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HomeMy WebLinkAboutTruss21'-4" 4'-4" 14'-0'
39'-8'
Total Truss Quantity = 57
TYPICAL 7' SETBA
CORNERSET LABEI
AND SPACING
Reviewed for Code
Compliance
Ea Universal Engineering
Sciences
I'll ma- t v
M f I AY1lil.QiY6com
f 7't- (, ( c. AA-o 0113 o r-
�
Labeled End Mark
YN)s Is A TRLIs If ACDETrtr µx ns ntTEr®m Am w THE DWNIATDm1 ff TTa6� ENaDaIIaS TDabS mnvDcs Arm
EM ES LIN PLAN IE CM • 7l = MA DfSERADO PARA AYU AR EN LA DBTALALTaf1 DE Tm1SSEi L.� D®LiDS Y ARaIITFLfIR1i
MedmECTtRALs „= >maac
hE QCF7m•711A 1E Dltf]O EWA SIFE17/A1 ESTE HWn
1O1O
ALTa lwrm vrrewr amorr Dr tra vr»z r1Oc
wLny y mmt ewaYma
ALL RID D L 6 FAS T�n�l mii. Mai. MD Ist
am r
Val. [m t M7>PI® V111t>m N VRnOt MImVM. n
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Pam
::�CmF�M�
M VRA ILL(
TUNAS IAS CAM sma I waa ATirAi CAM T
r M.t� <m vrsm m R ta® TO a QrA s LAS M. S t ®. SA UZOA Ai AMEMMUNOM
Gi Mf1DVaS SN M� REVfA PM ESII67a
PMA LILVMI IAi tiYGi DNQrAi IVi lID ,W� a ,WISS.L 7 IE>DI
Mass DE LA amYAlAmlt Y Am= i AR1GM GMA®1 Wi rDl lAi
16Mt Me71�G DIim1lGaAi
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DC 8//-Cllila7
ESfM DI 1.1�iYt Y a mtvo® MriEi tDE tra iiD�i ¢
PM4 LVIfW lAt �M.1�
F
General Notes
1) N pmidW td ord Irucey eat town ma not
*dm nm. ft top Hand PW" *W !Fun
to be w1a.d 7, Ata La
2) to be Sk, a KW Wim on..fe.
8) � WQ*q Is 24' O.C. w*= *ffvtx
4) Rr Tr r PIh Ift, BC9-61 t—,-* W,Pmmm-R X-bad[ g tdmrd Im Placed at a
mmkem spariq 15 O.C. m tin W. b
1m of a [nadnimtt of 2W hnbam oath
XRami rdamto 84'9-inejuedm
91 for any addUaN kmW
mbML
ROOF LOADING SCHEDULE
TCLL = 20 PSF
TCDL ea 7 PSF
BCLL = • PSF
BCDL 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
WIND SPD/TYPE= 160
ENCLOSED
BLDG EXPOSURE - C
USAGE —RESIDENTIAL CAT D
HIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRPPERIA
FBC 2020
TPI 2014
T—s rnrbr dcsign Sc connector platen
are dc�i d for ASCE 7-18 and madmaar
forces from both components and claddings
aad main wind (ores resisting systems.
• These tru— have been revi-od to cam an
additional ION psfuonco unt bottom cbunl live
Ined.m:
FLOOR LOADING SCHEDULI
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REAMONS AND UIPLUM
ARE SHOWN ON ENGINEERING
WALL KEY
® 0
DFSCRIPMON Mr. DATE
. iM momw 4
w �r swim [n vam W MM—
a Loa C w[t 7Q 4
tar M Rr ry vam W 7nru
US my WM4
[m LM rm vrm
[n to W a,"
[m asrtowtorLena Yrre ua i7srn
ten MTDO [taM Disamt tAil. taa
LOAD/ DEBC FnON MIT. DATE
m [ss [n wn
Ma [r rot Mi9AtraQ .ix e/arni
An IpAm M3 Wr 7aM
a liA mt anus
WCARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G. N W.
WINTER HAVEN FLORIDA 33880
PHONE. (BaO) 959-8806
FAX. 263) 294-2488
BUILDER D.R. HORTON STATKWEDE
PROJECTCREEE9IDE
MODEL 1828/CALT/4EBB
CCA PROJ/MODEL/ALT
7A5/ 320/182EC.E
ALT DESC
OTC 3453 TRINITY CDR
LOT 2 BLOCK
DESIGNER
PAGE
RES
1
3
30 17SCALE
§334496L
1 4 "=1'
.J
er ENGINEERING PACKAGE ;b
RECEIVED
Builder: IPR HORTON / STATEWIDE APR �®
021
C�Te CountProject: 7A5/320 CREEKS IDE Y►mutiny
Model/Building: 182EC,E`��
Lot Alt:
Lot: 2 Block: Unit:
f
Address:��
.................... _................... ........................................._..................................
.......... r -=
JobNumber: N334496
..................................................._........................_................... _.
Revision Date: New Load #: RI.02-M Mµ^ mm mmm^m
Reviewed for Code CARPENTER CONTRACTORS OF AMERICA, INC
Compliance 3900 AVENUE G. N.W.
Universal Engineering Sciences WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ti
ALPINE
March 1-3,.-20.19 AN [TWCMIPANY
Mr. Bob: Michaelis
Carpenter 'Cci.6trAct6i�'cif- Am6ridc;i.,: Inc:.
3900 Avenue 0, Northwest
aht6t Hafvt-n,,FL 33880-6201
Re- Alternative. ins't6116tions.. for 6 single ply carried truss with a width less t . ha*.n the. hanger width,
wood. .blocking . . .,ta achieve full design load:v46 for face-mouhfod . .'hgnger'.a
tta6hi-o6ntbh.*a,one ply
.supporting girder (Reference Mail WA37,02)...
Dear Bob,:
For ta'single ply carried truss with a width less than the hanger. width you can irist4l);p.prefabricated jack
scab truss: (Ifor woQd..filler Upokiogi.. The chord sizes;;-6h'wd..grpOes, and -Alpirfe:-;06.Tlhectbr.pi6f6(S) . to
be the. same as the single truss. Prefabric"atedjack - truss. have a.. minimum
length of 46" and will. have -a. m..Jnjrn�um -.plt6-.h-Iof:511.2.... The single ply- carriab.d. 'truss shal] have :a reaction of
3,500# or Attach prefabricated. . ja6k!scab:truss. mith.two. (2-) rows of 0.128 . "X1W _'GUn Nails a . t2"
O;G. per rows staggered �" See Figure 1 below)_ Please refer to the TPson Strong: -Tie Catalog. C-C
2Ql9.page 2l6:.5-igqrp:.3"formore information;
RgUre-1
Fora sing,16- ply-'.glfder'that requires wood blocking to,adhiOve:Aill design load Value for face -mounted
hangers -attach one wood. block to the back face of single :ply girder with the same size. and
.— . ..-. . ... 4. ... ..;: , ;*'-.- .... ... _Y
grade.as the bottorn.-chord ,ofthe single ply girder. The wood block 166Oth to 46§Udh #'the"wbod
bloqking.-,extends to each adjacent;
panelpanelpoints ;(Wbbs':.Afid bottom chord intersections):.
rsect! Attach wood
block l 'With two."(2) rows -of 0.128..x.3..Q` dun Na"ils per .row,staggered: 3.0"applied to the
675o'Forum Drive Suite 305,.b.rian.d.ci.FL. 32*82.1--(Opg).6,21-9706'-.' 6j.422-8685
www.alp1neitw.,com
ALPINE
■
.ANITACOMMW
single ply -girder fbcp; -with an additional (20) 0. 12Wx3'VO" 'Gun,Na''! -each, panel . ppi . rit I appl . le `to the,
tsa� .. . d
wood.b' s
look.fabe (See FigurW2 below). Please tbf6r'to th6.Bir�iptbh Strohg-T.ie:06tailog C-*G 201 9j
-page 216, Fio.&61'for thdrd: iriftiftnatiod.
1=gure Z�'
..... ......... ... .... .. . ....... -1 .... '...' ... ....... ..................... . .... ..... ... _ ...... . .. ... ... . ....... .. .. .. .... ......... .. . .. ...... ... .. .. - ....... .. ............ ...... ..... ... ........... ..............
The -applidation of prdfabriibiated jack scald truss f6r-Wij.od fill ier'blocking:oe wood .blocking *" to achieve fUll.
design load value for fac&-mounted hangers must be approved by thehardware manufacturer:
All edge -and end: distances, and'*spacing * for . -all nail connections must be suffici6nttb'O'revdht-spIittihg of
..'Wood.,
If I can.be, of any further.assist.ance, or if you have any: questio.n.s,'piease7gJYe -me a cal . I
H,
STATE
Villiam H... Krick- P.E.. % A
Chief Engineer
C6m 1: Pa
ny
Alpine .an..
Erfgineering.QOpaf merit
Odandoi FL
6750 F6rUm; DdV6.- SO it6.'-306',;Orlan'd6,. FL $282.1 - (00G)521 -9790 - (863) 422- - 8685
WW.W piopitwx
. _. !A:. .. . Pm
i,
ALPINE
MITWCOIAPMY
April 261,2019-
Mr. Bob Michaelis
Carpenter Contmidtors of Athericia, Inc.
3900 Avenue 0i Northwest
Wintet Htiv6n, FL 33866-620 1:
Dear. Bob,.
.R6'- Stro*nObabk bddgihg. 6hfbd.truste$.
I understand -there is some. concern over our recommendations f6r.*strdhgback- bridging on. roof trusses:
5frongback bridging r N�Sj-�TR! 2.014.nor is�it, are uirementof the ging for roof t usses is not. a requireMent 9.fA. q
Building Component ;Safety, Information - .(BC.51, But, str.oripback. bridging- 66 roof trusses is
reronwdeo - by C6rppM& OLAm'Or q: :5tr6n"gb6dk b(idgihg.,se'rv'e*s*'.thp-..follpwiqg Iwo,
functions:
One, Orip, bridging aligns the bottom chords after they are- set so.. they .are uniform along the ceiling
I in 6 and h6lps.'with'ceiling serviceability
T-woi bridging reduces tdativ6 Mlectibn of. adjabehttfussdis:,
Strongback bridgAng.doe'sw ftot-prbVent or r6duc6oveftfll indiVidual deflection, especially -any roof trusses.
than1(4!inch:..... -. . ........... ..... ... . . .. . . .. .... .... ...... --------- . .... ..... ..... .. . ......... .. ....... ............. .. ........ .. .. .
Sir bridging p trusses serve s t permanent bracing land is not
rong0a* Odd in i roof. does not se .a emobrairy.6e 06�.'Im'An
intended to .distribute. or share design loads: between Trusses. Consequently, node ido loads 'have:
.been accounted for With this. detail and doritimiUbUs- s'troh'gback'.bn'idgihd 'thdUld not :be :attached b6tweien
common and : :girder trusses-. The. use :of strongback bridging shall not. Interfere with other- design
gi.
considerations as specified fidd:by(116 EngihebJ*0.f Record or the Build . ing: Des! . gn,6r.
The outer ends oi'the 8iroogoapkb(idgin shall be att9ched.-Io a wall or another secure end. -rest nt--Or
.9 rai
as specified:.by the Engineer e r' of Record 6r.thd Bu'ildinq.D6sjjd&r.
..
Sfr6fidbdck- bridging shall. be a. minimum :of 2X6 horbihat iumbdr. oriented with the depth vertical:. Attach
With (3..) 1'6d -.common nails 'Mj6Z!x3,.,.5" at each intersecting I rhemb& . '. -When extending the-
:strongbatk bridging overlap by -at. a.minimpm -of two t . rusges. The JocaPon: of fhe.- strongbaick, - bridging
maybe: specified :byAhe-*Truss Manufacturer,. Engineer of * R6dord, or Building Designer: -Please referto-
BCSl "StrangbaCking PTpviI ions" or toA..
in': 8TRMOR.1.014 deWl for more. information. The. grqphidshower (FidUm,1) isfbrgenerid AustrdtivepUrpose only.
6750 F.6ru.m Drive:8 . uite 305, Qr%ndo, FL 328211- (800).521-0790.'- (863). 422-8685
ALPINE.
I N v -u..- Lf L_ k- n L L_ k.114 . I :. '.) )
Figurej,
If I. -can bb of any fUdhbt assistance' or'ifyou have: any quesfions, ple.ase;'give..me a Call.
Willi6tm.-H—Knek- O.E.
W
Phief'Ep '
.. pLff
Alpirle an ITW:cp..Mpany
Engineering "Deoairtmient
-OiI6n.do-.FL. V8 2.1.
6750 . Forum Drive Sulte.395, Grl6n.d6,. FL 32821' - (800). 521-9.790 - (893)422=8685'
AN rTW(X)?AN
jW3.RW*nU&8
SUIQ 200
..19WW Wghts. Mo 63043
STRONGBACK :BRIDGING
BUTT S7RONGBACK
BRIDGING TOGETHER
SCAB WITHJ0d;BDVGUN
41 0' Zi 1 6. NA.X.S.*]W.g ROWSAT
D.C.
SCAB NDT'Ei :IN LIEU OF: SPLICING AS* SHOWN,
LAP`VRDHGBACK`9RIDGING MEMBERS
F13k:AT'LEAST UNE TRUSV;,SPACING
S.T.-RONGBACK BRIDGING. SPLICE DETAIL
i-b's
ATIVL.S
W
lob
RECOMMENDATIONS
:0-All scabron blocks
ks shall, be: -cx. minimum-i&4 ..
1.stress. grqqecl .lumber;'
P-All -strqn.gback bridging and bracingshb:tt be::a
minimum 2X6 'stress:,- 'g!.74-61e.'O lum
ioi- The put -pose of strongback :16rid6ft to
i6a:c( sharing kid, trusses,:
develop 6 etween'. IncIv. Lta, �t
r?suttlr)o II '4n :bv6r4tl .1h&&6.sg- In, -the
s -ti system,
-�Pness�.:of- -the. floor s.yst -2x6
strongback brldglng; Po's(-tIoh0d- As. -.shib.ylh In
details, 'IS recommended at 10' Kmax.)
I . 1—Th& t,orms. 'b.ir.619109" 'and :110-racing' :are sometimes
mistakenly' use&-Interchangeabty..."Broitjrjg`Is. -'ar.1
fmpqrtontl structural reqUlrehen-t of .any floor
or roof' -system, Refer to -the: Truss. Desigh
1Jrq;*Inq (TDD) f or, -the.,brQc1nb rLequVdiments 'for
each InidIVIdUOLL truss component, 'BrIbIgIng...
particUtarly* 'strongbpq*W;.b.rIdIg!t?q.'
rec6mmehdotJoh for 'a' truss system -t.o. help
c*ont,-r.'o't.,vlbr-o,L-tlor'.)'., In: addition; tbaId1rg..;In the:
clistrlb.Utlon of point' loads beUieeei adjacent
'truss, reduce
-strongba'tok loridging. serves-t �
NG.,
aTs
la pd�o
14 D*iW
r- *W
bounce. Or rest,dual vlbr.qti.bh. resulting, from
q -
moving point. I-oacisi:such as. foQ-tst:eps1
The. Performance of all floor systems are
enhanced 'by. the. Irit ' ;taltatibh of -str6n'@6CJ!tk
br1olgin and -there'Forel strongly
. b si recommended
by Alpine,
For adclliion6.1.
jnfdf1m0:t[6h regarding strongback
bk-lclolng, refL i., t.`0 . .B . CST Guilding Component
SaOety, Information).
No, 708.61, '21
ETA F
LL PSF
;DL ?SF
PSF
c
L
`rXD, PSF
ti FAC,, 1.00,
1 11
m
hl: -.5MPR'X.f4P-
•"DED SHORING
REN -7-C.-amm.-E
D ."TAIL
.. ...... ..........
-OF C.QNS", Put A IF m:i0itl M*X�E TAI 'WP-l'df,lT.Nf3i- RE
TRW
T U
-THA5 R"0001 dVIR- "-'g BE PLACE .4009 Mcs. R�orl
QONCINT,
RA L*O'A*O*.,Q'.'VE'-TO';*U'PPt;-.-
A 0E` R."'Cffiq N iq:' .-MAXIMP
etnmF T-PSA fg, OVIT9
it IL:V•AST 2-TRUSS: S..-'
At- lk, �o AND:
SZE -APPROPRTA �R NUB, im . -PLATEX
-OTHER DATA Ndt"SH-0-M
Bull-dinL,b, Wtteiawm�
c - - N0, RA: ERIAL ANQ LAElqp,:
-TID. IMOVS. TIM's
W WPU5 TO - 0-�
-py;Nip 6 :945"roij.'. Ai
-it k. - �J'
AMER 6
WA
'I 4 N
is A-0
'SCALE'
E.,
:UAW tit
Af
ibroh
.- Re- dllli t a
A
Cracked o.r Broken
This drawing specifies repairs for a truss with broken chord
or web member.
This design Is valid only for single ply trusses with 2x4 or
2x6 broken members, No More than one break per chord panel
and no more than two breaks per truss are allowed,
Contact the truss manufacturer for any repairs that do not
comply with this de -tall.
(B) o: Damaged area, 12' max length of damaged section
(L) = Minimum nailing distance on each side of damaged area (B)
(S) = Two 2x4 or, two 2x6 side members, snore size, grade, and f
species as damaged member. Applyy one scab per face,
Minimum side member length(s) = (2)(L) + (B)
Scab member length (S) must be within the broken panel,
Nall Into 2x4 members using two (2) rows at 4' o.c,, rows staggered
Nall Into 2x6 members using three (3) rows at 4' o,c„ rows No gger,"Led,
Nail using 10d box or gun nails (0.1281x3', min) Into each side member;
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade 01 and MSR grade 1650f.
This repair detail may be used for broken connector plate at
mid -panel splices.
This repair detail may not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tie-in loads.
S.
L L
41 OC
--iTyplcal
+ 0 + o + o + 0
o + o + o + o +
Stagger
Back Face loci Box (0.128'bb x 3', min) Nallsi
o = Front Face 2x6 Member
- Trlplee Row Stagoerei
Nail Spacing Detail
"VARNINGI■n READ AND nXt.9V ALL NOTES ON T.
■wW ORTANTwW FUPASH THIS DRAVM TO ALL CDATRACTCH 11
Trusts requi^r cNtrrne care In fabrlcatlna hwAkv,
sNpgk? nc4
/ollENt■opeorCtnoro'Avl
wroiZpIoripirfnlnphose fucti�tWers AMU Pr noted othe»let, top chord shall have Properly attached strt
�. shall !have a properly at a0hral W ael��,,pp,, Locations shorn for per
ALSP
chap have bracing Installed per SCSI seckfas 33. S7 or ]1D, as vppuc
oftruss and position os shorn above and on the Joint Drtait, wles
Re►er to drorinps 16OA-Z for standard platy positions,
Alp!», a dNlalen of ITV luldln conPanrnts Orouupp Inc. AWL not be
AN 1TW ODMPANY this droning, any fallurr to blilel'the buss In Conlorn=rt With ANSI,
hstallatlon 6• adng of trusses.
A seal'm this drovYp or Cover pope geeing ihls almolro. lndcaies
Ie,glaes rrgwnslWky soWY fee lino s.slpn sywrti The adtabllty
193eeLakehonloAw ter Cny s>rmturs Is iM rraPone>pAkY of iix DJWtg Dssfpntr per
Each cfly. Ma DD0v5 ►or Wort Infarnaikn see this Job's general notes ppapCr
ALPINE] rrt.al neltw,eanf TPI, vre.tplrrt,orgl SDCk rww,sbelndus
Mernber-i Repair Detall
Load Duration = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Member'.
Size
L
SPF-C
HF
DF-L
SYP
Web Onty '
2x4
12,
620#
635#
730#
B004
Web Only
2x4
18'
975#
1055#
1295#
14150
Web or Chord
2x4
24
975#
1055#
1495#
1745#
Web or Cilord
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
30
1910#
19600
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
361
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
439541
4500#
5225#
5725#
Web or Chord
2x4
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
6660#
Nlnlnun
L Dlctnner
8
HlNnun 8 pp
L Dlctaflee
Y,nY,
O THE INSTALLERS,
nd bradno. Refer to and
TPI and Step for safety
oororyy �brselap per 70SL
sheatiWnp and button efbord
lateral restraint or re s
hPdY Plates to each face '
dd ,.oiMrvlse.
or faforanY gde pie Fran
once of professlonel '
or of tWa drarinp
i 1 Seca.
we web rites! SPACING 2�C,�
u ICG Wrrkcsafd.orD
REF MEMBER REPAIR
DATE 10/01/14
DRWG REPCHRD1014
t J
BOARD
axi)
Purnns .1i;OiAl "d '
;tleapAM4
.jetwAir
7WID.
.twf.,4
of Md nikij_uOwArds ItIlduptybI160thtft 191WPurlin with a
mint Aum-cfa-ad YAM rOffio
Wing;applies tO'V&IIOYS WM.1110:
less
-maximum MoAq'tq,'bf holght; ;,.feet
PX4.4t ICFJNa. G. TRWS-
JII I(f l TRUSE LIN DER VALLEY FRAMING
V 'ALLEEY RA -OR R(DOE
,
H qrJpPleb,.4'-V`Idr-30 PSf J:rL)'ajid 26 pof (T.DJ Max.
SPRi�Wlfiwcrlp e wStamn j f"Odwtiloysbr-Sloopers,
6&d4cihaterlpo(efoe3tlogs are
staggeree]'behvee„n rows,_
or
-VAk LEI.
-v fILA' R
A'A"%M*Aon+1
by-,Qihcm)
ace f1d&'61"rafter,
trqfnplls are
ripploo.181 between.
Aadral widWo is,.*160LLSari,
at&.
ills
d.e,*dlred.tly 3. cilpolo.,to,;Ao
thing
4.
Mftd?It6r.jwo.2x6 sleepers. 416dtoe�
4'1:6d td&
td&.'
.6. .:Fa4ige:bohrckti3 roof bltjck 4 16d toe -
'RE' .7. 4 3.6d. tkt-
.10. Truss,td;0100i.
..xi. 'Tron'to 40 416.0.M7
AREUSED) r,6lltkrbi2aM 4 16c[Iot-
COMMbff NAILS
4 fo" 10, 1- V, loki
Ise
Wa
'
ad :3b 40 54 1?,t, r fiA
q!dW*oIrrI=, rr= WAVM M U 4-TALLM
-:bb kr TC DL lt ZO 7 DATE 10191M
• wtcUcei PMw. -;d P.4, .4 .4
ihawtwii �Ac J�L .0 0 0 DRWG VACNV-1801.0:15
4.51*mil4w abd'ia.�
UP
;(wo �Wftil6d.. *.b, 11 '
.6h1t, hat , , =, . a 4 0: j. ��jk 'at; r . . �. rem.! 1 -8TATE. OF
Wrgwi P, .' "0114� 't- f
6
.0W Ir wxi—d FAAtc POS
rg =,. a .0 0 0
F. Tor Syr I—P.—• &W,-z �r,*, d 0F50 47 Fj I
LQ4 %
bC SVM.17,�Lfq e_.'
'&f &LU "o 1b,'" 4,01, .4
Z
� V-2=. .
f211Iy0 Irw, .. .. =�
o4M
ABOVE
.76
U)
O
U
O
C
C
O
U
L
(D
.O
..1
O
CL
E
O
U
Simp. ... I •
. Face -Mount Hangers - I -Joists, Glulam and SCL �" 4
_.... .........................................._............... ..... _........._....__........_._......_......... ..................... ,1
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
91
&I
IUS2.56/16
21/2 x 16 MIU2.56/16
U314
HU316 / HUC316
"(100}
(115) (125)
(100),
(115) "(
(125}
• -
25/a
16
2
Min.
(14) 0.148 x 3
-
70
1,660
1,805 1,305
1,425
1,555
i 1,555
Max.
(16) 0.148 x 3
-
70
1,805
1,805 1,805
1,555
' 555
1,555
• -
29/16
157/e
21/2
-
(24) 0.162 x 31/z
(2) 0.148 x 11/2
230
3,455
3,920 4,045
2,970
3,370
1.3,480
• ✓
29/16
101h
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 1 Yz"
1 970
1,945
2,205 2,375
1,675
1,895
2,045
• ✓
29A6
141/a
21h
-
(20) 0.162 x 31/2
(8) 0.148 x 11h
11,515
2,975
3,360 i 3,610
2,565
2,895
3,110
IBC,
FL,
-2gfia;
171a'L
2?%z'
-
''(2&) 0162 x 31/z`
(2)' 0.148 x 1'/z `
. 230.`3;745
4,045 4,045'1
3,220
3 480
; 3,480'
LA
2112. x 20 MIU2.56/20 • - 29/,a 1 197/a 21/2 -1 (28) 0.162 x 31/z (2) 0.148 x 1 Yz 1 230 14,030 14,06014,060 13,46513,495 13,495
2Yz x 22 ,
to'26 ° 'MIU2 56/20 + . ✓ "2iia 397/,a' 2Yz °- {28) 4162 x 3Yz (2) 01;48 x 1 Yz 230 4 Q30 4,060 4 06D' 3 465 3 495" 3,495
E
29/,a x 91/4 29/16" wide joists use the same hangers as 21/z" wide joists and have the same bads.
to 26
-'
r1UL1U-L /FnUI�L IU-4
v
-J Y8
O'71ar:
LY2_IViGX:
(r0)U.IOL XJY2.:
I.V)..U.IYO XJ
":,1 «AS
'L'OOV;
O:OGV,I O,LJVs
G,JVJ
[„OV:J-(,L,OVV
IBC,
MIU3.12/11.
-
31/a
111/a
21/2
-
(20) 0.162 x 31/2
(2) 0.148 x 11/2
3,135 3,135
2,475
2,695
2,695
FL,
3 x 117/s
HU212°2'[HUC24k-2_ _'.._
"
*- ✓"'
31/s
109/6
21/z
Max:
-(22) 0162 x3'!z
'"-(1Q) 0.148 x 3
3,275
3,695 3;970
2;3
LA
`HU3.25/12-JHUC3.25112
• "
3?74
' 11'/a:
21h
=
„ (24) 0762 x31h,'
(12) 0;1,48 x3
d_23O2,880
3,570;
4,030 4,335
3675"�
3,470"3,735
HU3:25J16 /
HUC325f.6
13iYi6
21h
Min
,(20) 0y$2 x 31h
. • (8j 0.148 x 3
2,975°
3,3601 3 610
2,560
2,8903'/4
Max.
(26)0:�62x31h'--
: (12)"0148X3
3,870
4,365'14695
3;330
3,755?4,040.
3'la glulam
~HUCQ210-2 SDS, ,, _
!
3?/4,
9. (,
3 _
-
(12)?/a"',x 21/z"SDS
(6),1/4" x 21h," SDS
2 a/-y
4,-,Ja
4,31a; � �1�
.i j>(i0
,3 ?1#�
,3,7'0
FL
IGUS3.25110
•°
311a�'�
�9%
4
="
"(46)Q�62x31/a
"(16)0.162X':31/2
4095;
9100
9,10.01_,9,109
7,$2b,
7,825
7,825_.
IBC,
=HGUS3,25112 ""
3✓a:
105la
4
' -
" (56)✓0162 x 3'h ,
" (20) 0.162'x 31h'
S 040
9,400
9,400' 9,460
`$ 085j
8,085
8,085
FL
LGU3i25 SDS
• '
= '
31/ ,
"8°to 30
4Yz
'-
(16)1/i' x 21/sf"SD5
(12)'h''x 21/i' SDS`,
5;555"
6;Z20
I:,'',iii; 7,3i
4,840
-5,2('ss
( 5,265'
HHUS46
-
3%
51/8
3
-
(14) 0.162 x 31/2
(6) 0.162 x 3Yz
1,320
2,785
3,155 13,405
2,395
2,715
2,930
31/2 x 4
HGUS46
-
35/8
0a
4
-
(20) 0.162 x 31h
(8) 0.162 x 31/z
2,155
4,360
4,885 15,230
3,750
4,200
4,500
HUS48 " '
•`'•
-
3+a
&'�5as _
26-
`{6)'Of162 x-3'l. -
. (6) O.t62 x"3Yz'.
1,3.
1,595
1,815;11,960
1,365
1,555
1,680
IUS3.56/9.5
-
35/s
91/2
1 2
1 -
(10) 0.148 x 3
-
70
11,185
11,345! 1,455
1,020
11,160
1,250
MIU3.56/9
• -
39/,a
81$4e
21/2
-
(16) 0.162 x 31/2
(2) 0.148 x 11/z
210
2,305
2,615 j 2,820
1,980
2,245
2,425
U410
• •
✓
3a/%
8z/a
2
-
(14) 0.162 x 31/2
(6) 0.148 x 3
970
2,015
2,285 2,465
1,735
1,965
2,120
HUS410
-
39/,a
81M.
2
-
(8) 0.162 x 31/2
(8) 0.162 x 31h
2,990
2,125
2,42012,615
1,820
2,070
i 2,240
HHUS410
• •
-
35/8
9
3
-
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,565
5,635
6,380 6,445
4,845
5,486
5,545
3Yz x 9Yz
HU410/HUC410
✓
3a/,a
85/a
21/2
-
(36) 0.162 x 31/2
1 (12) 0.162 x 31/z
3,235
7,460
7,460 j 7,460
6,415
6,415
6,415
HUC0410-SDS
• •
-
39/ia
9
3
-
(12) 114" x 21/2" SDS
(6)1/4" x 21/2" SDS
2,265
4,500
4,500 4,500
3,240
3,240
3,240
HGUS410
• •
-
35/a
91A6
4
-
(46) 0.162 x 31/2.
(16) 0.162 x 31/2
4,095
9,100
9,100 9,100
7,825
7,825
7,825
IBC,
LGU3.63-SDS
-
35/a
8 to 30
41/z
-
(16)1/4" x 21/z" SDS
(12)114" x 21/2" SDS
5,555
6,720
6,72016,720
4,840
14,840
4,840
LA
MGU3.63-SDS
-
3%
91/4 to 30
41/z
-
(24)1/4" x 21/2" SDS
(16)114" x 21/2" SDS
7,260
9,450
9,4501
6,805
16,805
6,805
< MGU3.63=S1
H6U3.63-S[
46 See footnotes on p.150.
Simpson Strong -Tie® Wood Construction Connectors
SIMPSON
Adjustable Truss Hangers
rC'`��EBt 0 This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a cornbination'of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table.
Finish: Galvanized. Some products available in ZMAX® coating.
L_ See Corrosion Information, pp. 13-15.
0
v Installation:
•. Use all specified fasteners:, see General Notes.
C
C The following installation methods may be used:
U
y Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
1= Install top and face nails according to the table. Top nails shall
"O not be within 1/4" from the edge of the top -flange members. For
- the THA29, nails used for joistz attachrnent must be driven at an
a angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
.the joist.
• Face -Mount (Min:) Installation — Install face nails according
to the table, with at least half, of the required fasteners in the top
half of the header..Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist: The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the.header.
• Face -Mount (Max:) Installation — Install face nails according to
the table. Not all. nail holes in the straps will be filled except for the
following models: THA29; THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
3%" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
Double -
Shear
Nailing
Top View
Double -Shear
Nailing
Side View;
Do not
bend tab
13/4 for
THAG422
for
422-2
426-2
THAC422
Face nails Top nails
per table per table
13/i typical
21h' for THA422-2
and THA426-2
THA418
Double4x2—
Use full table value
Single 4x2—�
See
nailer tablet`'
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
Dome Double -Shear
N..,, ;
Nailing Side View
(Available on
M
some models)
2 face nails
(total)
4 top nails
(total)
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
lypl ,ai --
Top Flange Installation
er to
tnote 5
p.187
86
Simpson Strong -Tie® Wood Construction Connectors
THA/THAC
Adjustable Truss Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
W,
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation 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-fange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear naiing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
18
Simpson Strong -Ties Wood Construction Connectors
Face -Mount Joist Hangers
2G��1�ERF� This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
v>b
4 .... ........... .........................._.._..........................................................
The dOLlble-shear hanger series, ranging from tl ie light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innavattve double -shear nailing that distributes the toad through
hAjo 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 ZMAXO coating. See Corrosion Information, pp.•13-15.
Installation:
• Use all specified. fasteners;. see General Notes.
• Nails most be driven at an angle through the joist or truss
into the headerto achieve the table loads.
---` .'��No�-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
U
Z
Z
Z .
d
O
w
Z
a
m
Z
0
m
N
Q
W
N
'U
U
9
Double -Shear
Nailing
Top Vew
'. > Double -Shear Nailing
Side View
i Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
s , Ay-✓
some models) .
1' for 2x's
11A6" for 4Xs
o
m•? a z
m;
t H
4
LUS28
HHUS210-2
W
A—
LTA MUS28
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
Simpson Strong -Ties' Wood Construction Connectors
Face -Mount Joist Hangers (cont.)---
SS.
SS
Single 2x Sizes
MUS26 41tie 18 1 9A6 53/ie 2 (6) 0.148 x 3 (6) 0.148 x 3
HUS26 45/ie 16 i 15/s 53/e 3 (14) 0.162 x 3'/z (6) 0.162 x 31/z
MUS28 I 65Ae 18 i 19/ie 613ie. 1 2 (8) 0.148 x 3 (8)01, x 3
HUS28 6'/z 16 15/a 7 3 (22) 0.162 x 3Yz (8) 0.162 x 3'h
HGUS28 69/ie 12 15/a 71/e 5 (36) 0.162 x 3'/z (12) 0.162 x 31/2
1. See table below for allowable loads.
These products are available with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
t with Strong -Driven SD Connector screws.
See pp. 335-337 for more information.
LUS26
1,165
865
1 990
1 1,070
1,355
1 1,165
935
1 1,070
1,150
1 1,475
865
635
1 725
785
1,000
IBC, FL,
M0926
93 "-
"' 1,295
_< _
1480`
_
1;560
1064,;'
.. 9�0 ,
=1,405 '
1;560
4, 0
'1560
51 .'
'' 955'
1,,090";
LA
HUS26
1,320
2,735
3,095
3,235
3,235
1,320
2,960
3,280
3,280
3,280
1,150
2,350
2,660
21780
2,780
1`16US2s
8% ;
4850':
}" 5,110
5 390 .':`
t5t _
7,4,690
5,220 ;
-5,390
5;390
7ES0, .
�'3,225 .
3,610.
.; 3,876-.
,3,985 '
IBC, FL
LUS28
1,165
1,100
1260
1,350
1725
1165
1,195
1,360
1465
1,730
865
810
925
1,000
1,270
MUS28``r
1;32fi
173Q
,�1,975='_
2,125 ',
-22t,5,
r 132 ,'°
t875a
'r2,135.'
21.255'
°22,6
,,1,75L'
,- 1,270
'.1,455
p1,57,5
,1,
IBC,
LA
HUS28
1,76D
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
°H6US28, ,
1,Ei50
1,275r_
'"7,275;,"
; 7,275
7275
` 1 653
7,275
7,275
7,N5
7275„
1; z
3;6r'-D
3,820 "
3,915
, 4,250
IBC,`FL
LUS210
1,165
1,335
1,530
1,640
2,690
1,165
1,450
1,655
1,775
21270
8651
985
1,215
IBC,FL.
HUS21Q ,
,?;ia3 ,
5,450
r8
_
?,r5:;
5,a95
5,7d0
,
,
2,22Q
92,3-1J2,455
.1,120
2,53
LA
HGUS210
2,090
9:100
9,100
9, 00
9,100
2,090
9,100
91"0
IBC; FL
1. For dimensions and fastener information, see table above. See table footnotes on p. 195_
HHUS/HGUS
See Hanger Options information on pp. 98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45'
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
_ • The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square out 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
Acute
side
opmIly angle
Top View HHUS Hanger
Skewed Right
(joist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
*94
Simpson Strong-Tie9 Wood Construction Connectors
LUS/MUS/HUS/HHUS/HGUS
f i �
.......... _................................................ _....................................._................._.._........__.._..-_._......................_.................._._........._..._.......___..........._......................_......................._...........__._........................................................................................................................._.._.._. ?
These productsareavailable with For stainless Many of these products are approved for installation - - - - - -
additional corrosion protection. ED steel fasteners, Q with Strong -Drive° SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
SS
r
k;J'
I
Double 2x Sizes
HHUS26-2
1 4-516
14
3-A6
5-A
3
1 (14) 0.162 x 31h
(6) 0.162 x 31/2
1,320
2,830
3,190
3,415
4,250
1,135
2,435
2,745
2,935
3,655
HGUS26-2
4s/e
12
35AG I
57/,e
4
(20) 0.162 x 31/2
(8) 0.162 x 3'h
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170
4,445
4,795
L11S28 2
4sha..
;=18 ,
; 3i/a�:
7
2
(6):0.162 x 3"Iz
(4) Oil 62,X 3'/2 '
rt,
1s315 =
1,490:
�1;610
�'I;
2,03,0
910,
;1,130
1,280
1;385
,1,745,;
IBC, FL,
!nn\AIan .; o1/
'`iON nic7 717_,
i"'^flop
Ala C.'A
4TA
C<1CR
n4l1
TCTC
'�a7n
A14C
AAQf.
"n 1AC.
LA
HGUS282 ,Gz 6ati's ;!„12
A6,
M6
4'
(36)0:962x31z
(12) 0.162
3, 35
7,460
.7,460,
7460
.7,460
$780
�6,415
,6,415
6,415"
'6,415
LUS210-2 06
18
31/s
9
2
(8) 0.162 x 31/2
(6) 0.162 x 31/2
1,445
1,830
2,075
2,245
2,830
11,245
1,575
1,785
1,930
2,435
HHUS210-2 83/e
14
35/i6
87/8
3
(30) 0.162 x 31/z
(10) 0.162 x 31/2
3,55.0
5,705
6,435
61485
6:4855
3,335
4,905
5,340
5,060
5,190
HGUS210-2 89A76
12
35/ie
PA.
4
(46) 0.162 x 31/z
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
1 9,100
3,520
7,460
7,825
7,825
7,825
Triple 2x Sizes
HGUS26 3 '_
4*6'
' 12
4's/i
51h "
4 .
(20) 0;762"x"31/z'
' (8) 0.1 62 x 31h
',2,155
4.340
4,850
5170'
5,K511,855,
3,730
4,170
4,445
4,79_ -
IBC, FL,
HGUS28=3 ,
613A.,
-12
' "A'6
71/e`.
4
(36)0:162x3Yi
(12)0.162k31h
3,235
7460'!
7,460"
7460
:7,460
2780
$,415
6,415.
6,415
6,415
LA
HHUS210-3
83/6
14
417/16
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
HGUS210-3
81/ie
12
415Ae
91/4
4
(46) 0.162 x 31/z
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
HGUS212-3'
1_`105ii"
r2'
:4"t5ffg
10?la..¢
'(56) 0162 x31h.
-(20) D:162 x 31h
`',U
d, r4
040
il
9,0
±f14J_'t
fiS0
- i,3&7a
LA
HGUS2143'-
125/s_
12
415A,c,123/a
4
(66)0.162x3!h,,(22)0162x31h"
5,695
16,Ui1
,'
10,12510.125
4,900,
8,190
8,190
1. 8,190'8,190
Quadruple 2x Sizes
HGUS26=4 ''
5'h;
`;12
'61fc�
�53s
Q
(20)0.162x3112.
',8)0.162Y31/z
2,155
'.4;340',4,850
5;170
5;575
1,855
'3,730
4,170
4,445
4,795
IBC, FL,
HGUS28-4
71/4
12
69AG
73/ie
4
(36) 0.162 x 31/2
(12) 0.162 x 31/2
3,235
7,460
7,460
1 7,460
17,460
2,780
6,415
6,415
6,415
6,415
LA
HHUS210-4
8%
14
61A6
87/6
1 3
(30) 0.162 x 31h
(10) 0.162 x 31/2
3,405
5,630
6,375
1 6,485
6,485
2,930
1 4,840
5,485
5,575
5,575
FL
IBC, FL,
LA
4x Sizes
�� -LtJS46 _ 4:W J 18 J, 39A 04 ,'2 °(4j 0.162 x 31z =�4) 0:162'X 31h € 8U 1030 1170 1285 '1;5> �a 10.1 885,.) "1' j,05 1-1;09b I T.,370' 1 IBC, FL l
f urt ICAO <.-1 A] 17L: A. _aq- b4L- I`/ovn IGn-o1/- I nICC A bAT-'I A 461 .C•.17t1 .G.G7r I 14CG'l '�7'?n 1,AT7n I A A'AC I A 76r
451i6 :
14
35/a
5 i4-
3(14},O.162
x31h
� (6),,0.162 X314'
2,880'
3,190"
3415
A,250
1135
2,435
2, 45
2,935
3,655
43/a
18
31A6
63/4
2
(6) 0.162 x 31h
(4) 0.162 x 31h
1,060
1,315
1,490
1,610
2,030
910
1,130
1,280
1,385
1,745
IBC, F
61/6
14
31A6
7
2
(6) 0.162 x 31/2
(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
61/2
14
3%
7Ye
3
(22) 0.162 x 31/2
(8) 0.162 x 31h
1,760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
6346
12
3%
71/,6
4
(36) 0.162 x 31/2
(12) 0.162 x-31h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
HGUS412 110 6 1 12 13SA1107161 4 (56) 0.162 x 31/z (20) 0.162 x 31/z 5,695 9,045 9,045 9,045 9,045 4.n00 7;78U 7,780 7 780 7,780
HGUS414 1 11346 12 3% Mi6 4 (66) 0.162 x 31/z (22) 0.162 x 31/z 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190
Double 4x Sizes
IBC, FL,
LA
FL
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 ANSI/TPI 1-2014. Simpson Strong-Tiee Connector Selector° software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21/2" nails in the header
and 0.162' x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11/2" nails in the header and 0.148' x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
19
Simpson Strong -Ties" Wood Construction Connectors SIMPSON
V)
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/a". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to'/z" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is Ma" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
w
Finish: Galvanized
L
0
Installation:
O
Use all specified fasteners; see General Notes
0
Can be installed filling round holes only, or filling
round and triangle holes for maximum values
rn
See alternate installation for applications
3
using the HTU26 on a 2x4 carrying member or
H
HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
0.
HTU may be skewed 'up to 67'/29. 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-DriveP
SD Connector screws. See.pp. 335-337 for more information.
13i
HTU26
HTU Installation for
Standard Allowable Loads
(for'/2" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
2x Sizes
HTU28 (Min.) 37/a 1-/a 71fi6 3'/z (26) 0.162 x 3'/z (14) 0.148 x 1'/z 1 1,235 13,820 13,895
HTU28 (Max.) 7'/4 15/a 7'tia 31h (26) 0.162 x 3'/2 (26) 0.148 x 1'/z 1 2,020 13,820 1 4,315
Double 2x Sizes
HTU28-2 (Min.) 37/a 35/a 1 71f 6 3Yz (26) 0.162 x 3'/z (14) 0.148 x 3 11,530
HTU28-2 (Max.) 7'/4 35/ia I 71ti6 31h (26) 0.162 x 3'/2 (26) 0.148 x 3 13,485
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
IrJJ7•`, L,DJV,;. `lQi7 cT:cAPin J�`#JV..' IBC,
1,060 2,865 2,920 2,920 2,920 FL,
1,735 3,285 3,710 4,005 4.675 LA
4,310 4,310 1,315 12,865 3,235 3,235 1 3,235 I13C,
FL,
4,655 5,825 2,995 13,285 3 710.. ='4,OJ5 , : 5'r'iuI LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 'A" and'h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
96
Simpson Strong -Tie® Wood Construction Connectors
Face -Mount Truss Hanger (cont.) ,
f Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation lable for 2x4 and 2xb Larrvinq Member
HTU26 (Min.)
37/a
1 (2) 2x4
(1 D) 0.162 x 3%
(14) 0.148 x 1 %
925
1 1,470
1 1,660 1
1,7910
1,875
795
1 1,265
1,430
1,540
1,615
HTU26 (Max.)
51/z
(2) 2x4
(10) 0.162 x 3lh
(20) 0.148 x 11/2
1,240
1,470
1,660
1,790
2,220
1065
1,265
1,430
1,540
1,910
IBC
HTU28. Max. '
-. Y:% r
2 2x6;
(20) 0.162 x 31/z
26) Q.1g8 x.i 1/z
1,970`
.2 940
U, 20
3,58£1
3 905
1695 ,
2,530
1�55
3;U8(J'
3 3¢0 -
FL, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 112".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
Ulmenslons (ins fasteners (ln } DF/SP Allowable Loads SPF/HF Allowable L'oetls
el Heel - Ci
Car m"Carved Uplift Floor Snow Roof Wipd Upift Floor Snow Roof Vilind R
Height W H B rY 9
Member Member (160} (100) (115) (125) (160)" (160) (100) "(115) ; (125� (160)
Single 2x Sizes
3Yz ' 15/a'.'.<57/a i 31h (20)0.162x31h' (11)0.148k;t;'/z 6 0' .2i9 2,u 5 2.325 2395 1 545 510, j,f%5 A 1,5.+s E,5i0'
HTU28 (Min.)
37/a
15/a
711A6
31/z
(26) 0.162 x 31h (14) 0.148 x 1'/z
1,110
3,770
3,770
3,770
3,770
955
2,825
2,825
2,825
2,825
FL,
HTU28 (Max.)
71/4
15/a
71/1a
31/2
(26) 0.162 x 31/z (26) 0.148 x 1112
1,920
3,820
4,315
4,655
5,015
1,695
2,865
3,235
3,490
3,765
LA
HTU21l (Min:)
,
� %Mci:
31
`(32) 0(10148 x 11:
3
3,6003'600;07.
,700
700•:
2;700
700?/a
HTU21Q (Max.)-, ,
` 91%a
J S/a ;
91fe
3?/z
"(32) 0162 x.31Jz (32) 0148 x 11h.
; 3 255
, 4,705
�; 5,020
5,020
" 5,020'
2,800
,530'
3,765
3,765"
,3,765
Double 2x Sizes
HTU262(Min.);":
3'/a
3 a
r57/1a
31/z;
(20)0.162x31h
(1.4)'0148x3
1,515,
2,940
-3; %E,.-3,500,
3,500:
1,305"
2,205
2,205
2;205
2,205"
HTU26-2 (M2X:)``
, 51h`
3 a
5Ja'
31h
(20} 0.162 x3'h
;(20)-014$ x 3
`
1 910 :
, 2;940
3. u,
3,500
3,500
:1,645
2,205
2,2651
.2,205
.2,205 ..
HTU28-2 (Min.)
37/a
35/16
7 A6
31/z
(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
TV%
17%
31/z
(26) 0.162 x 31/z
(26) 0.148 x 3
3,035
3,820
4,315
4,655
5.520
2,610
2,865
3,235
3,490
4' 40
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/e° and V, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z° nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Simpson Strong -Ties Wood Construction Connectors
0
z
}
z
a
0
0
w
c�
z
0
cc
0
a
co
0
m
N
0
m
0
N
U
0
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 load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16" at 100% of the table load. Specify as an 'X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete, and l/4" x 23/4` Titen 2
sere,ws (Model i fN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lurnber or aA,/P sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete 0/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/1s"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/6'-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
3/i6" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/1e" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/e" is required as shown in Figure 1 for full uplift load.
• Llfhere no uplift load is repaired, a minimum end distance
of 1 ?/2` is permitted.
.Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
Mal ►AEC
Figure 1 — HUG410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
G
23
H"U/HUC/HSUR/L
Medium -Duty Face -Mount Hangers- (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
rModel,
No.
Fasteners
Cin.)
SAllowatileloads
GFCMU
(DF/SP)
Concrete
Standard
Concealed
GFCMU
Then®2
Concrete
Titen".2
Joist
Uplift:,',
(160)"
Down_
(100/125)
Uplift
(160)
'Down
(100/125)
HU26
HU26X
(4)1/4 x 23/4
(4) 1/4 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
HU28X `
(6) 1/4x 23/4 "
(6) �!4 z-13/4
(4} 0.14$ x 11/2
545
` `.1,50i}
60
2 40Q ''
HU24-2
HUC24-2
(4)1/4 x 23/4
(4) 1A x 13/a
(2) 0.148 x 3
380
1,000
380
1 1,545
HU26 2 (Mm)
HUC26 2
�� (8)1/4"X 23/a
($).1/a X 13/4 ' ,�
(4) 0.14$ x 3°
`76D
2 000 �,
76,0
: 3,200'-
HU26 2 (Max) �'
HUC26 2
"(12)11a x 23/a '
f {12)1/4°x 1a/a
(6) Q.ia8 z'3
1,135 "
3,000 'r `"
1,135
2 950:
HU26-3 (Min.)
HUC26-3 (Min.)
(8)1/4 x 23/4
(8) IA x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)114 x 23/4
(12)114 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
H1.128-2 (Min.) ;
HUC28=2 (Mm)
(10) 1/4 x 23/a
"(10)114 x;13/4
" " (4) 0.148-x-3 _� -
76Q
21500
760
" 3,725 .'.
HU28 2 (Max.} ,"
HUC28;2 (Max)
(14)114 x 23/a
(j4) Ya x'13/a
{6j 0.148 x3
1135
" 3;500 ,
1,135
z4 920=
HU210
HU21 OX
(8) 1/4 x 23/4
(8)1/a x 13/4
(4) 0.148 x 11h
545
2,000
760
2,415
HU210 2 (Min) _-
HUC210=2 (h9in.}. '
{14j l x 23/a "
" (14)1/q x 13/a6)
0:148 X 3
„° ; 1735 : „
3,50D
1,135
4 920
HU210-2 (Max.),
HOC210 2 (Max) ,
(18)yb x 23/4
," {18)1/4 X 13/a
(10) 0148 x 3
1800 .
4 50D`j
1,800
--5 085
HU210-3 (Min.)
HUC210-3 (Min.)
(14)114 x 23/4
(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 23/a
(18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212
HU212X'
(10} �I4 x 23/4
;',` (10)1/a X:`I 3/a "
'. (6) 0148 X 11h
1 135
2 50D, `;
1,185
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/4 x 23/4
(16)1A x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22)1/4 x 23/4
(22)114 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU2123 (Mm.) �"
NUC212-3 I Pin.) ;
(16)11a x 23%4
(16)1la X;13/a
(6) 0.148.x7135
4;606
1,135
4,920.
1iU212-3 (Maxi;
H[7C212 3 (Max.}.
(22)1!a x 23/a
a (22) Ala z131a
{10).148 X 31$00"
"
"� 5 085;,' ";
11$00�5,fl8b"
HU214
HU214X
(12)114 x 23/4
(12)1/4 x 13/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
HU214-2,(Min)
HUC214 2 (Mina_
(18}?/a x 2314
1 3
(18) /4x 1 /4
x
". (8) 0.148x'3'
1515
4,500'
"
° 1,515 "-',
5"085
HU214=2 (Max.} .�
HUC214 2 (Max.} , ;
(24} ?%a x 2314
{2A) Ja�xl3l4
(12) 0148; 3 '
"' 2 413
5 v085
2;015
5 Q85 n?
HU214-3 (Min.)
HUG214-3 (Min.)
(18)114 x 23/4
(18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
-(24)1/4 x 23/4
(24)114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216,
HU216X - =
{1$)?/ax23/a �;
(18)'1/4"x13/a -
' ;(8)0148x.11h' `
1515°•
'2;820
1�515
�2,920
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/4 x 23/4
(20)1/4 x 11/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26)1/4 x 23/4
(26)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216-3 (Min.),-,
. HUC216=3 (Mini.)
{20).'/4 x 23/a °
`' (20).?/4 x i 3/a
"" 08 ,'91148 x+3
1,515 ""
"- 4 920
1,515 - "
4,6
HU216i3 (Max)
HUC216 3'(Max) ; q
(26) 4/4 x 23/4 "e
(26}1/4 xa 3/e
"" 12) 0:14$,x 3
2;015 "
5,085, "�
2,015
y5;085_,
HU7 (Min.)
(Not available)
(12)1/4 x 23/4
(12)1/4 x 13/4
(4) 0.148 x 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16)1/4 x 23/4
(16)1/4 x 13/4
(8) 0.148 x 11/2
1,085
3,485
1,085
3,485
HU9 (Min)"
(Not available) _
. �(18)'1✓4 x 23/,
.-{18)'/dX 13/4 r"{6)
0:148 X (1h
1 135„
" 3,230'.
y ,1,fi35
3 230 _
HU9 (Max)
(Not available) ., -"
,, (24) ✓a x 23/a :
.
� � (24) y4 x �13/4
410),0,148 0 M
,1445
;� 3 73�".
1,4.45
-3,735, - _
HU11 (Min.)
(Not available)
(22)1/4 x 23/4
(2 2) 1/4 x 13/4
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(30)1/4 x 23/4
(30)114 x 13/4
(10) 0.148 x 11/2
1,445
3,735
1,445
3,735
HC114 (Min.)
{Nohavailabl " .
(28)"'%a x 23 /4
1515
HU14,(MaX.j
{Not -available)
(36)114 x 23/4 „
„, (36)1/4 x`13l< "
' (14) 0148 x 11/2
2,615,
',245 -
. 2 015
4 245.
U
}Z
Z
a
0
0
w
0
z
0
F
z
0
a
rn
0
0
m
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0
38
STAGGER JOINTS - TYF'� 5/SKIRAISED HEEL ROOF TRUSSES
S LAN
UPLIFT/SHEAR ANG
EACH TRUSS - SEE
PLAN
Fm
1�ea�i�am
B/5KI f'
NOTE: ADD'L FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARINGfA■
SCALE, NTS 5KI
ROOF SHEATHING- SEE F
SOFFIT/FASCIA- SEE ARCH.
RAISED HEEL ROOF TRUSSES
-SEE PLAN
W N
F'
RIBBON BOARD -
SEE SCHEDULE
FOR SPACING a
IBBON BOARD- SEE
FASTENING TO LOU N
CHEDULE FOR SPACING t
TRUSSES
45TENING TO TRUSSES
WALL SHEATHING -BEE PLAN —
MIN.=
15/32' COX PLYWOOD OR r
l/16' 055 WITH 8d GUN NAILS
(0.131' X 2 1/2') 6 6' 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
MASONRY WALL -
INTO END GRAIN OF ROOF TRUSS
BOTTOM CHORD
SEE PLAN
RAISED HEEL TRUSS BEARING E3
•
SCALE: NTS SKI
RIBBON SGHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
vult=165 MPH
(2)12d GUN (0.131' X 37
(vasXP. MPH)
2X4 5PF"2
24'
TO EACH TRUSS, (4)
E
EXP. B,
NAILS AT JOINTS
ENCLOSED
vult=180 MPH
€
(2) 12d GUN (0.131' X 31)
(Vaed=139 MPH)
2*4 SPF02
16,
TO EACH TRUSS, (4)
EXP. C,
NAILS AT JOINTS
ENCLOSED
SHEET TITLE:
.—DE—OR
RM]EOHEELROOFIRU ES
SHEET INFORMATION:
]dllld
DMISSUM: 11-16
REVIEWED UY
SK.1
j.dnuary 1,0',.2Y20'
Carpenter C.anCractor of Arnerea, Inc:.
39 0 Avenue G; NW
winter Haven; FL33880=620,1
Dqar.'M . att
lfha(s come
to my attentionI ."'that'some auesd'onswere raised concerning 5,/8,,' - '. diameterholes ,driled ihf u the: -chords ;'fWWide Faced of y
s s4�Z gable end trusses zlbt
ffire�ad*e'd fbds If th,ese.,gable,ends!a.reover continuous -support
-
w ' with 0014coAdly
ldrifted about tl?e:centerhneof the. hide -- -- -
face. nodpoe,lhan 4zo CwthMitdAmagingaty conn or ver e0q then
u by bf J Ano ddadditionalnalrepair" piru8��OhVS t8i,","210etl A6 6�a' h
foa.d,,
If you have any qu'e-s-ti6n- s"..please give mleacdll..
Yt
6750.'Fbrum.bqypj 5pit3'05� Orlando, FL 3282I
(OQQ) Rl -971 863 422L,8685
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a No.86367
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ALPINE
AN ITW COMPANY
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
Twz doOrmt tm bo" eloctonk* sOwd'
ands d uft a t Sout". Pdr*sd
t s wWxPA an origkW signdws mist bo
d v t tfis w►itili W IstscraMc- wrs&rn.
Alpine, an. ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www,alpineitw.corn
Site tnform60orr:
<Pa a 1:
_
Customer. Car entef Contractors of America
Job Number N334496
Job Description., 7A5/320 ,182EC,E ,RI01 i 18287CALIi4EBB ELEV:CIE
Address:
Jab "En ineer=in Criteria.
Design Code: FBC 7th Ed. 2020 Res inteffiVfEW Version; 20.02.00A
JRefA 1X31-89750071
Wind Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pso 37.00
Building Type: Closed
This package contains general notes pages, 24 truss drawing(s) and 4 detail(s).
16in
Drawyng Tiiartrbei
Truss,
1
069.21.1302,22141
Al
3
069.21.1302.21811
A2
5
069.21.1302,22172
A4
7
069.21.1302.21233
A6
9
069.21.1302.22203
A8
1.1
069.21.1302.21312
A10
13
069.21.1302.21874
A14G
15
069.21.1302.21672
A13
17
069.21.1302.21390
A16
19
069.21.1302.21593
C1GE
21
069.21.1316,28811
CJ5
23
069.21,1302.22233
CJ1
25 1
A16015ENC160118
27 1
VAL180160118
ltetn
drawr[ng NUmtaef "
Truss
2
069.21.1302.22109
Al A
4
069.21.1302.21281
A3
6
069.21.1302.21327
A5
8
069.21.1302.21704
A7
10
069.21.1302.22061
A9
12
069.21,1302.21733
Al2
14
069.21.1302.22030
All
16
069.21.1302.22265
A15
18
069.21.1302.21358
81GE'
20
069.21.1302.2.1624•
EJ7
22
069.21.1302.21468
CJ3
24
069.21,1302.21610
HJ7
26
GBLLETIN01'18
28
VALTN160118
Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 1:51:40 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/deft = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user. specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1.
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN:249564! COMN Ply: 1
FROM: RWM Qty: 11
Job Number: N334496
,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
Truss Label: Al
12' 11 " 15 19,101, 2 6' 8" 1
6'10"8 6'10"1 6'101
5X5
E
L1' � 10'
r10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
39'8"
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
9'10"
29'8"
Cust: R 8975 JRef:1X3L89750071 T10
DrwN o: 069.21.1302.22141
SSB / YK 03/10/2021
33'69 + 39'8"
6'10"8 6-17
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.222 K 999 360
VERT(CL): 0.385 K 999 240
HORZ(LL): 0.081 J - -
HORZ(TL): 0.140 J
Creep Factor: 2.0
Max TC CSI: 0.617
Max BC CSI: 0.882
Max Web CSI: 0.457
VIEW Ver: 20.02.00A.1020.20
1�gjjIIe9tiliPorO
CEtVS
o" N0, 86367 m
0 0��
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STATE OF
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is
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8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1711 /- /- /961 /309 /444
H 1711 /- /- /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1490 - 3155 E - F 1130 - 2029
C - D 1366 - 2875 F - G 1366 - 2875
D - E 1130 - 2029 G - H 1490 - 3155
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2759 -1207 K - J 2278 - 858
L - K 2278 - 879 J- H 2759 -1186
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 541 -134 K - F 530 - 745
D - K 530 - 745 F - J 541 -134
E - K 1362 - 605
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing4 of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional enp�sneering responsibility solely -for the design shown. The suitability and use of this
drawing for any sQructure is the responsibility of the Building Designer per ANSI/TPl 1 Sec.2. Suite 305
or more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249588 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T25 /
FROM: RWM Qty: 1 , A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22109
Truss Label: A1A SSB / WHK 03/10/2021
T112 13' 1T1"12_i_ 19'10'i 23'8" 31'8"14 39'8"
1112 T 5'0"1�4'1" 2 2.8"4� 3'10" 8'0"14 + T11"2 -I
=5X5
F
39'8"
4'8"11 2'0' 6"" I 8'0"11
8'1"9 12'10"4 14'1 r 23'8" 31'8"11
1T
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and.(2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
+ Bottom Chord section between vertcials may
Abe removed.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.280 P 999 360
VERT(CL): 0.522 P 905 240
HORZ(LL): 0.120 K - -
HORZ(TL): 0.225 K
Creep Factor: 2.0
Max TC CSi: 0.790
Max BC CSI: 0.859
Max Web CSI: 0.964
Ver: 20.02.00A.1020.20
,gwoif 111/pirFPO
i WAA- y`..a
4 �I
o No. $6367 a
9 p as
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OR1Da-
S ®a000
® d0 1N11A 111O
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1555 !- /- /960 /309 /444
1 1555 /- /- /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.2
1 Brg Width = 8.0 Min Req = 2.2
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1413 - 2747 F - G 1409 - 2067
C - D 1715 - 3278 G - H 1217 - 2103
D - E 1437 - 2551 H - 1 1424 - 2775
E - F 1565 - 2527
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2374 -1111 L - K 2401 -1108
Q - M 2867 -1216 K - 1 2404 -1107
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
508 - 838
M - F
1684
- 892
C - Q
637 -122
M - L
1745
- 573
S - Q
2530 -1181
F - L
559
-464
Q - D
744 - 323
L - G
450
- 365
D - M
533 - 912
L - H
477
- 691
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
"'WARNING"` READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310,
as applica6 e. Applgy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. refer to
drawings 160A-Z for standard plate positrons. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page
listing this drawing: indicates acceptance of professional engineering responsib!litX solely -for the design shown. The suitability and use ofg is
ALPINE
AN"COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
more information see these web sites: Alpine: aloineitw.com: TPI:
SEQN: 249589 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:lX3L89750071 T9 !
FROM: RWM Qty: 1 ,7A51320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21811
Truss Label: A2 SSB / WHK 03/10/2021
6-1 "7
6'1 "7
12'6"15 19,
6'5"8 6'5"1
�1' 10,
10,
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph _
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2ff%min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
a 5X5 -- 5X5
E F
39'8"
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
2711 33'6"9 3.n
651 6'S"8 61"7
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.172 L 999 360
VERT(CL): 0.321 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K -
Creep Factor: 2.0
Max TC CSI: 0.480
Max BC CSI: 0.747
Max Web CSI: 0.625
Ver: 20.02.00A.1020.20
��9r`I�fYllIY11111�P
A
N0.86367e
�® STATE OF n
10' � Y1
L,
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1556 /- 1- /963 /310 1427
1 1556 /- /- /963 /310 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
I Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1542 - 2800 F - G 1182 - -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - 1 1542 - 2800
E - F 1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1262 L - K 2030 - 937
M - L 2030 - 957 K - 1 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 508 -119 L - F 548 - 356
D - L 521 - 683 L - G 521 - 683
E - L 548 - 356 G - K 508 -119
®e s/
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have �ropedr-attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or 610,
as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCCWANV
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin4 of trusses_ A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this
drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
for more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821
SEQN: 249590 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRefAX3L89750071 T22 /
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALIMEBB ELEV.C/E DrwNo: 069.21.1302.21281
Truss Label: A3 SSB / WHK 03/10/2021
6'1"7
6'1 "7
12'0"15 18'01 21'7"1
5'11"9 1 511"2 37"14
� 10
10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 It
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
,5X5 =5X5
E F
39'8"
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
2771 33'6"9
5'11"2 5'119 6'177
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.171 L 999 360
VERT(CL): 0.319 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.124 K
Creep Factor: 2.0
Max TC CSI: 0.408
Max BC CSI: 0.748
Max Web CSI: 0.485
Ver: 20.02.00A.1020.20
`wlIq It IIItffrff
Igo, 86367
� e
o a +�v
® STATE OF o zi
10, 1'
39'8.1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1556 /- /- /965 /312 /407
1 1556 /- /- /965 /312 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
I Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C - 1608 -2796 - F - G 1252 -1794
C - D 1497 - 2523 G - H 1498 - 2523
D - E 1252 -1794 H - 1 1609 - 2796
E - F 1245 -1635
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2439 -1329 L - K 2064 -1027
M - L 2064 -1048 K - I 2439 -1308
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 495 -106 L - F 523 - 300
D - L 497 - 674 L - G 497 - 674
E - L 523 - 300 G - K 495 -106
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary _
bracing per-BCSI. Unless noted otherwise, top chord shall have pproper) -attached structural sheathing and bottom chord shall have a properly
attached r1 id ceiling Locations shown for permanent lateral restraint otiYwebs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. f efer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not. be respponsible for any deviation from this drawing, any failure to build the ANMCOW-
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover paTe 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSIrr 11 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2495911 HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef.'1X3L89750071 T8 /
FROM: RWM Qty: 1 ,7A5l320 ,1,2EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22172
Truss Label: A4 SSB / WHK 03/10/2021
7'1014 17' 22'8"
7' 10"14 9' 1 "2 68"
�1_+ 10
10,
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CL'R
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=5X5 =5X5
D E
39'8"
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
3_ 7 1 39'8"
9' 1 "2 T10"14
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.149 J 999 360
VERT(CL): 0.279 J 999 240
HORZ(LL): 0.060 1 - -
HORZ(TL): 0.112 1
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.755
Max Web CSI: 0.989
VIEW Ver: 20.02.00A.1020.20
,�1IIIItIIIpfft
�`pNH WAk ®'��,
a
AAA
i
i" so
No.86367 m
co
®� STATE OFeTty�
10, 1
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1552 /- /- /965 /318 /386
G 1552 !- /- /965 /318 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have.forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
D - E 1352 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1373 J - 1 1695 - 842
K - J 1695 - 863 I - G 2393 -1352
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 498 - 448 E - 1 770 - 435
K - D 770 - 435 1 - F 498 - 448
sd��Ie`s�ONaAo It���
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
"*WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _
as applicable. Apply plates to each face. otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE�
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANR COMPANY
truss in conformance with ANSI/ PI 1, or for handling, .shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive — -
drawing listing this drawing indicates acceptance of professional engsneering responsibility solely -for the design shown. The suitability and use ofg is
drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305
or more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 249592 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T24 /
FROM: RWM city:
1 ,7A! 320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21327
Truss Label: A5 SSB / WHK 03/10/2021
6'17 16'0"1 237'15
6'1"7 91101,10 77'14
1' 10.
i' r 10,
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/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
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;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
:6X6 i2z 6X6
D E
39'8"
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
33'6"9 39'8"
91101,10 6'11
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.156 J 999 360
VERT(CL): 0.292 J 999 240
HORZ(LL): 0.064 1 - -
HORZ(TL): 0.119 1
Creep Factor: 2.0
Max TC CSI: 0.799
Max BC CSI: 0.745
Max Web CSI: 0.485
EW Ver: 20.02.00A.1020.20
QNW ®d� WAk Pf, ®ae®o�eoa�"� dpP
d
CEN8
No. 86367
o n
®" STATE OF
10' 1
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 A /- /964 7713 /366
G 1556 /- /- /964 1713 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1841 - 2852 E - F 1665 - 2513
C - D 1665 - 2513 F - G 1841 - 2852
D - E 1456 -1829
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2505 -1555 J - 1 1780 - 984
K - J 1780 -1005 1 - G 2505 -1535
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C-K 511 -469 E - 1 617 -249
K - D 617 - 248 1 - F 512 - 469
WO,,T 6
if, S Q � v P10r*4_111�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
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 Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOWANY
truss in conformance withANSIf PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawin indicates acceptance of professional en sneering responsibility solely or the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249593 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:1X31_89750071 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.21233
Truss Label: A6
SSB / WHK 03/10/2021
7'10"14 15' 24'8" 31'9"2 3918"
7' 10"14 7' 1 "2 7' 1 "2 7'10"14
=6X6 =6X6
D T3 E
12
6 5CX5 \5X5
o_
i0
W eo
W1
B G
A
22 H
4X6(A2) = 5X5 = 5X5 =5X5 = 4X6(A2)
39'8"
10' 9'10" 9.10" 10, 1'
10' 19,10" 29,8" t' 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- A /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- A /962 /328 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.115 1 Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 g q =
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
- B - C 1607 - 2729 E - F 1827 - 2537
Lumber
C - D 1826 -2538 F - G 1807 -2729
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110
member design. K - J 1847 -1131 I - G 2363 -1462
Wind loading based on both gable and hip roof types.
,q`>lt11�1i��1�/��r Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
,.%- , �fAk
®®e p of�p� C - K 394 - 358 E - 1 628 - 300
AA K-D 628 I-F
-300 394 -358
d No. 86367
STATE OF ® A`--
Q
��:Q4ddb�lll
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information,
by TPI and SBCA) for safPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a
properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicable. App�y plates to each face. of truss and as shown above and on the Join Details, unless noted otherwise. Refer to
position
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
-ALPINE
Alpine, a division of ITW Build in/$ Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI l� PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawn or cover page
listing this drawintq indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of Phis 6750 Forum Drive
drawing for any s ructure is the responsibility of the Building -Designer per ANSVTFI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249594 / HIPS
Ply: 1
Job Number: N334496
: R 8975 JRef:1X3L89750071 T23 /
FROM: RWM
Qly: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALIAEBB ELEV.C/E
rD-No: 069.21.1302.21704
Truss Label: A7
/ WHK 03/10/2021
6'1"7 14'01 19'10" 25'7"15 33'6"9 39'8"
i
6'1"7 T10"10 T 5'9"15 5'9"15 7'10"10 6'1"7
,5X5 1112X4 =5X5
D E F
T2
12 T4
6 F,-,-W
5X5
v 'C5 G
W3 m
r`
B H
t
A
a k41 I I I I
4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
39,8„
1' _ 10' 9'10" 9'10" 10,
+1'�
10' 19110" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 B 1556 /- /- /958 /715 /325
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 A /- /958 /715 /-
EXP: C Kzt: NA
Des Ld. 37.00 HORZ(TL): 0.121 J Wind reactions based on MWFRS
Mean Height: 15.00 ft
B Br Width NCBCLL: 10.00 Building Code: Creep Factor: 2.0 g = 8.0 Min Req = 1.8
TCDL: psf
5.2 H Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 g q =
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.748 Bearings B & H are a rigid surface.
MWFRS Parallel Dist: h/2 to h Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.434
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): I Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1975 -2822 E- F 1780 -2112
C-D 1821 -2515 F-G 1821 -2515
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1; D - E 1780 -2112 G - H 1975 -2822
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - L 2470 -1666 K - J 1912 -1210
member design. L - K 1912 -1231 J - H 2470 -1645
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
�pz Webs Tens.Comp. Webs
Tens. Comp.
lQ
®e * v er �f. peps C - L 439 - 395 F - J 556 -182
J - G 439 395
®�*1k �q;� �v �10
E - K 440 -281
e No.86367 100
Q 49
STATE OF
q�
4-1 ® .�
pR10� ®�
04
, /0� �
- ®ei�ouettt�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI
and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly -attached structural sheathing and bottom chord shall have
a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
as App�y to face
applicabgle. pplates each of truss and position as shown above and on.1he Join i Details, unless noted otherwise. ffefer to
drawings 160A-Z for standard -plate Refer to General Notes for information.
positions: jobs page additional
ALPINE
Alpine, a division of ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the pN RW COMVANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates -for
acceptance of professional enc Lineenng responsibility solely the -design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer ANSI/TPI 1 Sec.2. Suite 305
per
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustry.com• ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 2495951 HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef: 1X3L89750071 T6 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 f 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.22203
Truss Label: A8
SSB ! WHK 03/10/2021
6'9"4 13' 19,10" 26'8" 32'10"12 39'8"
6'9"4 6'2"12 6'10" 6'10" 6'2"12 6'9"4
5X5 III2X4 =5X5
D E F
12
6 �2X4 W2 G2X4
r� C G
o t2
m W3
B H
A
M3 I �8'8"
4X6(A2) -5X5 -5X8 =5X5=4X6(A2)
39'8"
�1'J 10' 9'10" 9'10" 10, 1'
10' 19,10" i 29'8.. + 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 f716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 /716 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J - - Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.6
TCDL: 4.2 psf
H Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 g q =
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are i rigid surface.
MWFRS Parallel Dist: h/2 to h Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687
Members not listed have forces less than
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): I Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
B - C 2014 - 2780 E - F 1973 - 2289
Lumber
C - D 1925 -2523 F - G 1925 -2523
Top chord: 2x4 SP #2 N; D - E 1973 -2289 G - H 2O14 -2780
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323
member design. L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
09►pP� Maximum Web Forces Per Ply (Ibs)
®®g,,wl41fA(1��f
�H�Y pe,, Webs Tens.Comp. Webs Tens. Comp.
pAk/t
`��►Y�-•%���'�<� L-D 535 -183 F-J 535 -183
����4®���
® ,a D - K 425 -401 J - G 381 -339
m g No 86367 E-K 585 -391
m
�
o 0 STATE OF ® 4V
�t
®0
U 0®90�
p°A++d
, I0N Al
!
• FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
—WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety to these functions. Installers temporary
practices prior performing shall provide
bracing per BCSI. Unless noted otherwise; top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. Applgy plates to each face of truss and position as -shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE
Alpine, a division of ITW BuildinlctComponents Group Inc. shall not,be-responsible for any deviation from this drawing, any failure to build the ANMCO-AW
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin trusses. A this drawingor
of seal on cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
drawing for Fos
any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249596 / HIPS
Ply: 1
r: N334496
Cust: R 8975 JRef:1X3L89750071 T21 !
FROM: RWM
Qty: 1
P,7A,5/3120,b1i82EC,ERI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.22061
l: A9
SSB / WHK 03/10l2021
6'3"4 11 19'10" 27'7"15 33'4"12 39'8"
6'3"4 5'8"12 7'9"15 7'9"15 58"12 6'3"5
5X5 1112X4 = 5X5
D E F
12
6 1�7' '-1-2C4 W i2G
m
v _
W3 m
�
B H
1
A
Ilev,
4X6(A2) __ 5X5 = 5X8 = 5X5 = 4X6(A2)
39'8"
10' 9110.1 9'10" 10, 1'
10' 19,101, 29,8" I 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360 Loc R+ ! R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /947 1717 /284
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 /- /- /947 /717 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.124 J Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 H Brg Width = 8.0 Min Req = 1.8
.
TPI Std: 2014 Max BC CSI: 0.753 Bearings B & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.999
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 2102 -2791 E - F 2189 -2492
C - D 1987 - 2524 F - G 1987 - 2524
Top chord: 2x4 SP #2 N; D - E 2189 -2492 G - H 2103 -2791
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - L 2434 -1769 K - J 2065 -1444
member design. L - K 2065 -1465 J - H 2434 -1748
Wind loading based on both gable and hip roof types.
'`,{{{{9fPPP►/��r/ Maximum Web Forces Per Ply (Ibs)
gOt�a�� rY/�a���d1``�I//ae Webs Tens.Comp. Webs' Tens. Comp.
`�
Z%, pA
**er°aCEN,9`®-«/✓�m�
D-K 539 -53a F-J 498 -118
�'
o • • A E - K 685 - 462
• Nv, 86367
� STATE OF
p ORICAQ- C
-411
* FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
-WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI
and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown -for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face of truss and position as shown above and on the Join f Details,. unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildingq�Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the A-COMPAW
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin44of trusses. A this drawingg
sea! on or cover pa a 675o Forum Drive -
listing this drawing indicates acceptance of professional en ineenng responsibilityry solely -for the design shown. The suitability and use Nis
drawing for is -Designer
any structure the responsibility of the Building per ANSI/TPI 1 Sec.2. Suite 305
or more information -see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: icosafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:249597/ HIPS
Ply: 1
Job Number: N334496
Cust:R8975 JRef:1X3L89750071 T5 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.21312
�SSB
Truss Label: A10
/ WHK 03/10/2021
5'9"4 28'8" 33'10"l2 39'8"
5'9"4 5'2"12 8' 9'8" 5'2"12 5'9"4
5X5 = 5X5 ; 5X5
D E T3 F
12
6 • 2X4 W � 2X4
T
o C (a) (a) G
n W3
n
B H I
A 1-8.8,,
11 1
1-11
=4X6(A2) -5X5 =5X8 -5X5=4X6(A2)
� 39'8"
9'10" 9'10" 10,
10' 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: TOO Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360 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 /718 1264
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.127 J Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: psf
H Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 g q =
5.0
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 2194 - 2804 E - F 2386 - 2693
C - D 2057 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578
be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR 10 k,'j� `P/g Webs Tens.Comp. Webs Tens. Comp.
,`
restraint. substitute (1) scab for (1) CLR and (2) scabs q,
41 9 a • • e 4 r /A L - D 470 - 71 K - F 626 - 612
for (2) CLR'S where shown. Scab reinforcement to be
A�
same size, species, and 80% length of web �� qr p D - K 789 -534 F - J 466 52
grade, 1cE��+ K 789
�e �B E
member. Attach with 0.128x3" gun nails @ 6" oc. �® •�p�r - -534
©G
a No, 86367
Wind
Wind loads based on MWFRS with additional C&C o m
member design. ,., ., ..
Wind loading based on both gable and hip roof types. 'O a • L
STATE 4E Cc/�
01
I¢rJs ®0g C
�I®dt/0E�id811b
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI SBCA) for
and safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have attached bottom have
propery structural sheathing and chord shall a properly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10;-
as Apply to face
applicable. plates each
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
Alpine, a division of ITW Buildingp�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANC CC..NY
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a
listing this drawin .indicates acceptance :of professional engineering responsibilit�yr solely -for the design shown. The suitability and use of this 6750 Forum Drive
drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw,com; TPI: tpinst.org; SBCA: sbcindustry.com; ]CC: iccsafe.orq; AWC: awc.orq Orlando FL, 32821
SEQN: 249598 / HIPS
Ply: 1
b Nmber: N334496
Cust: R 8975 JRefAX3L89750071 T4 /
FROM: RWM
Qry: 1
�7A15,,3u0,182EC,E,RI01 ! 1828/CALI/4EB8 ELEV.ClE
DnvNo: 069.21.1302.21733
uss Label: Al2
SSB / WHK 03/10/2021
9' 17' 30'8" 39'8"
9' 8' 5'8" 8' 9'
.6X6 =5X5 =4X4 =6X6
C T2 D E T3 F
T ,2
6
o (a) W (a)
W5
B G �
1
A
H
4X6(A2) =_6X6 =6X6 =6X6=4X6(A2) 1
39'8"
�1' 10' 9'10" 9'10" 10,
10' 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in I= Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 [720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 A /- /921 /720 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.150 1 - Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 g q =
TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 2250 - 2705 E - F 2239 - 2478
C - D 2238 - 2478 F - G 2250 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629
be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 1- G 2329 -1835
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. \'�oytvjrr�rrMaximum Web Forces Per Ply (Ibs)
Opt
(a) or scab reinforcement may be used in lieu of CLR �0\��y t l (A Webs Tens.Comp. Webs Tens. Comp.
%
restraint. substitute (1) scab for (1) CLR and (2) scabs q4 V� �L 1
i ® 0 o rl �p C - K 718 -428 E - I 944 -834
for (2) CLR'S where shown. Scab reinforcement to be �� e #--
K - D 940 -832 I - F 718 430
same size, species, grade, and 80% length of weber ®� ��' t s d ,0
member. Attach with 0.128x3" gun nails @ 6" oc. • 10.
p�t ®p CC
Wind �e I o. P63 7 a Q
V
m d @ o
Wind loads based on MWFRS with additional C&C
member design. r. "' i "
a •
Wind loading based on both gable and hip roof types." t9a cy �ZC 0� e
A" e� 19 G 6 w
®r��tr °eg��• �
i tl A 4. 4
as/64dl8bllb
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI SBCA) for
and safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply ?fates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCCWY
truss in ANSI 1, for handling,
conformance with or shipping,, installation and bracinQof trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional en meenng responsibili(� solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building�esigner per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:249610/ HIPS
Ply: 1
Job Number: N334496
Cust:R8975 JRef:1X3L89750071 T28 /
FROM: LPM
Qty: 1
7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302,21874
Truss Label: A14G
SSB / WHK 03/10/2021
T 13' 19' 28'4"
32'8"
7, 6' 6' 9'4,
44 T
1116X6 =4X4 =8X10 =H1014
ia26X6
12 C D T2 E T3 F
T4 G
T 6�
�
(a) W
N
(a)
B
H v
1 A
=
K
5X5(A2) -H0510 =4X4 =6X8 1115X5
63 =4X6 =3X6(A1)
28'4"
11'4"
1O'l0"4 5'1"12 4'4"
4'4" 7'
8' 18'10"4 24' 284"
328" 39'8"
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udef! U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph _ Pf: NA Ce: NA VERT(LL): 0.179 D 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240
B 1922 /- A /- /884 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - -
K 4268 A A A /1911 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.091 L - -
Mean Height: 10.51 ft
H 80 /- /- /- /60 /-
NCBCLL: 0.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00 TCDL: psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.846
B Brg Width = 8.0 Min Req = 1.6
.
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785
K Brg Width = 8.0 Min Req = 5.
H Brg Width Min Req 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819
H8.are
Bearings B, K, & H rigid surface.
Loc. from endwall: NA FT/RT:20(0)/10(0)
Bearings B, K, & H require a seat plate.
GCpi: 0.18 Plate Type(s): I
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N;
B - C 1596 - 3565 E - F 169 - 505
T4 2x6 SP SS;
Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N;
C - D 1465 - 3467 F - G 400 -180
Webs: 2x4 SP #3; W6 2x4 SP #2 N;
D - E 1332 -3056 G - H 538 269
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to
Chords Tens.Comp. Chords Tens. Comp.
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"xZY,min.). Restraint material to be supplied
B - N 3126 -1377 L - K 786 -1874
and attached at both ends to a suitable support by i�16f l�li� (/tOr
N - M 3126 -1377 K - J 786 -1874
M L 2986 J H
erection contractor. ed1®11�1� t A I ^
- -1327 - 179 - 399
restraint. substitute (1) reinforcementCLR
scab f be used in ieu f (1) CLR and Q a ��p
Maximum Web Forces Per Ply (Ibs)
(2)cabs m,
for (2) CLR'Swhere shown. Scab reinforcement to be ®� ®� \CE�t+®��' Asa
Webs Tens.Comp. Webs Tens. Comp.
same size, species, grade, and 80% length of web R� 0 �i
member. Attach with 0.128x3" gun nails @ 6" oc. s.� e ® v
C - N 1089 -274 L - F 3047 -1224
.", p
d NO, 8636 7
N - D 440 -430 F - K 2007 -4053
Loading ® b
D - M 568 -883 F - J 1889 -778
M E
#1 hip supports 7-0-0 jacks with no webs. e 0
- 834 - 67 G - J 344 - 528
• A
E - L 1423 - 3051
Wind r 0 STATE E OF ��,c��
0
Wind loads and reactions based MWFRS.
on
Wind loading based on both and hip roof types.
gable ® 9
BSA, b
©exterior
WARNING! This truss is not symmetric, but its S ®s p
erection �moretf�Se
geomet
pfobable Its imperative that this tru smakes
errorbe installed di�Ai►►bede
properly.
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installingand bracing. Refer to and follow the latest edition
Component Safety Information, by TPI SBCA)
of BCSI (Building
and r safety practices prior to performing these functions. Installers shall provide temporary _
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
9Details,
as appliable. Apply Oates to each face of truss and position as shown above and on the Join unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure
truss in ANSI/ PI 1, for handling,
to build the ANMCC-AW
conformance with or shipping,, installation and bracin4 of trusses. A seal on this drawin or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional encLsneering responsibility solely -for the design shown. The suitability and use of This
-Designer
drawing for any s9r'ucture is the responsibility of the Building per ANSVTPI 1 Sec.2.
Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249599 / SPEC Ply: 1
FROM: RWM Qty: 1
5 T,4
r 57"4
Job Number: N334496
,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
Truss Label: All
1O'8" 1TY15 16V'1 237'15
5'0,.12 71 S„2 77„14
Cusl: R8975 JRef:1X3L89750071 T2 /
DrwNo: 069.21.1302.22030
SSB / WHK 03/10/2021
297'15 39.8"
6' 10'0"1
5X5
5X5 =4X4 =5X5 =5X5
D F F r; H
39'8"
10' 9.10" 9'10" 10' 1'
10' + 19,10" 29'8" + 39'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
Des Ld. 37.00
EXP: C Kzt: NA
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE. 18SS
Lumber
Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.0E;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.229 L 999 360
VERT(CL): 0.427 L 999 240
HORZ(LL): 0.076 K - -
HORZ(TL): 0.142 K
Creep Factor: 2.0
Max TC CSI: 0.820
Max BC CSI: 0.802
Max Web CSI: 0.811
Ve r: 20.02.00A.1020.20
-`y��itvaettiiPl)yr
ID
NO. 86367
0
�0 �° STATE OF�o ,
fi
TT
pU2
n
Tlo, 8-8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /932 /716 /257
1 1556 /- /- /930 /718 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 2225 - 2806 F-- G 2509 - 2878
C - D 2062 - 2521 G - H 2O44 - 2305
D - E 1917 - 2214 H - 1 2093 - 2649
E - F 1976 - 2258
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2452 -1880 L - K 2805 - 2204
M - L 2814 - 2230 K - 1 2266 -1674
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 1699 -1345 G - K 774 - 669
M - E 760 - 872 K - H 693 - 431
M - F 856 - 742
,day®Id e�NdADit
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r saty practices prior to performing these functions. Installers shall provide temporary
bracing per SCSI. Unless noted otherwise" top -chord shall have properly attached structural sheathing and bottom chord shall have a properly
attacheU rigid ceiling Locations shown -for permanent lateral restraint of webs -shall have bracing installed per BCSI sections B3, B7 or 610,
as applicable. Apply plates to each face, oT truss and position as shown above and on the Joint Details, unless noted.otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not be -responsible for any deviation from this drawing, any failure to build the AN"COWANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineering-responsibilittyv solely -for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/VPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249600 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X31-89750071 T20 /
FROM: RWM City: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21672
Truss Label: A13 SSB / WHK 03/10/2021
5'7"4 10'8" 13'3"1 217'15 317'15 39.8"
L S'7"4 1 5'0"12 2'7"1 8'4" i' 10' 8'0"1 i
5X5
D
T 12 =5E5 T3 -HOF10 T4 _6G
6 � � 2X4
C TN
n (a) W °
B H v
A 1 11�8,8"
3X6(A1) B1 -3X8 =5X5 N =4X6 =5X5 =3X6(A1)
20'8" 68" 13'4"
�1 10'8" 5'4" 7-10" 7'10" 8' 1
10.8" 16' 23'10" 31'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.043 M 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.080 M 999 240 B 840 !- /- /551 /397 /257
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.017 J - - N* 315 /- /- /159 /140 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.028 J H 585 /- /- /436 /242 A
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS
TCDL: 5.0 psf B Br Width = 8.0 Min Re 1.5
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.957 g q =
N Brg Width = 68.0 Min Req = -
TPI Std: 2014 Max BC CSI: 0.647 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.546 H Brg Width = 8.0 Min Req = 1.5Bearings B, N, & H are a rigid surface.
Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearings B, N, & H require a seat plate.
GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs)
Lumber Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T3 2x4 SP #1; B - C 959 -1265 E - F 645 -628
T4 2x4 SP 2400f-2.OE; C - D 755 -932 F - G 648 -471
Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; D - E 808 -911 G - H 324 611
Webs: 2x4 SP #3; W7 2x4' SP #2 N;
Bracing Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp, Chords Tens. Comp.
be equally spaced. Attach with (2) 8d Box or Gun B - M 1088 -733 K - J 924 213
nails(0.113"x2.5",min.). Restraint material to be supplied M - L 931 -733 J - H 924 -213
and attached at both ends to a suitable support by �110� P��lQ
107
erection contractor. �.� �A! /I e`
(a) or scab reinforcement may be used in lieu of CLR �4�� Q�' e �Ye-r`��p� Maximum
Webs Ten Web
Forces Per Ply
(Ib Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs �4 (� • w p� • • �,I /� p. p.
for (2) CLR'S where shown. Scab reinforcement to be ,® l • `C E � Y (i • �bf A
same size, species, grade, and 80% length of web and •• `, �? fi a• �� C - M 396 -367 L - F 903 565
member. Attach with 0.128x3" gun nails @ 6" oc. o • o ,o D - M 619 -454 F - K 1390 -1254
a` 0 No. 8 31� 7 0 M - E 442 - 299 K - G 854 -1043
Wind n p am E - L 449 -564
Wind loads based on MWFRS with additional C&C 0 ( Q
member design. ® p o
Wind loading based on both gable and hip roof types., °� S I ,ATE otf��fc p-7(�t�/�
�,�0�•� `• �d�Si�Ter�ae
dear+a>le►►�9�°�
NAL
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for saety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, -
as applicable. Appplates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to A LPI N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCONWANV
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracinct of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance ;of professional engineering responsibili((�� solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
or more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249601 ! COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T19 !
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22265
Truss Label: A15 SSB / WHK 03/10/2021
5'74 1OT
15'3"15 23'3"15 31'8"1
32'8" 39'8"
5'7"4 5'0"12
4-7"15 8' 8'4"2
11'15 7'
5X5
D
12
6 n�2X4
T
5X10(SRS)
=5XE4 =HOF10 H
T
C
T3 T4
G
(a)
I
b M
'v
B
I M
A
3X6(A1) -5X8
-5X5 =4X6 =4X4L
=5X5
=3X6(Ai)
21'
5'
13'8"
8' 5' 5' S'8"
8,
8'
16' 21' 26' 31'8"
39'8"
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions
(Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity
Non -Gravity
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.038 O 999 360
Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(CL): 0.072 O 999 240
B 745 /- /-
/497 /341 /276
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.017 K - -
M 1429 /- /-
/726 /654 /-
EXP: C Kzt: NA
Des Ld: 37.00
HORZ(TL): 0.031 K
L 629 /- /-
/238 /218 /-
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: .2 psf
Building Code: Creep Factor: 2.0
1 534 /- /-
/399 /245 /-
Soffit: 0.00 BCDL5
: .0 psf
FBC 7th Ed. 2020 Res. Max TC CSI: 0.701
Wind reactions based on MWFRS
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014 Max BC CSI: 0.635
B Brg Width = 8.0
Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft
Rep Fac: Yes Max Web CSI: 0.703
M Brg Width = 8.0
Brg Width = 8.0
Min Req = 2.0L
Min Req = 1.5
Loc. from endwall: Any
FT/RT:20(0)/10(0)
I Brg Width = 8.0
Min Req = 1.5
GCpi: 0.18
Plate Type(s):
Bearings B, M. L, & I are a rigid surface.
Wind Duration: 1.60
WAVE HS VIEW Ver: 20.02.00A.1020.20
Bearings B, M. L, & I require
a seat plate.
Lumber
Members not listed have
forces less than 375#
Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1;
Maximum Top Chord Forces Per Ply (Ibs)
Bot chord: 2x4 SP #2 N;
Chords Tens.Comp.
Chords Tens. Comp.
Webs: 2x4 SP #3;
B - C 1109 -1100
E - F 800 -732
Bracing
C - D 1003 -901
G - H 766 -618
(a) 1X4 #3SRB or better continuous lateral restraint to
D - E 835 - 674
H - 1 595 - 577
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
Maximum Bot Chord Forces Per Ply (Ibs)
and attached at both ends to a suitable support by
Chords Tens.Comp.
Chords Tens. Comp.
erection contractor.
used in ld CLR
or scab reinforcement orb(1)
restraint.
�
td� �F�
rY A���Fo,,s
B - O 936 - 827
O - N 570 -442
M - L 464 410
L - K 530
substitute (1) scab CLR ane (2)eu scabs cabs
q�N
• �p°l Q �Oo
N - M 598 -426
-367
K - I 451 326
for (2) CLR'S where shown. Scab reinforcement to be
,`00 o e �J�
ENS
same size, species, grade, and 80% length of web
,�� o
member. Attach with 0.128x3" gun nails @ 6" oc.
�' �' m e�
Maximum Web Forces
Per Ply (Ibs)
4 Q N(j, 86367 s
Webs Tens.Comp.
Webs Tens. Comp.
Wind
Wind loads based on MWFRS with additional C&C
w o �� m
C - O 502 -291
O D
M - F 909 732
member design.
® p e e
- 469 - 387
L - G 947 - 898
Wind loading based on both gable and hip roof types.
® v
STATE OF o
E - M 1635 -1574'
•d®°U�f� ON+Ae
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per, BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached r!pid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicab-le. Apply plates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Build inA Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss m conformance with -ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa e - 675o Forum Drive . listing this drawing indicates acceptance of professional en ineering responsibility solely -for the design shown. The suitability and use of [his
drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
or more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249602 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X31-89750071 T18 /
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 ! 1828/CALIAEBB ELEV.C/E DrwNo: 069.21.1302.21390
Truss Label: A16 SSB / WHK 03110/2021
5'7"4 10'8" 17'3"15 23'6" 29'8"1 32'8" 39'8"
5'7"4 5'0"12 6'7"15 6'2"1 62"1 2'11"1 7'
197'15
=5p5 �- T�Pj
12 T 6 —5L5 T
C =8X8 -8X8 a5X10(SRS T
E F G H I J K
o �
B Z AB AE
M T
1 1 A N
Y X W V U T S R Q P O
3X6(A1) =5X5 =5X5 =4X6 II12X4('• =-5X5 =3X6(A1)
=4�4
21' 5' 13'8"
1' 8' 8' 17'15 5' 3'6"5 8' 1'
8' 16' 17' "15 26' 29'6"5
�1
21' 1 31'8'
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.037 Y 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.069 Y 999 240 B 774 /- /- /508 /355 /317
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 O - - U 1323 /- /- /633 /586 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.030 O R 711 /- /- /257 /237 A
/- /-
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
M 531 /381 /247 A
TCDL: 4.2 psf Wind reactions based on MWFRS
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.948
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.636 B Brg Width = 8.0 Min Req = 1.5
Re Fac: Yes Max Web CSI: 0.584 U Brg Width = 8.0 Min Req = 1.
Spacing: 24.0 " C&C Dist a: 3.97 ft P
R Brg Width = 8.0 Min Req = 1.55
Loc. from endwall: Any FT/RT:20(0)/10(0) M Brg Width = 8.0 Min Req = 1.5
GCpi: 0.18 Plate Type(s): Bearings B, U, R. & M are a rigid surface.
Wind Duration: 1.60 WAVE IVIEW Ver: 20.02.00A.1020.20 Bearings B, U, R, & M require a seat plate.
Lumber Members not listed have forces less than 375#
Top chord: 2x4 SP #2 N; Maximum Top Chord Forces Per Ply (Ibs)
Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp.
Webs: 2x4 SP #3;
B-C 1118 -1151 F-G 823 -776
Plating Notes C - D 1027 -960 G - H 834 -791
All plates are 2X4 except as noted. D - E 791 - 722 K - L 681 - 548E - F 823 -777 L - M 628 -571
(**) 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning Maximum Bat Chord Forces Per PI Ibs
requirements. ,gt'1i�1tPi111//�0 Chords Tens.Comp. Chords Tens. Comp.
Wind /�Q� �yA� y�r��v Y-X 978 -830 S-R 584 -491
Wind loads based on MWFRS with additional C&C a �.J ®e a e a 0 ,p ''
member design. a®® ®� ,Cs�d'kf ��� X - W 462 -350 R - Q 424 -356
Wind loading based on both gable and hip roof types. e W - V 462 -350 Q - P 424 -355
�a No 86367 9 1 V-U 462 -350 P-O 424 -356
b ® o U - T 589 - 490 O - M 445 - 354
e c !E Maximum Web Forces Per Ply (Ibs)
TAT ®f o Webs Tens.Comp. Webs Tens. Comp.
eg fi f��9e C - Y 445 - 257 U -AB 611 - 605
P 1 a;® ®.® f Y - D 453 - 285 AB- H 504 - 522
o�o�h i c • d 0 tl t� - Z 1516 -1447 R -AE 930 - 847
A r+A i t� ` Z - U 1536 -1466 AE- K 910 - 826
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for saty practices prior to performing these functions. Installers shall provide temporary _
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attache U ri a ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as apple-abVe. 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 Buildin$Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ARMCO.PAMY
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing -this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Buildings esigner per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249603 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T3 /
FROM: HMT Qty. 1 ,7A51320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21358
Truss Label: B1GE SSB / WHK 03/10/2021
10,8" 21'4"
10'8" 10'8" i
�4'8" 2'�
(TYP) =4X4
F
S�
zo
N
43
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacinq: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
=bxb
21'4"
21'4"
21'4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT:' NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.004 R 999 360
VERT(CL): 0.007 R 999 240
HORZ(LL): 0.005 L - -
HORZ(TL): 0.006 L
Creep Factor: 2.0
Max TC CSI: 0.196
Max BC CSI: 0.164
Max Web CSI: 0.069
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 245 A /- /134 /103 /243
J* 72 A A /35 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
J Brg Width = 248 Min Req = -
Bearings B & B are a rigid surface.
Bearings B & B require a seat plate.
Members not listed have forces less than 375#
,q>,''to�'
� WA
ease e �er
CENS
No. 86367 ®® A
s
STATE (?F
®0N+�jk 0�i
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
PORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover page
listing this drawing indicates acceptance of professional enppsneering responsibilit�yr solelyor 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.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe or • AWC: awc org
ALPINE
ANMCCWV
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249604! GABL Ply: 1 Job Number: N334496 Cusl: Ra975 JRef:1X3La9750071 T1 !
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 18281CALIMEBB ELEV.C/E DrwNo: 069.21.1302.21593
Truss Label: C1GE SSB / WHK 03/1012021
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
Soacinc: 24.0 "
Lumber
r5' 2' --1
(TYP)
f— 1
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: 11
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
=4X4
D
14'
14'
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
14'
7'
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.005 J 999 360
VERT(CL): 0.008 J 999 240
HORZ(LL): 0.004 H - -
HORZ(TL): 0.006 J
Creep Factor: 2.0
Max TC CSI: 0.308
Max BC CSI: 0.177
Max Web CSI: 0.142
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 68 /- A /38 /30 /13
F 268 /- /- /206 /134 A
Wind reactions based on MWFRS
B Brg Width = 159 Min Req = -
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
C - D 377 -129 D - E 376 -129
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 - 238 H - E 511 - 238
,g141iI@F41410/�,B
%,O�A �A A� No
0000
ENS
q
.86367
STATE OF
de�'Noddo (Ao t� 1
FL REG# 278, YoonhAvak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint o webs shall have bracinp installed per BCSI sections B3, B7 -or B10,
as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not,be respponsible for any deviation from this drawing, any, failure to build the ANMCOMPANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,, mstallatwn and bracin44 of trusses. A seal on this drawing or cover paga 6750 Forum Drive
listing this drawing indicates -acceptance of professional encLineering responsibilitty�r solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpine!tw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 __
SEQN: 249616 / EJAC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T15 /
FROM: RWM Qty: 14 ,7A5I320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21624
Truss Label: EJ7 SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld. 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
12'2"11
12
6
M
_o L_o
(M M
B
T A 8,8„
D
1 I 7'
7'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015, D
HORZ(TL): 0.028 D
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI: 0.000
Ve r: 20.02.00A.1020.20
♦ Maximum_ Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /- /249 /108 /208
D 125 /- /- /73 /- A
C 174 A /- /128 /169 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
,Q`,it16oli!!I/ppD
sy
o NO. 86367 a
S ATE OF
NAL
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
)er BCSI sections B3, B7 or B10,
iless noted otherwise. Defer to
ine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
s in conformance with ANSI /l PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pagpe
ng this drawing indicates acceptance of professional enccLLneenng responsibilittyv solely for the design shown. The suitabilifY and use of mis
Ning for any structure is the responsibility of the Building-Uesigner per ANSI/TPI 1 Sec.2.
more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org• SBCA: sbcindustry.com• [CC: iccsafe.org; AWC: awc.or
ALPINE
ANR COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249606! JACK Ply: 1 Job Number: N334496 Cust: R8975 JRefAX3L89750071 T11 /
FROM: LPM city: 4 7A51320,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1316.28811
Truss Label: CJ5 KD / YK 03/10/2021
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
SPacinq: 24.0 "
C
11'2"5
12
6
M
CV cM
B
A C7
D
1, I 4'11"4
411 "4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0,005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.549
Max BC CSI: 0.257
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 A A /200 /88 /152
D 89 A A /51 P /-
C 118 /- A /85 /116 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
d�A 0
a No, 86367 e
ISO
g• a
Qq...0 o STATE OF�; -& 40--
q
NA1.
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/ 10/2021
`*WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in, fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of
3pry ices to eacn race of truss ano position as shown above and on the Joint -Details, unless noted otherwise. Refer to
for s andard plate positions. Refer to job's General Notes page for additional information.
of ITW BuildingTComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
ice with ANSIlTPI 1, or for handling, shipping, , installation and bracin4of trusses. A seal on this drawingor cover page
�ucturre is the responsibi�W of the Buillding-Designer perr ANSI/TPIs1 solely .2r the design shown. The suitabiliy and use of this
m see these web sites: Alpine: alpineitw.com• TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe or ; AWC: awc org
ALPINE
ANN COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 321
SEQN: 249607 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef: 1X3L89750071 T26 /
FROM: LPM Qly: 4 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21468
Truss Label: CJ3 SSB / WHK 03/10/2021
T
2X4(A1)
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf
in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA -
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
10'2"5
cM
0)
CV
81811
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 f71 /9£
D 50 /- A /27 A A
C 63 A A /44 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
s*��
ease®
CENS*°M,
•° N0, 66367 m
�m STATE ATE OF
o .ti
40
j 10�
ij,'IJONAILi4iflubi�
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing er BCSI. Unless noted otherwise, tap chord shall have properly attached structural sheathing and bottom chord shall have a properly
attache�ri id cei!iny, Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicab a. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANO COWAW
truss in conformance with ANSII� PI 1, or for handling, shipping,, installation. and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilit�yr solely or the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.org• AWC: awc.org Orlando FL, 32821
SEQN: 249608/ JACK Ply: 1 Job Number: N334496 Cust: R8975 JRef:1X3L89750071 T27 /
FROM: LPM Qty: 4 ,7A51320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22233
Truss Label: CA KD / WHK 03/10/2021
4"3
V
F'
12
6 C
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
1, 11114
11114
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
00
O�
i
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
9'2"5
• •
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- !- /145 176 /45
D 11 /-2 /- /14 /10 /-
C - /-15 /- /29 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
H WA
i
m® �qCE INS
No, 86367
® � m • �
e' •
STATE OF
hA q
-oil ONAI,
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for of lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face, o truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the _ AN � Co,,,,u
truss in conformance with ANSIITPI-1, or for handling, shipping,, installation and bracinnof trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawingg indicates acceptance of professional englneenng responsibilitty/ solely -for the design shown. The suitability and use of ils
drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.oM; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 249609 / HIP_ Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T16
FROM: HMT Qty: 2 ,7A5/320 ,l,2EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21610
Truss Label: HJ7 KID / WHK 03/10/2021
5'3"5
5'Y5
9'10"1
4'6"11
0
12'2"3
12
4.24 2X4
C
v
n
ih m
-v
B
T
4"3 A 8-8"
FE
2X4(A1) =4X4
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
1'5"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SIP #2 N;
Bot chord: 2x4 SP 2400f-2.OE;
Webs: 2x4 SIP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") nails at bottom chord
9'2"2
9'2"2
Snow Criteria (Pg,Pf
in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
711
'�1
9'10'1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.040 F 999 360
VERT(CL): 0.076 F 999 240
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C -
Creep Factor: 2.0
Max TC CSI: 0.546
Max BC CSI: 0.416
Max Web CSI: 0.260
EW Ver: 20.02.00A.1020.20
�,`*31i11vrrIIffio,,,
Alf
No. 8636�
®� STATE OF i®-7
B 0P�QB0Ife 0/
�
4446444it9l►tb�#�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 /-
E 364 /- /0 /- /84 /0
D 214 /- 1- /- /177 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safPety 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 63, B7 or B10,
as applicab-le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to A LP I N G
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANI COWL
truss in conformance with ANSIrI PI 1, or for handling, shipping,, installation and bracing of trusses. - A seal on this drawmc1 or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional en Qmeering responsibility solely -for the design shown. The suitability and use of )his
drawing for any structure is the responsibility of the BuildingUesigner per ANSIITPl 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
ro
Gable Stud Reinforcement Detail
ASCE• 7-16: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 140 mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
or, 1pn mnh Winrl Snood. 1'S' Monn 14u1nh+ P—+l,,11, 1: ,nr1--1 n
S
2x4 Brace
Gable Vertical
pacing Species Grade
No
Braces
Q) 1x4 'LBrace w
(1) 2,4 'L' Brace x
(2) 2x4 'L' Brace ow
(1) 2x6 'L' Brace x
(2) 2x6 'L' Brace No
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
[-
S PI
#1 / #2
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
0)
U
#3
3' 8'
S' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' ill
9' 6'
10' 4'
11' 1'
1 14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
—�
S P
#2
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
ill 8'
14' 0'
14' 0'
d
aj
D L
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
ill 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U
_
S P
#1 / #2
4' 5'
7' G'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
4->
_
P
#3
4' 2'
1 7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
i I P
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
0)
O
I�
Standard
4' 2'
6' 1'
6' S'
8' 1'
8' 8'
10' S'
10' 10'
12' 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
aJ
D
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'
Standnrd
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10, 10'
11' 10'
12' 7'
14' 0'
14' 0'
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 P
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
LD
U
i_ I F
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
I�I I
Standard
4' 7'
7' 0' 1
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10, 3'
ill 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
CS
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10, 2'
11' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14, 0'
#3
4' 9'
7' 4'
7' 10'
'
9' 8::::
10, 1'
11' 7'
12, 0'
14' 0'
14' 0'
14' 0' 1
14' 0'
.--I
D P L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12, 0'
13' 7'
14' 0'
14' 0'
14' 0'
About
able Truss
Diagonal brace option,
vertical length may be
doubled when diagonal 18•
brace Is used. Connect
diagonal brace for 600# L ililflli/j
at each end. Max web 'L' Brace End \' WA
total length Is 141. Zones, typ.
2x6 DF-L #2 or
better diagonal T
Vertical length shown bracer single 8' y 0
In table above. or double cut
45' (as shown) at L
upper end,
g'J� on,5,' ®Bearing SL Connect diagonal at _44�d 3
midpoint of vertical web. Refer to chart abo o°r ma
"WARNING READ AND FOLLOW ALL NUMS ON THIS MAVDV(d P (3 � 0���(L o
vD�ORTANTww FURNISH THIS BRAVING TO ALL CONTRACTORS INCUMING THE INSTALLERS. O +� A ® �®
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and �_ (T e 4 0
follow the latest edition of BCSI (Building Component Safety information, by TPI and SHCA) for safety d !.? .�
practices prior to performing these functions. Installers shall provide temporary bracing per BCSL �f �/y/jl t
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord P T` r r
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to each face ���lddd+}11111ti��
w of truss and position as shown above and on the Joint Details, unless noted otherwise.
&PI
Refer to drawings 160A-Z for standard plate positions,
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from
this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN ITW COMPANY Installation & bracing of trusses.
\ \ 514\ Eanh\ Cit I Expressway engineering A sent on this drawing or cover page UstYp this drawing, Indicates acceptance of professional
Il Suite\242 Y P Y far anyresponsibility Is respofar thensibility
s� shown.�� TheDe sWtnper and use of thic?- drnwtg
finer per ANSI/TPI 1 Sec2.
I\Eanh\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web s
ALPINE, www.alpineltw.coml TPh www.tpinst.orgl SBCA, www.sbclndustry.orgi ICC, v
Bracing Group Species and Graded
Group At
S ruce-Pine-Fir Hem -Fir
#1 / #2 Standard #2 Stud
#3 illStud #3 Standard
Dou las Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Standard
�j
Group BI
Hem -Fir
#1 & Btr
#1
Dou Ins Fir -Larch Southern Plnewww
#1 #1
#2 #2
lx4 Braces shall be SRB (Stress -Rated Hoard).
wwFor Ix4 So, Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values maybe used with these rndes.
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load),
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3.0' min) nalls.
)IE For (1) 'L' brace, space nails at 2' o.c.
In IS' end zones and 4' o.c. between zones.
'.IE*For (2) 'L' braces, space nails at 3' o.c,
In 18' end zones and 6' o.c, between zones.
'L' bracing must be a minimum of SOX of web
member length,
Gable Vertical Plate Sizes
Vertical Lencith
No Splice
Less than 4' 0'
2X3
Greater than 4', but
less than 11' 6'
3X4
Greater than 11' 6'
4X4
+ Refer to common truss design for
peak, splice, and heel plates.
w
r
Refer to the Building Designer for conditions
I.
not addressed by this detail.
REF ASCE7-16-GAB16015
DATE 01/26/2018
DRWG A16015ENC160118
X. TOT. LD, 60 PSF
SPACING 24,0'
'T'
Reinforcing
Member
Gable
Truss
.Gabe De-tai�
For Let -in VPrtirnlc:
Gable Truss Plate Sizes
ppropriate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
to that covers the total area of
lapped plates to span the web.
„ 2X4
2X4 2X8
rrovtde connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nails
10d Common (0.148'x 3,',min) Nails at 4' o.c. plus
(4) nails In the top and bottom chords.
Toenalled Nails-
10d Common (0.148'x3',min) Toenails at 4' o.c, plus
(4) toenails in the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load,
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings ggy f
A11515ENC100118, A12015ENC100118, A14015ENC100118, �WI 0 19Ffop
A18015ENC100118, A20015ENC100118, A20015END1001}gA pPP�p
A1153OENC100118, A12030ENC100118, A14030ENC1
A18030ENC100118, A20030ENC100118, A20030EN ��
S11515ENC100118, S12015ENC100118, S14015EN 0118 16 0 3 �i'� �f
S18015ENC100118, S20015ENC100118, S20015EI 110011% S 0 15P 1 8
S11530ENC100118, S12030ENC100118, S14030EMC100118, S a*
S18030ENC100118, S20030ENC100118, S2003fNIl0.Od118, S2003OPED100118 6
��l[[ 0
See appropriate Alpine gable detail for maxlmSm unrleinforced g e vertical is*
-00
-A0 q ATE nF
..VA1M4G1u READ AND FOLLOW ALL NOMS w THIS DRAVWGI r
wwINPORTANTww FURNISH THIS DRAYM TO ALL CONTRACT13ZS INCLUDING THE INSTALLERS, 01
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety
practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom choi
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
shall have bracing Installed per BCSI sections 13, 11 or 111, as applicable. Apply plates to each Ice
of truss and position as shown above and an the Joint Details, unless noted otherwise.
P' Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation fr
this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,
AN ITW COMPANY Installation B. bracing of trusses.
\ V 5741 EarlM City1 Expressway a Ay on this drawing or cover page Usting this drawing, indicates acceptance of professional
\I Suite\242 for *my structnq ure responsibility
responsibility of the Bu0.for the design � � taper and use of thicJ& drawling
ding Designer per ANSI/iPI 1 Sec2.
\ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sQQ l
ALPINEe www.alpineitw.coni TPA www.tpinst.orgi SBCA, w—sbcindustry.orgi ICCe o.,IW l7
©RI
�� f/gnj0�py0 J8
a
e
'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,
Jeb Length Increase w/ 'T° Brace
'T' Relnf.
Mbr. Size
'T'
Increase
2x4
30 X
2x6
20 X
Examples
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
1.30x8'7'=1112'
AX, TOT. LD, 60 PSF
DUR, FAC, ANY
Yoonhwak Kim, FL PE #86367 IMAX. SPACING 24.0°
REF LET -IN VERT
DATE 01/02/2018
DRWG GBLLETIN0118
Valley Detail - ASCE 7-161 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
e
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�" Attach each valley to every supporting truss with,
535# connection or with (1) Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph, 30' Mean Height, Part. Enc,
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00
Or
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc,
Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
12
3X4
12 Max.
2X4 X4
— 8-0-0 max .+
4X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of
web, same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014.
Top chord of truss beneath valley set must be braced with,
properly attached, rated sheathing applied prior to valley truss
Installation.
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-01,
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
—VARHDG— READ AND F010V ALL NOTES UN TMS DRAVDU
wwIWORTANTu FURNISH THIS DRAWING TO ALL CONTRACTORS MMUDM THE INSTALLERS.
Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Refer to and
follow the latest ec ltlon 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 chor
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
shall have bracing Installed per BCSI sections 113, B7 or BIO, as applicable. Apply plates to each face
of truss and position as shown above and on the Joint Details, unless noted otherwise.
�I Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Bullding Components Group Inc shall not be responsible for any deviation frc
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
ANITWCOMPANY Installation 3 bracing of trusses.
\1514\Earth\Ci \Ex Expressway e A seal on this drawing or cover page listing this drawing, truDcates acceptance of professlonal
N P y ng neerUg respo7%Ujy solely For the design shown The suttnbKtty and use of this drawing
II Suite%242 for any structure Is the responsCnlllty of the Building Designer per ANSI/TPI I Sect.
\ \ Earth\ City,\ MO\63045 For more Information see this Job's general notes page and these web sltes�
ALPIND wwwalpineltw.comi TPD www.tpinst.orgt SBCAi www,sbclndustry.orgi ICO -
Square Cut
Bottom Chord
Valley
�g4Nt1 rl► r� ry
® ®'�
4�CEN • •
No. $
1OR I
� �0 �
S/f
481��a! 11l���
2X4 4X4
Ir
Stubbed Valley ❑ptional Hip
End Detail Joint Detail
of
NQ
i fusses Partial Framing
' O.C. Plan
ta
LL 30 t
4OPSF REF VALLEY DETAI
T ,/DL 20 7 PSF DATE 01/26/2018
K DL 10 I10 110 PSF DRWG VAL180160118
Ba LL 0 0 0 PSF
TUT, LD, 60 155157PSF
JR,FAC.1.25/1.3311.15 11.1
PACING 24,0'
C
Valley Detail — ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 f
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,
30� Attach each valley to every supporting truss with:
(2) 16d box (0.135' x 3.5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TC DL=5 psf, Kzt = 1.00, Max, Wind Speed based on
supporting truss material at connection location:
170 mph for SP (G = 0.55, min,),
155 mph for DF-L (G = 0.50, min,), or
120 mph for HF & SPF (G = 0.42, min,),
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses,
Bottom chord of valley trusses may be square or
pitched cut as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max, I
2X4 X4
I.,— 8-0-0 max
4X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 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,
WAw 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
12
10 Max, 1�
Valle
Spacing
oe-nailed
KwVARNING!" READ AND F<a.IAV ALL NaTES IIN THIS 13RAVINGI r,,s
■NIIPQ(TANTww FURNISH THIS DRAVING TO ALL CUNTRACTDRS INCLUDING THE INSTALLERS. 0p
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 safety
practices prior to performing these functions. Installers shall provide temporary bracing per SCSI.
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
xz shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face
of truss and position as shown above and on the Joint Details, unless noted otherwise.
�I Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of IN Building Components Group Inc shall not be responsible for any deviation fra
this drawing, any falture to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN ITW COMPANY Installation 6 bracing of trusses.
\ 1514\ Earth\ Cil \ Expressway e A seal on this drawing or cover page Usting tlds drewing, 4KDcates acceptance of professlonal
Y P y ngineering responsbRlty solely for the design sham The sultniNUty and use of tills drawing
II Suite\242 for any structure is the responsible ty of the Building Designer per ANSII I I Sect.
\\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web t
ALPINE- w—Ipineltw,comi TPD www.tpinst,orgi SBCA1 www.sbdndustry,org) ICG ww
Square Cut
Bottom Chord
Vallev
o�af�r ►r ►f
W
4�cE 4
No.86 '
STATE OF
•: C 0P, 1'1 •-'--
i of 00 0
0NAI�
eetr�4>trf►��
2X4
Stubbed Valley
End Detail
m
4X4
-5�zF
Optional Hip
Joint Detail
T�^"u s4e�
I I ..... Partial Framing
24" o,c. Plan
TC LL 30
X DL 20
BC DL 10
C LL 0
❑T, LD, 60
30
15
10
0
40PSF
7 PSF
10 PSF
0 PSF
57PSF
REF VALLEY DETAIL
DATE 01/26/2018
DRWG VALTN160118
55
DUR,FAC,1.25/1,3311.15 11.1
SPACING 24.0'
to It 0
I VALLEY FRAMING & BRACING DETAIL I
I
R
BC
t/2
01
Lumber Size and Grade Minumum Requirements
GENERAL NOTES
Purlins required T-O" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is Impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
:e the crippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gored between rows.
TYp)
innection Requirement Notes
2x6 rafters to ridge
4 16d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(*•) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
3 16d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
CRIPPLE, BRACING, J 13. Collar beam to rafter 416d toe -nails
& BLOCKING NOTES ^� V NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Tong
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4'•T' or scab reinforcement nailed to flat edge
of cripple with 10d f0.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces w/'T" or scab. Use stress
graded lumber & box or common nails.
.-:Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
installed Into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples if cripples fall between
lower truss top chords and lateral bracing is not used.
-Apply all nailing in accordance to current NDS requirements.
Nails are common wire nails unless noted otherwise. ,raf1omenomb.._ 1
�'.•: �G NSA••. 1C
" y (At54.
(**)
WAR10(ire hi£AD Aim F1710V Au haf[s ON Ties naAtia4o s NO. %U861 • TC LL 54 REF VALLEY FRAMING
•smPlttrWT ftiaasn TWS BRAVBi6 To ALL fmxrRWFURS Ito UMM TIE DSTAl.LMX
Trusses req,r•r extrene care ti fabric.ting, wnAlt, swppbp, ht t.(&,g and bracing- Rrf.Ato any • TC DL 17 DATE 10/O1/14
fount the latest edtion of BCSI t&Advig Component Safety Information, by TPI and SBW foasa ety •
practices prior to perforMV these functions. Installers shall provide temporary bracing PM 3W•
Ilriess roue ottereke, tap chord shoo have property attached structval sheathing and bot�an choba • BC DL 0 0 DRWG VACNV1801015
stall have a properly attached rlold eetNg. Locations sham for permanent lateral restrnht�f eebss •
d��f� fl� of t have and prig ln=tas s per Bbov,andl n th 27 Jar DB10,et as Isle. Appl plate= to each fa .STATE OF •
C] I of t,.,ss andhnan as sham about and an tt,r Joint nrtai�,ess noted a,er.ise. BC LL 0 0
Refer to drc 160A-2 for standard plate posttlons. i = i /�
AIpYe, a dvldon of ITV &Adng components Grow Inc. shad not be respans6la for my drvla•�^ P .•
AN iT1NO�AAPyIPlY this da.ing any future to held the truss ti conformance dth ANSI/TPI 4 or for handuq, st>,pp •• QR�Q •e' �J TOT. LD.61
hstallatlen L bradng of trusses. ••••��••••.• r\ r
A seal on this draving or cover pope usUne this draehp. •ndmtes acceptance of prof" *end *y1 J'
%solely for the slam The sultab4ty and use of this dro
133B91ake1ronl Dmre f° any "``'' ''eip°'�"�' 1=11 °e "r' p•r' " I 1 s -a '`'g *. I i� �.. �`v DUR. FAC. 1.25/1.15
Eadh City, MO 63045 For rare Informaton see this Job's general notes page arM these rob dtes+ t
ALPM rrratplmelt ram, TPI. ee..tptnstwW SBd4 ....s6dndustry,org, rcla m.ltecofe, rg SPACING SEE ABOVE