handling, shipping, InstalUng and bracing. Refer to and
follow the latest edition of SCSI (Huttlhg Component Safety Information, by TPI and SBCA) for safety
n �+
��'��. a Qi"5��'Y
i�Dt 20
15
7 PSF
DATE 10/01/2014
practices prior to performing these funcdans. Installers shall provide temporary bracing per
Unless top
A ®•
®�
DRWG VAL160101014
noted otherwise, chord shall have properly attached stwcturnl sheathing and hotton chord
shall have a property attached rigid celling• Locations shown for pernanent Lateral restraint of webs
shalt have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plates to each face
d'� l? �'1
�/ fl�,/1A r /� y
{'ij
C D 1Q
10
10 PSF
�r1�
d 1��lU�JrJJ
of truss and position as shown above and on the Joint Details, unless noted otherwise.
r it }• i
IIe�'
BC L Q
0
0 PSF
1
Refer to drawings 160A-2 for standard plate positlons.
55
AN 1RWOOMPANY
Alpine, a division of ITW Bultding Components Group 1— shalt 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,
TOT, D. 60
57PSF
installation 6 bracing of trusses.
A seal on this drawing or cover page listing this drawig, indicates acceptance of professional
DURF ,1.2511.33
1.15
1.15
\ \ 13723\ Riverport\ Drive
f res�porensf� tysolety for the design shown. The suitability and use of this drawing
�p°ns�ty of the Bulldig Designer per ANSI/TPI 1 Sec2.
\I Suite\200
\\Maryland) Heighls,l MO\63043
Fr nore infornntion see this Job's general notes ppange and these web sitesi
ALPDiE� w•walpineltw.canl TPB r•w.tpinstorgi sHCAi wwrshdndustry.argl ILG •wwlccsnfearg
SPA ING
24A'
PT./+ZWb8, Yoonhwak Kim, FL PE #86367
It
VALLEY FRAMING & BRACING DETAIL
R
BC
1/2
o1
Lumber Size and Grade Minumum Requirements
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is Impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7.10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
:e the Grippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gored between rows.
TYP)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
('w) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
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
3 16d toe -nails
°��' �`��" r "`r"" " ` "" 4 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'-O" to 10'-0" long
nailed w/ 2 40d (0.148"x3") nails. Or 2x4'T' or scab reinforcement nailed to flat edge
of cripple with 10d 50.128"x1l)") 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 require;
Nails are common wire nails unless noted otherwise
i
EIUs4c- .C�
t
-W RKD42- READ AND FR1DV ALL NeTES ON Ttos DM%n4(i s
w■ 4MCRTWTo nXt? N TV= BRAV84c To ALL l] MACMM a4al M THE MST �
Trusses rest i-e extreme care F, febrkntYq, ha d LkV, sNPphp, Installkp and brocYg RefeE 1�or
folios the latest edtion of BCSI (Buldkp ConponaM Safety IMormtlon,'by TPI and SBCJ) foC i1
practices prior to perfornkv these functlens. Installers shall provide temporary bmchg perl BCSI.
Unless noted other rls., tap chxdd shall have properly attached structural sheathing and bo1A_an cl
shall have a properly attached rlpld eelkp. Locations shorn for pertrment lateral restraIntyf.
d&�ON
Fshall have bracing Installed per BCSI sections B3, ➢7 or B10, ns nppUcable. Appty plates to was f J of truss and postt— as sham above and on the JdM Betolls, unless noted otherwise, Refer to drawkVs 160A-Z for sinMard plate posnhns.
Alpk», a dlvlslon of ITV Buldng Components Croup Inc shall rot be responsble for any devlatloXj
AN ITWCDMPANY this d"awkq, any folure to build the teas In conforname with ANSI/TPI 1, or for har4kg, shlppift
k,stollnt4on t brodng of trusses.
A seal on this\dwwkp or cover page UstkV SNs d^awho, kd/eates o ptame of professional
enpFr ee+ip �vr Orbd Zt solely for the design shown The WtoMlty ord use of IhW d-a•k,p
133B9Lakehont Drive for any sic Is the rerporKEltty of the 9LdY,g Dasl r_ per ArtSI/TPt 1 S—P
Earth City. MO 63045 Far — Information see this Job's general notes pegs and these web it—
ALPINFi we—IDkwltw4o TPB www.tokat.org, SBCN www. n-dustrv— IM ew•.k c-fe-ra
STATE OF Q
0 R IOpe•
NNAL
(A) (B) (")
TC LL 20 30 40 54
TC DL 10 20 7 7
BC DL 0 0 0 0
BC LL 0 0 0 0
TOT. LD.30 50 47 61
DUR. FAC. 1.25/1.15
SPACING SEE ABOVE
REF VALLEY FRAMING
DATE 10/01/14
DRWG VACNVI801015