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HomeMy WebLinkAboutTrussATTENTION! REFER To '
PACK FOR
WCONNEC-ION, xuNe
` t-0-
s ]/4'REFERTDpCSI -BlTRONGBACKS REOUIREBE TO DEFLECTION FFERENTIAL
EE STRGNGBACK LETTER`
N ENG. PACK)
F, MAJawuM FFFEc11VENESS, INSTALL SmaNa°AC16
BETptE 91EElINC IS APPIIm To )RUS56.
2,—O"
I '
TYPICAL 7' SETBACK
CORNERSET LABELING
'.YFk'r '•a�i `+ AND SPACING
Reviewed for Cade
Compliance
i°� 't `` ° - Universal Engineering
Sciences
ut cn
axr c.rr
i
b Jul � ��( �`l'r►�a �
M
ONE!
-.LILau1"�`g®�
AB
1311
•, REVIEWED
M
i V
A6
NVK4
In 4
4 �3 Bxn
Gl E.n CAA CA
i
Labeled End Mark
1 E
HANGER CHART
AL = HUS26 (SIMPSON)
= HHUS26-2 (SIMPSON)
Products
PlotlD Net Qty Product Length Plies
Ji 9 16" BCI@ 4500s-1.8 18' 0" 1 Connector Summary
J2 3 16" BCI®4500s-1.8 16' 0" 1 PIot1D Qty Manuf Product Skew Slope
J3 10 16 BCI@ 4500s-1.8 16' 0" 1 Hut 24 Simpson 1T51.81/16 - -
J4 1 16"BCI@ 45OOs-1.8 16'0" 1 "�"'+"�M—:-
°'"°" Hut 15 Simpson ITS2.37/16 - -
J5 1 16" BC104500s-1.8 16' 0" 1 rdw, Hu3 16 Simpson IUS1.81/16 - -
J6 3 16" BC1OD 4500s-1.8 4' 0" 1
J7 10 16" BC10 6000s-1.8 21'0" 1
J8 1 16" BCI@ 6000s-1.8 20' 0" 1 NOTE:
J9 4 16" BCI@ 6000s-1.8 20' 0" 1 e DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK CHARGES
BM1 2 1-3/4" x 16" VERSA -LAM@ 2.0 3100 SP 21- 0" 2 """�"'"®""" "`°'°""'°-°"'"" WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE
Bkt 18 16" BCI@ 450Ds-1.8 2' 0" 1 DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293-9487
Bk2 4 16" BCI@ 4500s-1.8 1101, 1
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. Total. Truss Quantity = 102
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General Notes \
1) All parallel chord trusses, Bat trusses and flat
girders have the top chord partially painted green
to be installed green side up.
Al hangers to he Simpson HUS26 unless otherwise
2) noted.
NI Iuss sparing is 24' O.C. unless otherwise
3) noted.
Per Truss Plate Institute SCSI-B1 morturendallon
4) permanent X-bracing should be placed at o
mowmum spacing 15' O.C. across the span, to
be repeated at a —intum of 20' between each
X-brace throughout the structure.
Please refer to BCSI-B1 for any additional bracing
details.
ROOF LOADING SCHEDULE
TCLL = 20 PSF
BCLL = ' PSF
BCDL = 10 PSF
TOTAL = 9.2 PSF
DURATION = 1.25 %
WIND SPD/TYPE= 160
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESIDENTIAL CAT II
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
F'BC 2020
TPI 2014
Truss member design & connectr plates
arc designed far ASCU 7-16 and one —rat
fumes from both components and claddings
and main wind force resisting systems.
• These trusses I—c been rc i—d to eery an
additional 109 psf non-coneurnaut bottom chord li,
load.
FLOOR LOADING SCHEDUL
TCLL _ 40 PSF
TCDL = 10 PSF
BCDL = 5 PSF
TOTAL = 55 PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS OVER 5000#
AND UPLIFTS OVER 1000#
ARE SHOWN ON ENGINEERING.
WALL KEY
®18'-1 "140
LOAD DESCRIPTION INIT. DATE
Rrm Bti¢ mtn - INT Panne
Rml REPEAT£ Fail nrN LVL aN ms 4—at
1£al BAg LBRO .RN e2a/la
oon a— LMa us; 1NIt/19
f601 &15E LWO lee laMn9
Rato BAg LbN L➢a 321/e3
Aral 9ASE J1H al//�
W0 BASE flit ]1920m
LOAD# DESCRIPTION INIT. DATE
-Am SBaC —
PJ2B/1B
aV
(BRACE Fail 1 LV bit IRS
NA
Ie.Y. iffy .AH
B/3ane
mA
nvsv raaecrms oN LVL Lm
]vrr/le
MB
T-.Imsr e.a SM04 Aa Lna
I —A
0C
CIl/ee 1 LBB
32120
0C
ABA➢ P�.1 3m .1rH
e/'//Lr
a10
t4Y CaAJLG FFN
I1.Ba0Ea
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G. N. W,
WINTER HAVEN FLORIDA 33eBO
PHONE, (800) 959-8806
FAX- (863) 294-2488
BUILDER DR HORTON—BREVARD
PROJECTCREEKSIDE
MODEL 4EHB/HAYDEN /G
CCA PROJ/MODEL/ALT
7A5/320 / 4EHBG/O1
ALT DESC 10' X B' COV. LAN.
OTC 3404 TRINITY CIRCLE
LOT 33 BLOCK
DESIGNER
PAGE
RAA
1
1
DATE
10 19 17
LAN
362323R
SCALE
3/16 "=1
I
Builder:
Project:
Model/Building:
Lot Alt:
Address:
ENGINEERING PACKAGE
D.R.HO_RTON [ORLAN66.
[77A5/32?90 CREEKS,IDE
EHBG k'7
— ------ ----- ----
Lot: 33 Block:
..............................................................................................................
JobNumber: N362323
............................
Revision Date:
ON
W
New Load #: RH01 '
40
CARPENTER CONTRACTORS OF AMERICA, INC
$900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
March 1-3,20.19 AL.PlNwq
W Bob: Michaelis
Ca.rO6fit6rZd.ntrAct6ts.6f Am&ri6k:.Ihd..
3900
Avenue 6, Northwest
Winter H6v6h,,:FL 33880-6201
Re: AlternatiV& lhstdllations.for a single ply carried truss with a width Jess than the hangpr width, and
ceon-a'on . epy
0' lluofor .-�-rnb.uhtod.'hanger'atta6hit.iE�nt
wood, blocking achieve full design. loadva
.supporting girder (Reference detail WA37-02)...
Dear Bob,:
For asingle ply carried tmssWith a'width less than the 'hangee. width you can. install �.a. prefabricated jack..
$Oablruss for Wood. filler b16C' in - The, chord: sL-res;. chord..gradas, and to
g
.be the". same as the sin0ye: pi carr 1Z truss. The Prefbb'HdatddJack:scab trus�s, have -a. minimum
le. 0 0# or qgtfipf 481' and will have - a . rn min . um.pit6h.:of:5/12, The single ply carfied.'trqss shall bayO:g rea -.Pflon of
3,5 less. Attach prefobdcat6d.jackscabjruss. with. two 2) toWs�.'of 0.1 28'x3.0"' GUn Nails 9t-'2'
O.C. per.row.,-staggered 1*".*(See *Fi6'Ue6' 1. b6l6W). P16ase'-.baf&-to th6 Simpson '$#pngwTie
Pao 216 . Figure:.3� for more information.
Figure 'I
For a single that' requires wood blocking to,achiOve-.�Ml design load value for face -mounted
y er: re 9 1. ..1.-- -;* ...
hangersthe back face the with the same size and
. -attach one wood. block to of e single -ply girder
0. ply girder. The.-Vo6d: block length grade. as'the boftdm.- b.hbtd, of'tho single I q.t to be such that .the "wood
blocking. -extends to e6qh'adj,ac&nt'pahol Points'(Vveb§-.Afid b4%6m'.chord intersections):. Attach wood.
block (*)--Wth :two(2) -rows of 0.128x3..O" Gun Nails at per ow staggpfed.30 applied to: the
6760 Forum Drive Suite. $05, Orlando. FL. 3.282.1 -- MOW 521-910.6 -.(863.):-4ZB685
vwmalpineitm,com
ALPNE
single- ply -girder face. withan additional .2Q) 0, 1-28'!x3,-O'! Gun at�:each'pan el point apphed to'the.
wood blo6k.tabe ($6e FigO61-2 WOW S n -T-ie:Cata'Ibg C C20.19i
J-Ple0seirdf6rAothe' it psbd$trohg
-page 216, FOPA.e. 1 for Mo'r&, infdffnatioh.
.. .. ...... ...... ........ .. ..............
The -application ofptd.fab'ri-catedjack -scab truss fbrW6odfille'e;bloc'king':6'twood -bi* bl
ocking ing to; achieve fUll.
design load. *value for fqce=rno.unt 6d hangers Must be :approved b h-h a Yt.Je .. hardware re manufacturer:
Afieddd-and end distances, and "spacing for . all nail bbnnedtibrig" must be sufficient to preventsplitting of
wood.:
If I can.be of any further assistance, or if you have anyquestions. pleamgive -me a call.,
A.'
WIfia.0 H.?.K.dck--.P.E..
'Chief Engineer
Alpine -an, Company
Engineering Department.
Orlando; FL
STATE (IF
6750'Fb*rfjm' - DdV&. Su- ite:-'305*:O'ri1and6..R.3282.1 - (804).5.21-9790 - (863) 4.22-8685
tbrh
1�
ALPINE'
A" ff W cow~
A'Onl 261,2019'
Mr. Bob Michaelis
Carpenter* Coritraidtors ofAffierida, Ind.
'390.0 AvenupQ.; NodljweO
Wintet HW6n, FL 33866,6204!
Dea.r. Bob,.
M Strongback bri.d.9 , ihq. on roof. trusses.
I understand -there is sorhd concern over our feddr.bm6ndati6ris f6rstrohobackbridging on. r'ooftrut*ses,
'8trongiiAok- bridging for roof, trusses is not.a.require.me t of:ANSkTPI 2014 n ` it irementof
..n or isj -a re u q ... . .
BUildirig Component Safety Information. .(BGSI), .But strongback bridgingt, brY roof- :trusses is
recommended :by 0Orp'ehtqt_ Co'h.tr4dtdr§ of. 'Ambrica: -Str6'ngb'a"'pk,,beidgihg.,seNds the.:. following- two..- ,.,.-
functions:'
One, -bridging aligns the bottom chords :after they; pre- set so.. they uPif.PrM along. the, ceiling
line and.helps'with .ceiling serviceability
T-Woj bridging reduces- e6fativd deflection of adjacent trusses
Strongback b(IdginoAaOs hot'ipr6Vent-pr reduce overall indiVidual deflection, especially any. rW trUs§69,
:'" " ' than 1/4'! inch.
fle . ...... ......
.. .. . ...... ... ....0h9PAT
Si 0049in in roof. trusses d serve . -a . s lem" pbrairy.6e 06im.anbht: bracing �and is not-
rongOaq� 9 s ores not ser _9
intended t6..dj*§trbuib. ashcife. design loads, be(Vveeh Trusses. Consequently, np de idh have'
design load" $
been accounted for With thig,detail and cohtihUbLis.str6hgback.bddgiho shduldhotbb.attaiched between -
common and trusses.. The. use :of strongback bridging % shafl. not.. J.ntzrfere with other, Oe-sign-
considerations as specified .by the Engineer'. Rbcdt8 or th6 Building: Designer_
The outer ends QfIM 8irori:gO7aqk-bridging shall be'. attached joa wall or anothorzecure end. restraint-, -or
as..sppciried:.by the Engineer o'f Record 6r'.th' Bu'i1dind..D6sjjn&r-..
Strdnig'back- bridging'thall. be a minimum :of 2X6.nominal lumber oriented with t"Ife depth-vofticaf: Attach
with (8.) 1'6d .Common nails (0J62?'.x3. nails at. each intersecting member: When -extending the
-
strdng : back bridging overlap by -at rrt a.ini rnpm of two trusses. rosses. The jocatim of Mst
rongback e: sfron ack: bridging
May . be.: specified b'ythe.7ru§'s Manufacturer,. Ehgih*e&r, df, Record,. or Building Designer., Please -ref6r-.:to-
BCSI "Strongbacking'Provisions" Or to AlPine-:$TKBR.I.Ok.1'014 deiii) for more. information. The. graphic
,§ho%W6,(.rijute_1) is f6r genericrilloWdtfive purpose only.
6750 Fbrum DriveSuite 305, QrlMdo, FL.32821'. - (800).521'-9790..- (863)422"8686
ALPINE
Figurej.
'If Lcan be of any fufthbt assistance' or -if you ,have :.any questions; please give. me a call.
Williahl. H. Knck- PIE.
Chief Engineer
Alphe an !TW..':Co - mpany
Engineerin9 'D60a"'ttimefit
-Orlando;. FL 3282.1.
E5780 Forum Drive Suite.-365, Orf6n'd6, FL 32821 - (800. 521 - -9.790 - (863)-.422-:8685*
1
STRUNG3ACK. 'B'RIDGING RECOMMENDATIDNS
B . UTT S . TRONGBACK
Ow- All stab -.on blocks -shall: be. cx minimum. ,`i&4�
BRIDGING TOGETHER
'streg;s @t7Aqec1 lumb.er,,#
-.-
0 All. -str9rIgback',br1c1Q1hg and bracing shalt :be :a.
minhum 2X6 1S-tr-*eS_5: graded: l u H. b e lr'
mm-The -'P'U.rp.05e of sirondb.ack- :brlclblh as: to
-ATTACH SCAB WITH* 10d:BDVGUN
W "o? U6. NAILs']N'P RQWS`Af�
r ng between� t
develop load sharing InCINdaLidt russes.,
;SCAB .60 D.C.
'IN
r-es�oltlno 1n -dn �b�,&ralf 1h&'e'6.4e- In -,the
NOTE, LIEU.'OF SPLICING AS SHOWN,
LAP STRONaBACK-11RIDGING MEMBERS-
p stlf:PhesSr .:Of floor 'system; 2k6
FOR'. -AT LEAST 13NE.TRUS!gtjSPAC1Na
strong. back brldgln(�j -Posi-tloh0d. idg -..shib h In
STREINGBACK * BRIDGINGIIETAIL
-W
details, Is recommended at 101 =01'.O.c. J(m
.ND.TEi Details J. and .2.-:ar1.e -the ;prpf.erOed' attcn atkme t ML-ithods
b.-Th.0- terms: 'bridging' oftf :'brcxdhg, -ctre- someilmes
ATTACH STRONGBACK 70
'WEB:W/ (3)' 1QcV COMMON
mlsULkenly' �used Int'Orchangimbly...'' '1.13rqdhV� Is
:(0148?4�')- ' NAILS'DR .(;D)
ilmpqY-..tants-tructUrat requirement of Any. f (bdV,
28fX3.0'),. NAILS
O (4)10a:WVGUN
Or roof ' :system. Refer to.- the: Truss. De,!gloh
Mrq;*Ing (T.DD) -'fot,�, bradnb r'L*.cjuW,-,'ements for
..
ac InidlViclUat -tru'
ss component. 'Br1c1'q1ng-,,f
particuta - rong qq. In
n
ti: f -EX r
recom�.q?hC1.0.tio..ri _0r, ruts- help
't .
control vibr- -tlon. In: addition'
om to :aIdIria. In the:
distribution of point (bads b0tWee6 cxdjacL -nt
-truss, strong ac '
fo k bridging, serves +.6 r.e6JUCe
STRONGBACBRIDGING ATTACHMENT ALTERNATIVES
AN ffWODMWW liZ-4-
&Aviro, any fdtwt I
kwU"Van L. brwJ _M of ins
itft dmwkig, hc6=tm'ckcctpt&n
*rtfta *3PW4M_'=t tag M—sh"ft: -The WA wid 'us* fs Is A"
Is .. xvs0cns1Ahy.-cw W ANsjfM I
and ih.
bounce' or i.--esIqual v.fb
.. 2 - i. n 'r,0,s.ULt1nb. f riom , 6..t . . . I .... )*� 0 . 1. : . . . . : .
mPY109 POO- as footsteps,
The performance. of all floor zy
vtems are
enhanced by. the.
e. IntA ' o1liatlbh of strbiiqback
bridgft and therefore Is. strongly bng6 Ly recommended
by Alpine,
For additional infop-ma-t"16h rebardlhg -strongbaqk
bi.-Iclolng, refe'i.;, to 10A, Component
u g Component
saotity. Information).
w
6
PSJF
REF
T�%DL ;PSF DATE
Nb. 708.61.
AC VL PSF ]IRWE
YLL.. PSF
AD
ETA TE:.: F: -T- D, PSF
MA:A
FAC.. 1.0
-4
' : R 0 MEND :D S-10RINS 0..,.ETA.I;L
rGR ��.-UNfjtfq
.... . . .... ..
'iF MORE VF -wF_l'd;fjTNQi
THA50,0# iat. 'T.U. fft, R.WW-19R. P-4008'. L.) Rjor
';R MU105b.;
MU
C. NTRA TE9 LO "OVE: I 6L:dPP8#- R, t ON:$.
0E. "R Q CL
.,nov..
511W T"PIM PALU'��!,IY_Pd d* ST Vkr�.MC,,' Q Wt�Ff
XT:'LJAST 2-TRUSS.
-PLATE8 AND.: No Iv.
'-VITHER DO -A
kuRdine
lidil
TO, US, SURPL.1511-
al b d, 2"s 1pf
URP
44.
-.1 . .. . . .. ..... . . . .
A U ;4D 8 ts
.4
v
-CLE 'A
SCALE'.
.7.
T
V= 'UAW fltlt.396074'
U, V_
Cracked or Broken
This drawing specifies repairs for a truss with broken chord
or web member,
This design Is valld only for sin le ply trusses with 2x4 or i
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 detall,
(B) = Damaged area, 12' max length of damaged section
U = Minimum nailing distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member, Applyy one scab per face,
Minimum side member tength(s) = (2)(l.) + (B)
Scab member length (S) must be within the broken panel,
Nall Into 2x4 members using two (a) rows at 4' o.c,, rows sta gered.
Nall Into 2x6 members using three (3) rows at 4' o,c,, rows Nmggered.
Nail using 10d box or gun nalls (0.128'x3', rein) Into each side member.
The maximum permitted lumber rade for -use with this
detail Is limited to Visual grade 41 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
4' o c
�Typicat
+ O + O -f O + O
O + O + O + O +
St2"
agger
Mer*iber Repair Detall
Load Duration = 07
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Member;
Size
L
SPF-C
HF
DF-L
SYP
Web Only '
2x4
12'
620#
635#
730#
8004
Web Only !
2x4
18'
975#
1055#
1295#
14150
Web or Chord
2x4
24 f
975#
10551t
1495#
1745#
Web or Cord
2x6
1465#
15654
2245#
2620#
Web or Chord
2x4
30'
1910#
1960#
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36r
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#-
Web or Chord
2x4
r
2975#
3045#
3505#
3835#
Web or Chord
2x6
4395#-
4500#
52254
5725#
Web or Chord
2x4
'48. .
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
6660#
Hlnheun
L 3'atance
8
L
S
y
. L
Hhaun B \JAR
�L ;Vstarxe 1
\/ L
L
- Back Face 10d Box (0,128' x 3', min) Nailsl
O = Front Face 2x4 Member - Douiple Row Staggered I,
2x6 Member - Trloe Row StaQQered
� �I sot No
L Dlsinnee
Nail Spacing Detail L B
wWORTAJTww�FL NSH THISS DRmx READAWMA ND TU ALL C19itiWnFd3 Imt IHf.LI181�Ha 7W INSTALLERS,
REF MEMBER REPAIR
DATE 10/01/14
Trusses require rwtrenr core h fahrleatlno, haMlkw. shippku 1nslall and bracing. Refer to and
follow the later/ edMan a► 7C= (3vAdhp Component softy In(ornot)on, by 1P1 and SBCM for softty
DRWG REPCHRD1014
era &Z prlor to perfornlno those funetlam Installers doll provkk tenporory �b &C p.r 7CS1.
Unless noted othersleo, top chord shall have properly attached structural sheathkfo and button Chord
Q
1Lip
Shalt have a properly ottnehkdr� Id eel Laeatl0ne sham for permanent lateral rsstraht of webs
shall hoY+ braehp hrtalttd par BI`SI re 3a. 77 or 710, as appgeehlr, Apply plates to each face
oftruss and posltkm os shown aboveand an 'theJolni ertoSf, unless noted otherwise,
Rehr to drlmdnos 1"A-2 for standard plot. poaltlarm
AN r1W M PANY
Alphe, a &Melon of ITV MIA Components Group Inc. shalt not be rtsponslble For eny devlatI; Iron
this dogging faAwrs to bulNht truss h con/ornance whh MSI/TPI 1, r for hondMo, shlPphp,
any
hstailatbn 1. Zq�Qchig of iruiF"R
A .tal•on tFde drorkp or eoYer pops Ilatho this drowhy Mdmtes acceptance of professknsl
er,gln. ra� rwgw;w bi solely fart dsagIpnn shown. The sultal+Lty and List of this drashg
,
`
173gV Lakefrool Odvr
EaAhcpy,M0830/S
for anY strue1W is "" rnoarab fty of vW ]ulbsllo Bastoner per As1li!'C 1 Src a.
for nor. Inforwaikn set this Job's general notes ppegr and these web slt►nl
S
SPACING 24,0' MAX
M.PIIj www,al ntltw,eonl Tfh vmOlnet-orgl SICM YwwebclndustryL4rol ICri wwwJcesafe,arg
A -e
0.&
I vvt-4—r Qltvn"r4 t rm Tim Poril-IlrimmesrifQ. p
TRtils.
TRUSE' UNDER VALLEY -FRAMING
VALL6 RAFTER -.OR RIDGE
�(jAWPLC-
-f (M)'And -20 pof (.TD) MEjx,
I*wvta'rtknj from -thd- vdil oys br-slooPers
iag' d-bbtidsc iAatcrlP'p'fe focktIons are
*4 16a'tdZ'-MlW'
4-2,16dud-oill;
'416dloe,nailt
(***) 8 16d.fate-nalls
,per$.
4:E6dtoe4zllg
4'Ad td&r%lls
Hjss
3 164 td6rWU$..ea.ch sleepe.r.9k yuss
(rick
4 16d toe-ndUs
4 l6dtolz-nalls.
)MMbN
NABS
WWAMMOW, -W.A�F61DO-MV W4 ICK: Tt� L ;�d'-Sb 40 54 REP VALLEY VAAkwd
M'414WWr�. FUMM, rW WAVM M -#U tORTMMM, MWIN
DATE 101ql1k4
Truxw% -rtqL*-cidles. dhr late*- =, Wj"o v4pp ukw" -IrC DL- i !J ZO 7 D.
, , =AVVI t—Ak ". ix
9L.
t?o lic 0 0 0 D R W.,G 1801015
ft"; pei&.nt -bit- 't ' ' - ' 1cf-T6LIrL.�f— Wf lkb.- I ..
�Dl - TATS OF
of wn 2�•n,a
Qr BC? LL 0 -0 0 0
L.2
LpBN 'Tbt L.D.5 50 4-7 E3 I
0 R I
Tag. 'F� 't >-5/-
-fw va. ....GAY
tM
b ilts
Face -Mount Hangers - I -Joists, Glulam and SCL�� R
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
0
9*
Caned
Dimensions"
Fasteners
Allowable Loads
Member,`
(in.) i
(m)
"
Actual
i
DFIS13 SPF/HF
Joist
Model
Min 1
Code
_"
Size
-n No
Web
Max
Species HeaderSpecles Header, "
Ref.'
U'.
Stiff
W
H
B °
°Face �.
Joist
cs
- Regd.
Uplift
Floor
Snow.
Roof Floor,
Snow Roof
"t
(160)
(100)
(115),�(125)-_(100)
"( 115)r (125)
IUS2.56/16
-
25/a
16
2
Min.
(14) 0.148 x:3
-
m
1,660
1,305
1,805 1,425
1,555
Max.
(16) 0.148 x 3
-
70
1,805
1,805
1,805 1,555
' S55 1,555
21/2 x 16
MIU2.56/16
-
29/,6
157A6
21/2
-
(24) 0.162 x 31/2
(2) 0.148 x 11/2
230
3,455
3,920
4,045 12,970
3,370 13,480
U314
• ✓
26/i6
101/2
2
-
(16) 0.162 x 31/2"
(6) 0.148 x 11h"
970
1,945
2,205
2,375 11,675
1,895 i 2,045
HU316 / HUC316
• ✓
29A6
141/a
21/2
-
(20) 0.162 x 31/2
(8) 0.148 x 11/2
1,515
2,975
3,360
3,610 2,565
2,895 3,110
IBC,
,MIU2'56/18- "
"• 5 s
211i6
171c.
21h
-
(26) 0.162 x 31yx
(2) 0.148 x 11h '�
230."
3,745'
4,645
4 6451:3,220
3,480 3,480'
LA
21/z x 18
_
HU316/ HUC316
".,� �i
2%i6
" 1.4'/a
21%z
�-
(20)0.162•x3'/z" :
" (8) 0:148 x I
515.7,975
"3;36Q
3,610>(,2',565
2;895] 3,110
i
21h x 20
MIU2.56/20
-
2sti6
197/6
21/2
-
(28) 0.162 x 31/2
(2) 0.148 x 11/2
230
4,030
4,060
4,06013,465
3,495 3,495
2t2262
MIU256/20
✓
1Z9/16
197hs
21/2
-
286L62 1/z'
( )
1
(2) 0148 x 1 h
230 '
4,030
4,066
4,060 3 165
,
3,495 j 3 495;
29to26 x
to
2a/6" wide joists use the same hangers as 21/2" wide joists and have the same bads.
MIU3.12/9'-
+_ =
3?/a
[" -9M6 "
'-21h.
-
(i 6) 0162 x 3�h
(2) 0.148 x %1
230
2,305
2,615�
2 820
[ 1980"
2,24512,425
3x91/2 ;
HU210-2 (.HUC210 2 ,
✓
31/a
8113A6
21/2
Max.
(18) 0162 x3f2:
. " (10)�0.148 X 3
,ey5
2,680
3,020.
3,250
{ 2305I2,605
j 2,800'
IBC,
MIU3.12/11
-
31/a
111/a
21h
-
(20) 0.162 x 31/2
(2) 0.148 x 11/2
230
2,880
3,135
3,135
2,475
2,69512,695
FL,
3x117/s
"
"HU212=2 / HUC212-2
✓
31/a"
10% '
21/2
Max,.
'(22) 0.162 x 31/2
(10) 0.148 x3-'
"1,795-
3;275"
3;695
3;970
2;820
3,180 3,425
LA
v
HU3 25/121 HUC3.25(12
3�/a
� 1131a
21/z_
(24) d:162 X 3'Fza �
(12} 0148 x 3
,t,:5'
3 576
4 630,
4,335
3;075
3,470� 3;735
HU3.25/16 J °
" '�
Min.
-(20) 0.162> 31/2
(8)�,0.148 x 3-
1,515
2,975
3,360`
3 6101,2
560
2,890 3105
HUC3.25/16 "
31/a
1373/6
21%2
Max_
; "(26)-0.162x- ?/z.
, �,(12) O',,148 z 3 -:'
5 r, 5
3,870
4;365
4,695
3x330Od0-
-
glulam
HUCO210-2-SDS
1
31/a
9,.'"
,
42
'(12)1%x1Iz'
4
s?,
3
.i
3
',71031%
FL
HGUS3 25/10
131/4
851.
4
-
(46)'0162 x 3'h'
(16) 0,162"x 31h
4,095
9;100
9,100,
9,100
(7825.
7,82517,825.
IBC,
HGUS3 25/12
+ `
3Ma
1051"
> 4
-
"(56) 0162 x 31/'
(20)0"762 x 3Y"
5 040
9 400
9 A00
9 40018'`085
8 085$ 085
FL
,
.
LGU3.25 SDS
41/z
�16)1/A"x 21Iz`'SDS
(12)'114" x.211z' SDS'5,555
6720
7,310
7.,i1 1
4 6405
26 o,26a
HHUS46
-
3%
51/s
3
-
(14) 0.162 x 31/2
(6) 0.162 x 31/2
1,320
2,785
3,155
3,405
2,395
2,715 12,930
31/2 x 51/a
HGUS46
•
-
35/a
47N
4
-
(20) 0.162 x 31/2
(8) 0.162 x 31/2
2,155
4,360
4,885
5,230
j 3,750
4,200 4,500
HUS48 ;:...
• •
' "-•
3%.,
615/16a,
2
_
(6)D,162x,31/z,
(6) O.t62 x 3,/z" �
= . , 1
�2U
1;�95
1 815;
1 96D
, . ,
�1,365
( ,
1,55,
.511,680
31Iz X 71a "
HHUS48'
"• •
j 35/ E
':7'/e�
3
-
,(22),0162 X 31h
($) 0.1-fit x 311z%';
,r ,i
4210"
4,770'
5;14p;1'3�615
4,095,4,,415
HGUS48.:
• 1•
=
t; 35/e
71 '
4
--
.. (36) 0162 x 31/2
- (12) P162 x 3Ih `
3,235
7,460
7466
7460
-6;415
6,415, 6,415'
IUS3.56/9.5
-
35/s
91/2
2
-
(10) 0.148 x 3
-
70
1,185
1,345
1,455
1,020
1,160 1,250
MIU3.56/9
-
39/6
813A6
21h
-
(16) 0.162 x 31/2
(2) 0.148 x 11h
210
2,305
2,615
2,820
1,980
2,245 2,425
U410
• •
• ✓
3 9A 6
83/a
2
-
(14) 0.162 x 31/2
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
1,965 12,120
HUS410
• •
-
3s/�s
815A6
2
-
(8) 0.162 x 31/2
(8) 0.162 x 31/2
2,990
2,125
2,420
2,615
1,820
2,0702,240
HHUS410
• •
-
35/a
1 9
3
-
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,565
5,635
6,380
6,445
4,845
51486 5,545
31/2 x 9Yz
HU410/HUC410
• •
✓
39/161
85/a
21/2
-
(36) 0.162 x 31h
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
16,415
6,415 16,415
HUC0410-SDS
• •
-
3%
1 9
3
-
(12)1/4" x 21/2' SDS
(6)1/4" x 21/2" SDS
2,265
4,500
4:500
4:500
j 3,240
3,240 13,240
HGUS410
• •
-
35/a
j 9Mi6
4
-
(46) 0.162 x 31h
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
17,825
7,825 17,825
IBC,
LGU3.63-SDS
• •
-
3%
8 to 30
41/2
-
(16)1/4" x 21/2" SDS
(12)1/4" x 21/2" SDS
5,555
6,720
6,720
6,720
4,840
4,840 14,840
LA
MGU3.63-SDS
• •
-
3%
91/4 to 30
41h
-
(24)1/4" x 21/2" SDS
(16)1/4" x 21/2" SDS
7,260
9,450
9,450
9,450
16,805
6,805 6,805
IUS35611188
•
35%
iA7/
2
,-
/ionnlnav1
- _
ri
1=A')nPyaGir�4�tr�oniti�6nii�ac'
MIU3,56/11
3a/is,
111s+
21/2
U414•.;3`
.'.
,% j396,
10.,.
"2
HHUS410'-"
•
•
-
35/s
" 9 _
31
HUS412 ;'
•
-
31/16
101h
2
31h x 11 i%
HU412 /'HUC412
.-
-;
3sh6
105/16
21/2
HUCQ412-SDS
•'
-"'
3sI+6 �-
71
"
HGUS412" .< ��°
r.
•
= j
3 a a�x
1b%l
, 4�"
LGU3.63=SDS
•
-
35h"M
8toE0,
r41/2
MGU3.63'=SDS
=
35/a19Jato30
41h'
HGU3.63•SDS.
•;
=.
35/a
'11io3Q
41/2
46 See footnotes on p.150.
Simpson Strong -Tie" Wood Construction Connectors
Adjustable Truss Hangers
9>
E
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail'pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
Install top and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
the THA29;-nails used for joist attachment -must -be driven at -an --
angle so that they penetrate through the corner of the joist and
into.the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
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
As" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
for
:422
for
422-2
126.2
10 THAC422
Face nails Top nails
per table per table
13/4' typical
2'h' for THA422-2
andTHA426-2
THA418
2h—/—" `I
a
r t N
fi. c
THA29
Double 4x2- 2 face nails
Use full table value (total)
Single 42 4 toptanails
See l)
nailer table h
✓" Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of head
® Double -Shear
Double- Dome Double -Shear
Shear Nailing Side View; Nailing Side View
Nailing j Do not (Available on
Top View bend tab some models)
Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
lypl�al [ "emu
Top Flange Installation
ier to
tnote 5
p.187
86
THA/THAC
........ ................................._..............................................._._........................_._.......-............_...................._........................................................................_..__..__.......................................................
Adjustable Truss Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
fl
FAI
Dimensions
fasteners
DFlSP. `
5PF/HF
( in }.
Min F
"Min
)
Allowable toads
Allowable"Loads
Modela
Top,
Header
,
�:
Code
No
Flange
' 9
Depth
epth.
Carrying Member
C'arned
Roof /
uplift Floor Snow
Uplift Snow Roof I`
Refr
,
"
Top-.
Face
W-
. -H
C .
(l
,
Member`
Wind,
(160) {10) (115}
(125/16Q)'
,Floor
Wind•
(160) "(10o) `(115)" 025/164
THA29 18 1s/s 917fis 5Ye 11/z — (2) 0.148 x 3 1 (6) 0.148 x 3 (4) 0.148 x 3 1 525 11,753 1,750 1 1,750 1 450 1,330 1,330 1 1,330
27/s — (4) 0.148 X 3 1 (6) 0.148 x 3 (4) 0.148 x 3 1 525 1 2,61 L1 1 2,610 1 2,610 1 450 11,985 1,985 1 1,985
THA218
18 1
1 %
17-i6
51/z
1 2
1 (4) 0.148 x 3
(2) 0.148 x 3
(4) 0.148 x 11/z
—
1,460
1:4601
1,460
—
11110
1 1,110
1 110
IBC,
TI1A218-2.
16
3Ua
71hc
8
'2
(4) 0162 X 31h
(2) 0.162 x 31h.
"(6) 0148 x 3
,
15 -
FL,
LA
THA222-2
16
He
223/1s
8
2
—
(4) 0.162 x 31h
(2) 0.162 x 31/z
(6) 0.148 x 3
—
1 960
1,995
1,995
—
1:490
1,515
1,515
'THA413.1
" 8
3%
135/6
41h'
2 e
{4j.'0148 x 3
0.148'x 3
. (4),014813
13 3
1 . �J
1 030
—
>116c
1 1a5
1>tii5
w(2) ,
THA418
16
3%
171/z
77/e
2
—
(4) 0.162 x 31h
(2) 0.162 x 31/z
(6) 0.148 x 3
—
1,960
1;995
1,995
—
1:490
1,515
1;515
THA426 114 13% 1 26 1 7% I 2 I — I(4) 0.162 x 3'/z1 (4) 0.162 x 3'/z I(6) 0.162 x 31hI — 12,43512,4351 2,435 1 — 12,09512,095 I 2,095
THA426-2
114
71/4
261/s
91/4
1 2
—
(4) 0.162 x 3'/z
(4) 0.162 x 3'/z
(6) 0.162 x 31/z
—
13,33013,3301
3,330
1
12,86512,8651
2,865
mount(
InsialIatton
on
THA29
18
1 1 %
911/s
51A
—
91'/s
—
(16)0.148x3
(4)0.148x3
525
2,265
2,265
2,265
450
1950
1950
1950
THA21318
15/a
13Nis.51/i
—
13s/is
(14)0148X3
"(4)0148x3'"u5`2,u4�
1,340
4a0'.
7vv
,160
2010
2"105
THA218
18
1 15/e
11 T&I
51/z
—
173A6
—
(18) 0.148 x 3
(4) 0.148 x 3
855
2,450
12,450
2,450
735
2105
2105
2105
THA222-2 116 1 31/e 1223A61 8 1— 1 106 1 —
THA418 16 1 35/a 171/z 77/s 1 — I141A6 I—
THA422 16 35/a 22 7,7% — ' .141fi6 • —
THA426 14 35/a 26 77/a — 161/s —
THA426-2 14 1 7% 261/s 9'/4 1 18 —
FL„
0.162"X 3'h(6} 0:162 x 3"h� 1 855 3 d10 1 3,3 1 1 595[Y,88�5 (234 1 8Lu1 IBC,
0.162 x 3'/z (6) 0.162 x 3'/z 1 855 3.310 3,310 3,3110 11,59512:84512,845J 2,8451 LA
0.162 x 31/z1(6) 0.162 x 3'/z11,85513,31013,3101 3,310 1 1595 12;84512,8451 2,845
0.162 x 31/z1(6) 0.162 x 3'/z1 1,855 1 4,415 1 4,480 1 4,480 1 1,595 1 3,795 1 3,855 1 3,855
0.162 x 31/zl(6) 0.162 x 31hl l,855 15,520 15,520 I 5,520 11,595 14,745 14,745 I 4,745
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. 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 11/2" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1112" nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
FL I
LUS/MUS/H US/H H US/HGUS
Face -Mount Joist Hangers
ORFp
W
7>
This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
The double -shear hanger series, ranging from the lig%1t-capacity
LUS hangers to the. highest -capacity HGUS hangers, feature
innovative double shear railing that distributes the load through
line o points on each joist rail 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 bad capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
•. Use. all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• Not designed for welded'or nadei apprcatioii's.-
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
Do not bend tab
ce,
Dome Double -Shear
;. Nailing Side View
(Available on
some models)
1' for 2x'
1'fiu" for 4%
H
o'
E
�W B
LUS28
HHUS210-2
--t"
Ill "—.I-
MUS28
L
O
v
d
°
C
O
(yV
°
/1
a
HUS210
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
peol algel to Ltr•0 PeOI algel to 98.0 lno lana8 ..9 < m
•(ap/s a;noe-uou) al6ue GPlslno
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LUS/MUS/HUS/HHUS/HGUS
le
These products are available with For stainless
additional corrosion protection. steel fasteners,
For more information, see p.15. see p. 21.
Many of these products are approved for installation
0 with Strong -Drive® SD Connector screws.
See pp. 335-337 for more information.
211-1,m-
Model
Min.
Dimensions (i_b)
Fasteners (in)
DFISP Qllowa6' loads
, SPF/HF Allowable Loads
No,°Height
Heei
Ga
W.
H
g
.y,
Carrying
Member
Carried
:° Member M.
Uplrft
'(i60)
Fiona
(100)-
Snow`
(115)
Roaf
,(I25)„
Wind
(160)
Uplift
(160).'
Floor
(100},
Snow
115)�
Roof.
�(125�_
Wind
Double 2x Sizes
LUS24-2 ' >
'2'l4 -
_ 18
3''/a
31/a _
:;2
, (4) 0:162 x 31/z
t 12) 0.162x 3'h'!
410
800r
A05
950
1,245
355_'
690
1780
W'
1,070
,.LUS26 2..:,
...
, Or
I
,_
311s
471a
:' -2
; (�} O:fi62 x 31/2
;` {4),0,162 x 31/2
��,rt
,,,r.
1 030
1170
1265
.,
1,595
, .910T ,
..
�885
-1,005.
1,09t ,
9,370
HHUS26-2
45/i6
14
35/ia
53/8
3
(14) 0.162 x 31/2
(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
HGUS2&2
49A6
12
35A6
57A6
4
(20) 0.162 x 31/2
(8) 0.162 x 31/2
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170
4,445
4,795
FL,
LA
HGUS28-2-";,
6s/ia
3%
;733i6
`4
"(36)-016201hz
(72)10.162x3'h=13;235
.7,460
-7,460
'7460-
7,4604.2;780<
6,415.,
.6;415
6,415
'6415
LUS210-2
0.
18
31A
9
2
(8) 0.162 x 31/2
(6) 0.162 x 31/2
1,445
1,830
2,075
2,245
2,830
1:245
1,575
1,785
1,930
2,435
HHUS210-2
83/a
14
35A
87/a
3
(30) 0.162 x 31/2
(10) 0.162 x 3'/2
3,550
5,705
6,435
6,485
6,485
3,335
4,905
5,340
5,060
5,190
HGUS210-2
89tia
12
35/16
93A.
4
(46) 0.162 x 31/2
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
9,100
3,520
7,460
7,825
7,825
7,825
Triple 2x Sizes
tiGU82(J, =::,A'�U
TL
,, '"A6
5/2
:�4 �
(?U),U7bZX3%2
t6j',QJbZU/2'
L;lSS
4;.i4U�
4ibbU%
,- lu,
n,51,5�
I,rib9,
J;13U
4,11 U
4,44b
'4�/-ybo
IBC, FL,
'HGUS28-3"'
61-M6
I 12
41%
71/4
`.'4
(36).1i162x3'lz,')(12).0.162x31W
"3,235
7460„.7460
7;460,
7,460
80
6,415,
6,415
6,416
6,415
LA
HHUS210-3
8N.
14
417ita
87/a
3
(30) 0.162 x 31/2
(10) 0.162 x 3'h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
81Iie
12
4t5A6
91/4
4
(46) 0.162 x 31/2
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
F)GUS212-3
".� 105/a
' 12
41546
1031a
4 .
(56).0.762 X 33z'
(2u} i):162 x 31/2'
5,£ 95
o.045'
T,045
�
9;04
U3,
7 f d0
f '80'
-37;78D
-; 80
IBC FL,
LA
HGUS214 3°
125/a ;
12
4i5/e
123/a
; ;4
(66) 0.162 x 3Yz
>(22) 0.162 x 31/2
5,695
'i0,125
10,125
10,125
:10,125
4,900',
8,190
_.
,8;190
`8,190
8,190
Quadruple 2x Sizes
".MGUS'Lb-4'_'•
b1/2
'-1Z„
b175
bha
,'4.
1 ELUIUIbLX3%2.1.;,`t3)UJbG.;X'.ih;,
L,..1 3--4,341i
4,00U-.
$,t/U
"5,b'fD
1ipb ;.3iC3U
,4,11U-,4,443
4,i b
IBC, FL,
HGUS28-4
71/4
12
06
T/i6
4
(36) 0.162 x 31/2
(12) 0.162 x 31/2
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
LA
HHUS210-4
83/a
14
6'/s
87/8
3
(30) 0.162 x 31h
(10) 0.162 x 31h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210 4` .
9114 '�72
68/
93fa
4 '
(46) 0.162 X31/2,
(16) 0,162x31/2,
4;095
9100''
9,100
9 f00
9,100
3,520""
7,825
7,825
7,82
.7,825:
HGUS212 4'
fOsh .
;"12
6s/e
1Dsle
. 4`
(56)'0162 X S'h
(20) O.162X 31h
5,59ra
9,O4�w'
9,O4v.
9 0 i5
`9;0 k
z�t�.
' ' 780
SO
7,73 -
-7780
IBCFL,
LA
HGUS214-41-
125/e
6a/1s
12%
°A
(66)0:162x31/s
(22)0.162x31h
10,125
10,125
10,125
10,125
4900
8710
,8710
%710
8,710
4x Sizes
LUS46 ;'" '43/a .1- 18 .{ 3>A61-.43/4-) ,2 1' (4) 0162'X31/2 [ (4) 0.162X3V2'I.1ff6bJ'f G3d 1 1,170") 11265 1,1,5951-910,-] 885 _I 1005 j 1,090l`7,3701 IBC, FL
35/s I Oa,1 4 '
x
LUS48
43/s
1 18
39A6
63/a
1 2
(6) 0.162 x 31h 1
(4) 0.162 x 31/2
1"060
1,315
1,490
11,610
2,030
1 910
11,130
11,280
11,385 11,745
1 IBC, FL,
HUS48
6''A
14
39A6
7
2
(6) 0.162 x 31h
(6) 0.162 x 31/2
1,320
1,580
1,790
1,930
2,415
1:135
1,360
1,540
1,660
2,075
LA
HHUS48
61h
14
3%
71/s
3
(22) 0.162 x 31/2
(8) 0.162 x Th
1;760
4,265
4,810
5,155
5,980
11515
3,670
4,135
4,435
5,145
HGUS48
67ha
12
35/s
711A6
4
(36) 0.162 x 31/2
(12) 0.162 x 3'/2
3,235
7,460
7,460
7,460
7,460
2,780
16,415
16,415
6,415 16,415
N., [ 9'I'
;.HGUS410 $har 12 35A '9 ,, 4 '(46} 0<162 x 31jz; (16) 0,162 x 3ih °4,095 9100',, 9,100 '$)110 9,104 3,520,; 7,825 7,8�5. 7,825' :7,825" IBC FL,
LA
HGUS412 1 1034. 12 3% 107/ia 4 (56) 0.162 x 31/2 (20) 0.162 x 31/2 5,695 h45 9,045 9,045 9,04' 4:900 7,780 7,780 7,780 7,780
HGUS414 11346 12 35/a 12346 4 (66) 0.162 x 31h (22) 0.162 x 31/2 5,695 10,125 10,125 10,125 10,125 4,900 1 8,190 8,190 8,190 8,190
Double 4x Sizes
107A61 12 1' 73/s 110%I 4'
FL
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes
the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 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.
96
HTU
Face -Mount Truss Hanger -
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/8". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is Ma" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material:16 gauge
Finish: Galvanized
Installation:
• Use all specified fasteners; see General Notes
• Can be installed filling round holes only, or filling i
round and triangle holes for maximum values i
See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
Options:- ....... ,:-�..:,.•- • -- i
• HTU may be skewed up to 671/2'. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart 1
Min. heel
height
per table
IsMany of these products are approved for installation with Strong-Drivee
SD Connector screws. See pp. 335-337 for more information.
HTU26
Typical HTU26
Minimum Nailing
Installation
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
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 downbad rating.
5. For hanger gaps between'/a" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVFPI 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.
w
HTU
Face -Mount Truss Hanger (cont.)
E Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carryinq Member
.w.
...................................... -.
Mm:
Fasteners (i
DF/SP Allowable Loads
SPF/HF Allowable Loads,
Model
No
Heel
Height
Mimmum
Carrying
jGode
Ref
Carrying.
�:
Carried ,
Uplift ;
Flood
,Snow
Roof
Wind'
Uplift
Floor
Snow.;
.Roof
Wind
(in.)
.Member
Member'
M(mber ':
(160) `
'{100)
(115)
(125)
. ,(160)
(160)
(100)
HTU26 (Min.)
3t/s
(2) 2x4
(10) 0.162 x 31h
(14) 0.148 x 11/z
925
1,470
1,660
11790
1,875
795
1,265
1,430
1,540
1,615
HTU26 (Max.)
5'/z
(2) 2x4
(10) 0.162 x 31h
'(20) 0.148 x 1 Y2
1,240
1,470
1,660
1,790
2,220
1065
1,265
1,430
1,540
1,910
IBG
HTU28.(Max:) `
.. TIa
.(2)`2z6 `
(20)`O.i62x3lFi
(26)=0148 x �'/z
1,970
' 2 944
`JS �2ca
�t tT':
.3,905
.'1,695
'2,5'30
" ua'
�,J4 31
3,360
FL, LA
HTU210 (Max)
`,� 91A
j p(2}�2x6
(20) 0.162 x-3"h
(32),0:148 x 1 Yz
'2 760
> 2 94D
32
580 ,
3,905
.2,375
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is "h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanqer Gap)
Dimensions
(in)
Fasteners (in.}
DF/SP Allowable Loads
SPF/HF Allowable Loads
;Model
" No
Mm
-
Lar`rying Gamed
Uplift door 'Roof Wind
Uplift
"-Floor Snow Roof Win
Code'
Ref:'
Height
tN H
g
Member Member , -
((Snow
{160} (100) (115) (1ZS) (160)
(160)_.
(100) (1y
Single 2x Sizes.
HTU26
3Yz
1�%a-
5�/,61
3"%z.._(20)0162,k31/z
(11)0148xiylz
f'{
39
, "
2, 95'
2,398
40
1tt
1
HTU26 (Min.)
37/a
1s1
.57/a
3"h
(20) 0162x,
(14) 6,148 x 17/z
�1,175-�
2 9401
.3,100
3,100
3,100�
• 1;Oi0
1,955
1955
1,955
A,955
HTU26; (Max)
5'/z
a, b/a `"
5'ks
3'?
(20) 0162; x 3'/z
(2Q) 0148 z i'h
1215
�2 9402t1
',86
e30`
1 D43
i,850ixca
2=28"
2F285
IBC,
HTU28 (Min.)
37/a
1 s/a
7'Ai6
31/2
(26) 0.162 x 3Yz
(14) 0.148 x 1 l/z
1,110
3,770
3,770
3,770
3,770
955
2,825
2,825
2,825
2,825
FL,
HTU28 (Max.)
7"/4
15/s
71As
3Yz
(26) 0.162 x 3Yz
1 (26) 0.148 x 1 Y2
1;920
31820
1 4,315
4,655
5,015
1,695
2,865
3.235
3,490
3,765
LA
"/a
Double 2x Sizes
HTU26 2 (Max:) ';,
.
5Y2
3 s
`5'hb
3'h
(20) 0.162 x 3Yz
(20) Q.148 x 3
"s 1910
2 940
3; r0:
3,500 -
.3,500
1 fi45L-
2,205
2205
2,205
2,205
HTU28-2 (Min.)
.37/a
3s/is
7'tis
3'/z
(26) 0.162 x 3Yz
(14) 0.148 x $
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.)
7Y4
3sis
7Ys
3Y2
(26) 0.162 x 3Yz
(26) 0.148 x 3
3,035
3,820
4,315
4,655
5,520
2,610
2,865
3,235
3,490
4140
LA
HTU21.0-2 (Min.)
37/a
3 s
9Ye
. 3?h
(32) 0.162 x 3Yz
,(14),0.148 x 3
,1,755
-4 255
I,G;255�
4,2551
4;255:'
7 510,
`• 3190
3,190
•3,190
.3,190
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift 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 %" and "h", 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 0.14W x 1 "h" naiu in the header and
reduce the allowable download to 0.70 of the table vabe. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly. .
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 2s/s" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16" at 100% of the table load. Specify as an 'X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 'A" x 2�44` Titen 2
screws (k 4odal i fN2-25234H) for G=CMU. Follow all
installation instructions and use the loads from t.ne sawn
lumber or E1rA'F sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 1 3/4" — Model
TTN2-251341-1) are not provided with the hangers.
• Drill the 3/16°-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/5"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Cautiory 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/,a° drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/,s" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/3" is required as shokltn in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
of 11/2" is permitted.
Codes: See p.12 for Code Reference Key Chart
'Concealed flanges
HUC410
Ma1A[�
Figure 1 — HUG410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
.r
�E� A
3
W
Model ,
No _
Fasteners
Allowable toads (DF/SP)
.
Code
GFGINU
Concrete
Standard
Concealed
GECMU Concrete
Tten®2. ; a Titen�' 2_
�' `
3otst""
Uplift
'{160) , °
Down°-
" {1001125) '
UpUft
(160)
..,Down -
(1001125) "
Ref-
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
HU28,
HU28X
{6) �/g X 231a ',(6J'/+ x'��le
j4) 0.148 x�T,'/z °
545
1,500,
60'2,400
HU24-2
HUC24-2
(4) 1/4 x 23/4 (4) 1/4 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
HU26 2 (Mtn }
HUG262 '
{8),'/a X 23I4 '!` (8)'/a xx�s�l4 ',
(4) 014$x 3
760'` °' •
2,000
760
$ 200
HU26-2 (Max.) ; _ °
HU626-2";,:'
{12)'/4 x 23/a ; (12)'/a X',14 . -
(6) O'.14&x 3
-1,135'
,3 000 .
�1 35
�e�; 3,950
HU26 3 (Min.)
HUC26 3 (Min.)
(8) 1/4 x 23/a (8) 1/4 x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)1/4 x 23/4 (12)114 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU28 2 (Min.}
_ HUC2$, 2 (Min) °
(10)'%a x 23/4-�,, � , (10)'14 x°13/4
(4) 0.148 x 3
t 760
2,50D�°
760
3,725
° HU2$ 2 (Max.),' '
HUC2872; Max,} �
(14)'/,4 x 23/4 : ` `' {1A)'1/4 x V 4
�,(6) 0.14$ >4 3
a 135 =
3,500,
1;1�35
�4 920
HU210
HU210X
(8)1/4 x 23/4 (8) 1/4 X 13/4
(4) 0.148 x 1112
545
2,000
760
2,415
HUC210-2 (Min) .-
`(14)`4)'/4 1/a
?/4 23/
�(6)018X 3
,
3,5Q0-H0210-2,(Min.)
1,135
4,920
HU210?L (Max)
HUC210 2 (Max.)_,,_
(18)'/a X 23/a : ; (18)1la X 1 �i4
(10) 0148 X 3
7 800
4 500
1,800-'S
085
HU210.3 (Min.)
HUG210-3 (Min.)
(14)1/4 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 23/4 (18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU
-HU212>-,
/42/4
(1t) �_
X= 1h
'
2,00212
1,135 ' _
.'2,665
HU212-2 (Min.)
HUC212-2 (Min.)
(16) 1/4 x 23/4 (16)1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUG212-2 (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
``
UC212-3 (Min.)
'�(16)1/
4'a4
`
y
5.
,8 _
1HU21Z3Mm
`49204 v
HU212=3 (Max:}, `
HUC212 3 {MaX.)
":(22}'1/a x 23/a : ; " (22)'/a X 7 a14
{10) 0.148 x 3
�1 $00
r .- 5,085 _
1,800 ' .
5,085:-
HU214
HU214X
(12)1/4 x 23/4 (12)114 x 13/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
HU214 2 (Min .)':`HUC2i4
2 (Min.) °
(18)'!/4 x 23/a (18) v1/a x1314
1 575
t 4,500'
1,515
5,085 >
HU21'4 2 (Max.)" °
' HU0214 2 (Max:)
(24) sja X 23/a (24)1la X 13/C
�(12) 0?48 z 3-2
015 f:
s 5,0$5 ;-
2 015�
".5,085. °
HU214-3 (Min.)
HUG214-3 (Min.)
(18)1/4 x 23/4 (18)114 x 13/4
(8) 0.148 x 3
1,515
4,500.
1,515
5,085
HU214-3 (Max.)
HUG214-3 (Max.)
(24)114 x 23/4 (24)114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216.
HU216X ,
(18)1'J4 x 231a ) {18)1/4 X13ia
�.
_`48) 014$ X 11h
=,1 515 '
2 920 -
;,.,.
1,515
2 920 �>.
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/4 x 23/4 (20)114 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(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 (Min..)
(20)1/4 x 2'/4 (20)'14 X 13/a
(8)9 0.148 x.3 ' `
.'1,515
4,920
1,515
=4 920
HU216 3 (Max;)
HUC216 (Max.} ;
(26).'a x 23/a j', (26)1Ja}(13/a
(12},085_°
2,015
"5 085
HU7 (Min.)
(Not available)
(12)1/4 x 23/4 (12) % 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 (Mm.) °
��(NOt avaiaabl8}>>
{1$j �zd x 23/a {18)1/%X 3l4 °'
;(6) 014$ X;11h
1135:
3,230
1,135
3 230 ,
HU9'(Max.)
(Not available)
(24) t/a x 2-% {24)114 x 1-Y4
(10} 0148 x`112
1 445 : -'
3,735 _
1,445
...
3,735
HU11 (Min.)
(Not available)
(22)114 x 23/4 (22)114 x 13/4
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(30)114 x 23/4 (30) Ya x 13/4
(10) 0.148 x 11/2
1,445
3,735
1.445
3,735
'(Min.).
(Not available)
{28)'!4 XL 23/4 , -- ° (28)'I4 X 13/4
(8) 0148°X 1'l2
" (1515 =
3,485
1;515
3 485
HU14 {Max) -
{Not available)
(36) ?la x 23fa° , (36)'Ax;13la
(,14} 0148 x�11h
2 015
4,245�.
2,015
4 245
38
STAGGER JOINTS - TYP.
RAISED HEEL ROOF TRUSSES
ROOF SHEATHING- SEE PLAN
RAISED HEEL ROOF TRUSSES
5/SKI
SEE PLAN
-SEE PLAN
SOFFIT/FASCIA- SEE ARCH.
=`
z
w
w N
�
O
N
RIBBON BOARD-
U m
Q 4 3
SEE SCHEDULE
U z LL
z
FOR SPACING d
Z
0 w uj
w a
FASTENING TO w N
U< Q Q
N
RIBBON BOARD- SEE
TRUSSES
w LL $
5CHEDULE FOR SPACING !
�P
Z O
FASTENING TO TK58E5
WALL SHEATHING -SEE PLAN4ANG14OR
MIN. 15/32' GDX PLYWOOD OR1/16'
OSB WITH ed GUN NAILS
(0.131' X 2 1/29 9 6' O.G. TOLIFT/SHEARGYP.
GEILING-U
UPLIFT/SHEAR ANCHOR
MASONRY WALL- IRIBBON
BOARDS
EACH SEE PLAN a
EACH TRUSS - SEE B/SKI SEE PLAN SCHEDULEPLAN
SEE PLAN
DO NOT FASTEN RIBBON BOARDUSS-
NOTE: ADD'L FRAMING NOi
INTO ENp GRAIN OF ROOF TRU55SONRY
WALLSHOWN
W.
FOR CLARITY
BOTTOM CHORDE
PLAN
DIE
REVISION:
DEEORWTION
RAISED HEEL TRUSS BEARING
A
RAISED HEEL
TRUSS BEARING E3
SCALE. FITSSKI
SCALE: NTS SKI
VERSi0ry
N0. I.W I IIAB.IE
RIBBON SCHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(2) 12d GUN (0.131' X 31)
(Vasd=128 MPH)
2X4 SFM
24'
TO EACH TRU55, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
Vult=180 MPH
(2) 12d GUN (0.131' X 3')
(Va6d=139 MPH)
2k4 5PP02
16'
TO EACH TRUSS, (4)
EXP. G,
NAILS AT JOINTS
ENCLOSED
SHEET TmE:
RIBBON-FOR
-EOHEELR00FRRU-
SHEET INFORMATION:
100 NO, ]11I II
p E41AEO: I1A 11
D..-BF.
RE-0 BY:
SK.1
NE
January, -1%2920
.Carpenter ,C,cintr..actb,r-s,df America, ffic.
8900 AVehffd G" NW,
Winterflaven. VL,33�B'$6-62,01
Dear'Matt:
ltla§ chine to my, attention . .1thatsmequesdons were raised d alse concerning 5:%8" diametef
h61 ies'-,z.illeA fl f'u the ...'chords "'(widb face) ot sYs 4,Z pblp end trusses id,allaw fore
.,
threaded f6ds "tie ;theso:lgable-ends-,are,aver :,continuous support.
with Qiioq4q'ofully-AeAffitt,and.
pfth
face no61.0s' - ih 4'46w � -' Offi - VIA connector verticdlws fhen
p, an, a pu. arnaging.-any
no';repaiHs.r *e� The 6 truss only up'obrts""' additional
noa i i
Load.:'
Ifyou .have ,dny:qi!6.sti6n§,:,,'please give me a,,call,
sincerely;-
Nd. 86' O
$TATE.'().,, F
..........
6.760 Forum .bri , Suite
VP (Oano'p, FL 3282-1:- (80G) 521 =9790"(863)422-BO85
WW -Mplpin.pjtW.pqrn
,1il1ttt41►►tfff
No. 86367
STATE O .~ g, 01-i-, 54�
It
ALPINE
WFW.COMPANY
FL REG# 278, YoonhwakKim, FL PE #86367
03/10/2021
doccurn•nthas bean olsckorksly signed
•el•d using a Dill Signsfum. Pliltrd
without on odgitai signsture must be
sd using th• "lginal aiactroriic vwx1on.
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821,
Phone:(800)755-6001
www.alpineitw.com
f
�te Iniorri�ator►: ° t ` " ' `
Customer: Carpenter Contractors of America
Pa a 1;:.
Job Number: N362323
Job Descri, tion: 7A5/320 ,4EHBG ,01 D „RH01 /4EHB / 2601 HAYDEN EXPRESS / ELEV.G
Address:
Job En' ineeC n' Criteria;
Design Code: FBC 7th Ed. 2020 Res 1ntelliV1EW Version: 20.02.00A
JRef#: 1X31-89750044
end Standard: .ASCE 7-16 Wind Speed (mph): 160 Design Loading (psf): 37.00
Building Type: Closed
This package contains general notes pages, 30 truss drawing(s) and 5 detail(s).
-item
Drawing Number
Truss,.
1
069.21.1140.54010
Al
3
069.21.1140.53885
A3
5
069.21.1140.53977
A5
7
069.21.1140.53930
A7
9
069.21.1140.54353
A9G
11
069.21.1140.54399
B2G
13
069.21.1140,54180
UG
15
069:21.1140.54321
CJ1'L
17
06921.1140.53900
E2
19
069:21.1140.54260
MG'1
21
069.21.1140.53869
EJ2
23
06921:1140.53931
CM
25
069.21.1140.53743
CJ3A
27'
069.21.1140.54149
CJ1 E
29
069.21,1140.53681
HJ2
31
A16015ENC101014
33
A16030ENC101014
35
GBLLETINOl18
Item :
Drawing Number
Truss` -,
2
069.21.1140.53946
A2
4
069.21 . 1140.54120
A4
6
069.21.1140.53713
A6
8
069.21.1140.53260
A8G
10
069.21.1140:54385
B1
12
069.21.1140.54290
L1
14
069.21.1140.54213
EJ3L
16
0%21:1140.54244
E1
18
069,21.1140.54073
E3G
20
069.21.1140.53666
EJ7
22
06921.1140.54072
CJ5A
24
069.21.1140.53727
CJ3
26
069.21.1140.54119
CJ1
28
060,21.1140 54400
HJ3L
30
069.21.1140,53228
HJ7
32
A16015ENC160118
34
A16030ENC16011.8
Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 12:06:39 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or 1310, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. oro.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending .and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and. axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI
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: 52637 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef: 1X3L89750044 T6
FROM: RAA Qty: 1 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54010
Truss Label: Al / YK 03/10/2021
6'1"4 T 12'2"9 + 18'3"4 + 21'4"12 27'5"7
6'14 6'1"5
EO
173
9.10"
9.10"
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: 22.84 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;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,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"
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):
10,
29'10"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.259 L 999 360
VERT(CL): 0.481 L 983 240
HORZ(LL): 0.097 K - -
HORZ(TL): 0.179 K
Creep Factor: 2.0
Max TC CSI: 0.865
Max BC CSI: 0.863
Max Web CSI: 0.298
Ve r: 20.02.00A.1020.20
`,����QVt1i1011ll
W
a
No, 8636i go
�'p d STATE OF
33'6"12 39'8"
6'1"5 6'1"4
9'10"
39
'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1546 /- /- /861 /785 /303
N 1546 /- /- /861 /785 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
N 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 1581 - 3037 F - G 1147 - 2011
C - D 1437 - 2773 G - H 1437 - 2773
D - E 1147 - 2011 H - 1 1581 - 3037
E - F 1161 -1892
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2726 -1347 L - K 2369 -1060
M - L 2369 -1060 K - I 2726 -1347
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 453 - 68 L - F 521 - 236
D - L 482 - 703 L - G 482 - 703
E - L 521 - 236 G - K 453 - 68
ek S'haORIVre-
®®®�®r b
�V®°d0 �ONM_ 1
°°1eea��+�s►o�`°�
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 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
attachetl rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinlComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a
listing this drawing indicates acceptance of professional engiineenng responsibilittyy solely -for the design shown. The suitability and use of this 6750 Forum Drive
drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 526381 HIPS I Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T12
FROM: RAA Qty: 2 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53946
Truss Label: A2 / YK 03/10/2021
6'1"4
6'1"4
�'
1' 1 r 9'10"
_9'10"
12'2"9 17' 22'8"
6.V5 + 49"7 T 68"
=_5X5 =5X5
E F
27'5"7
4'9"7
39'8"
} 10' + 10,
19'10" 29'10"
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: 22.58 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; T1,T5 2x4 SP #1;
Bot chord: 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N;
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
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.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.264 L 999 360
VERT(CL): 0.466 L 999 240
HORZ(LL): 0.091 K - -
HORZ(TL): 0.160 K
Creep Factor: 2.0
Max TC CSI: 0.680
Max BC CSI: 0.542
Max Web CSI; 0.299
EW Ver: 20.02.00A.1020.20
IIIIIIIf6Yorl
No.86367 alog
S7 ATE OF
33'612 39'8"
6111.5 T 6-1"4
9'10.1 1'
39'8"+
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1645 /- /- /867 /786 /284
N 1645 /- /- /867 f786 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
N Brg Width = 8.0 Min Req = 1.5
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 1590 - 3292 F - G 1164 - 2207
C - D 1436 - 3025 G - H 1436 - 3025
D - E 1164 - 2207 H - 1 1590 - 3292
E-F 1198-2198
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2958 -1357 L - K 2568 -1052
M - L 2568 -1052 K - I 2958 -1357
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
M-D
456 -77
L-F
590 -217
D - L
430 - 708
L - G
430 - 708
E - L
590 - 217
G - K
456 - 77
10, a� � R��Tq✓
of,
fol
pIoNIll +�; e�®'
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 properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin4of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili(� solely or the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer 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; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 52639 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X31_89750044 T11 /
FROM: RAA Qty: 2 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53885
Truss Label: A3 / YK 03110/2021
�1
7'8"6
7'8"6
9'10"
9.10"
15'
7'3"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: 22.16 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 #1; T3 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.OE; 132,63 2x6 SP #2 N;
Webs: 2x4 SP #2 N; W1,W4,W7 2x4 SP #3;
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.
19'10" _ NT 31'11"10
4'10" , 4'10" 7'310
:5X5 III2X4 =5X5
D E T3 F
39'8"
10' 10,
19'10" 29'10"
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):
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.278 E 999 360
VERT(CL): 0.480 E 985 240
HORZ(LL): 0.092 J - -
HORZ(TL): 0.159 J -
Creep Factor: 2.0
Max TC CSI: 0.757
Max BC CSI: 0.840
Max Web CSI: 0.361
VIEW Ver: 20.02.00A.1020.20
��111111111 �
,v�q��Q��W
4 ease
+� NO, 86367
!�� a STATE OF a ��4
39'8"
7'8"6
91101,
"8 ' 39
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1692 /- /- /874 [789 /255
M 1692 /- /- /874 /789 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 1.5
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 1568 - 3391 E - F 1339 - 2703
C - D 1522 - 3172 F - G 1522 - 3172
D - E 1339 - 2703 G - H 1568 - 3391
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 3045 -1322 K - J 2456 - 925
L - K 2456 - 925 J - H 3045 -1322
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 409 - 349 K - F 411 -137
L - D 639 - 282 F - J 639 - 282
D - K 411 -136 J - G 409 - 349
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 properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. Apply Oates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSIf� PI 1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821
SEQN: 52640 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T
FROM: RAA Qty: 2 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 10 1
069.21.1140.54120
Truss Label: A4 / YK 03/10/2021
e
t
7'4"13' 19'10" 26'8"
7'455 5'7"10 6,10" 6-10"
.5X5 III2X4 =5X5
D E T2 F
32'3"11 39'8"
5711 7'4"6
T
T*18'8"12
=4Atj(tJz) 1116X8 =8X8 V� 1116X8 =4X60)
101.
9'10"
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: 21.75 it
NCBCLL: 10.00
TCDL: 4.2 lost
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 it
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1; T2 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.0E; 132,133 2x6 SP #2 N;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Loading
Truss passed check for 20 lost 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"
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):
10,
29' 10"
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.292 E 999 360
VERT(CL): 0.512 E 925 240
HORZ(LL): 0.089 J - -
HORZ(TL): 0.156 J
Creep Factor: 2.0
Max TC CSI: 0.689
Max BC CSI: 0.778
Max Web CSI: 0.388
EW Ver: 20.02.00A.1020.20
`1``Jiid@VIIII16f
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p� � y
No, 86367 zti
a
.e,
STATE flF o cv
9'10" 1'
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1657 /- /- /875 1790 /225
M 1657 /- /- /875 1790 1-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 1.5
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 1568 - 3301 E - F 1517 - 2994
C - D 1495 - 3073 F - G 1495 - 3073
D - E 1517 - 2994 G - H 1568 - 3301
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2960 -1323 K - J 2537 -1026
L - K 2537 -1026 J - H 2960 -1323
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp. Webs
Tens. Comp.
L - D
504 -171 K - F
590 - 265
D - K
590 - 264 F - J
504 -171
E - K
357 - 388
®< S 00d o05 b
'1'6�d'/ON A L. ,
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) 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 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 Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibilitty� solely -for the design shown. The suitability and use of iris
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 ine!tw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 52641 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T9 /
FROM: RAA Qty: 2 , A5/320 ,4EHI3G ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53977
Truss Label: A5 / YK 03/10/2021
7'4"4 11' 16'11"4 228"12 28'8"
7'4"4 3'7"12 5.11 "4 5'9"8 611 "4
=5X5 -5X5 =4X4 5X5
12 D E F G
N3"12 39'8"
2.1 7'4"4
5\2C4 ar2H4 T
(a) W (a)
W6
B 1 A J �18'8"12
4X6(B2) =8X10 62 =8X8 63 I—I=8X — N
�1' 9'10"
9'10"
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
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 21.33 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;
Bot chord: 2x4 SP #1; B2,133 2x6 SP #2 N;
Webs: 2x4 SP #3; W3,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
39'8"
10, 10,
19,10" r 29'10"
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):
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.307 L 999 360
VERT(CL): 0.569 L 831 240
HORZ(LL): 0.094 K - -
HORZ(TL): 0.173 K
Creep Factor: 2.0
Max TIC CSI: 0.890
Max BC CSI: 0.825
Max Web CSI: 0.314
VIEW Ver: 20.02.00A.1020.20
�A�PdP(PPpi�i
`qi� �V ®has epos g o
No. 86367
� e
STATE OF00
73
F
=4X6(B2)
9'101, 1'
39'8�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1546 /- /- /872 1791 /196
N 1546 /- /- /872 /791 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
N 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 1561 - 3016 F - G 1322 - 2353
C - D 1495 - 2800 G - H 1495 - 2800
D - E 1323 - 2354 H - 1 1561 - 3016
E - F 1678 - 3107
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2698 -1315 L - K 3032 -1424
M - L 3030 -1423 K - I 2698 -1315
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 823 - 374 F - K 497 - 817
M - E 494 - 814 G - K 825 - 375
If 6
s®©m�e y�
ad°°''1411 ONAL..
�a+tae�e�eeo�
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 properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral -restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply plates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI Q PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates -acceptance of professional engineenng responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.org; SBCA: sbcindustry.com; ICC: iccsafe.oro: AWC: awc.oro Orlando FL, 32821
SEQN: 52642 /
FROM: RAA
T
SO
T E3
TCLL:
TCDL:
BCLL:
BCDL:
Criteria (psf)
20.00 -
7.00
0.00
10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
SPEC Ply: 1
Qty: 1
TVA
7'1"1
Job Number: N362323
,7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G
Truss Label: A6
10,10"
3'8"15
12'8"
10,
1910" 24'8" 30'8"
T2" �4'10" I 6'
=5X5 1112X4
19 D =6X6 _.. =5X5 Z�V5xr,
9'10"
9'10"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 21.30 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
end Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T3 2x4 SP #1;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W4 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.
39'8"
10, 9'10"
19,10" 29'8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.384 F 999 360
VERT(CL): 0.712 F 664 240
HORZ(LL): 0.104 L -
HORZ(TL): 0.193 L
Creep Factor: 2.0
Max TC CSI: 0.896
Max BC CSI: 0.836
Max Web CSI: 0.849
Ver: 20.02.00A.1020.20
®4,i11lit 011
�A WAS
No.86367 °
p� p® STATE QE
Cust: R 8975 JRef:1X3L89750044 T20 /
DrwNo: 069.21.1140.53713
/ YK 03/10/2021
39'8"
I'7"T5 7'4"11
TT
cV
R �
T_,�18'812
10, 1
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1546 /- /- /855 /788 /193
0 1546 /- /- /859 /791 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
O Brg Width = 8.0 Min Req = 1.8
Bearings B & J are a rigid surface.
Bearings B & J 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 1552 - 3005 F - G 2005 - 3760
C - D 1466 - 2780 G - H 1478 - 2776
D - E 1272 - 2352 H - 1 1483 - 2789
E - F 2005 - 3761 I - J 1551 - 2992
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
B - N 2688 -1311
M - L 3452 -1671
N - M 3197 -1526
L - J 2675 -1305
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
N - D
1865 - 998
M - G
400 -132
N - E
1072 -1815
G - L
559 - 864
E - M
645 - 356
L - H
867 - 430
��ao�°®jflR10� o�
ONAI-
��!(Idi191d9
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 saty practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have.properly attached structural sheathing and bottom chord shall have a properly
attached r! id ceilin Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
as applicable. App�y plates to each face of truss and position as shown above and on the Join QDetails, unless noted otherwise. Refer to '
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping,. Installation and bracin of trusses. A seal on this drawingor cover page 6750 Forum Drive . listing this drawin indicates acceptance of professional en meenng responsibilityy solely or the design shown. The suitabiliy and use of )his
drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 52643 /
HIPS
Ply: 1
Job Number: N362323
Cust: R 8975 JRef:1X3L89750044 T8 /
FROM: RAA
Qty: 1
,7A5/320 ,4EHBG ,01 D ,RHO1 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G
DrwNo: 069.21.1140.53930
Truss Label: A7
/ YK 03/10/2021
T1"2 9' _
16'8" 2"30'8"
32'6"14 39'8"
7'1"2 1 110'114
7'8" 6'4"
7'8"
+ 1'10�14 7'1"2
E55X5
=4X4
=5X5 =5X5
5 12 �2X4 D
C
E T2
F T3
G ia2X4
T
s"
(a) W
(a)
H
r
:r
B
W6
ir)
I v
1 s 3 A
J
1 �18'8"12
4X6(B2)
= 5X8
= 6X6
= 5X8
=4X6(B2)
39'8"
F1'
9'10"
10,
10,
9'10" 1'-I
9'10"
19,10"
29'10"
39'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.367 L 999 360
Loc R+ ! R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.681 L 694 240
B 1546 /- /- /864 /827 /166
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.110 K - -
N 1546 /- /- /864 /827 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.203 K
Wind reactions based on MWFRS
NCBCLL: 10.00
Mean Height: 20.91 ft
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00
TCDL: 5.0 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.898
N Br Width = 8.o Min Re 1.8
g q =
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.869
Bearings B & I are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.320
Bearings B & I require a seat plate.
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 1624 - 2998 F - G 1541 - 2758
C-D 1561 -2811 G-H 1561 -2812
Top chord: 2x4 SP #2
N; T2,T3 2x4 SP #1;
D - E 1541 -2757 H - 1 1624 -2998
Bot chord: 2x4 SP #1;
E - F 2044 -3700
Webs: 2x4 SP #3; W3,W6
2x4 SP #2 N;
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
,od,tt149tiAA-
/1I���®
\ ®fee A- B
®�GEN ° 4�'
0
No 367 g
STATE OF
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2681 -1371 L - K 3612 -1840
M - L 3615 -1842 K - 1 2681 -1371
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
D - M 776 - 360 F - K 638 - 989
M - E 641 - 992 K - G 773 - 357
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 handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
rt Safety Information, by TPI an fabricating,
fo'r safety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
11id ceiling Locations shown for ermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 1310.
A
Apply plates to each face oTtruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ivision of ITW Builds
rformanc,$cLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
e with ANSI PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa e
hawing indicates acceptance of professional en eering responsibility solely or the design shown. The suitabilil9y and use of this
sn
any structure is the responsibility of the Building�esigner per ANSIlT 11 Sec.2.
6750 Forum Drive
Suite 305
Orlando FL, 32821
For
ICC:
SEQN: 52661 / HIPS Ply: 2 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T14 /
FROM: RAA Qty: 1 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53260
Truss Label: A8G / YK 03/10/2021
2 Complete Trusses Required
7' 13'S"14 19'10" 26'2"2 32'8" 39'8"
7' 6'S"14 6'4"2 6'4"2 6'S"14 7'
5 12 =6CD 6 =4X4 T2 =8X8 =4X4 =6X6
1-1E F T3 G
T
SO
M
1 6�
39'8"
1112X4 =8X8 =3X8 =8X8 1112X4 v
6'10"4 6'5"14 6'5"14 6'5"14 6'5"14 6'10"4 11�
610"4 13'4"2 19'10" 263"14 32'9"12 39'8"
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: 20.50 ft
NCBCLL: 0.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N;
Bot chord: 2x6 SP SS;
Webs: 2x4 SP #3;
Nailnote
Nail Schedule:0.128"x3" nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
Loading
#1 hip supports 7-0-0 jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.434 E 999 360
VERT(CL): 0.813 E 581 240
HORZ(LL): 0.071 C - -
HORZ(TL): 0.133 C
Creep Factor: 2.0
Max TC CSI: 0.542
Max BC CSI: 0,411
Max Web CSI: 0.743
VIEW Ver: 20.02.00A.1020.20
�otl�vH WA
gas���o►�r�Ps
a�CEN 9 a/�`
m i
No.8636%
p
e .e
STATE OF
vg o �• o�m
fl
co
f;
1 _s,18'8"12
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 3115 /- A A /1614 A
0 3115 /- /- /- /1614 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
0 Brg Width = 8.0 Min Req = 1.8
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1762 - 3442 E - F 2781 - 5458
C - D 2492 - 4892 F - G 2493 - 4893
D - E 2781 - 5458 G - H 1763 - 3443
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - N 3147 -1600 L - K 4957 - 2539
N-M 3136 -1600 K-J 3137 -1601
M - L 4956 - 2539 J - H 3148 -1601
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - M
1951 - 991
L - F
553 - 267
M - D
488 - 672
F - K
488 - 672
D - L
554 - 267
K - G
1951 - 991
ANAL
ee®(41164140
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 proper)% attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicable. Apply Oates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 4Pl 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solelyorthe design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TXI-1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 52675 / SPEC Ply: 2 Job Number: N362323 Cust: R 8975 JRef:1X3LB9750044 T15 /
FROM: RAA Qty: 1 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DnvNo: 069.21.1140.54353
Truss Label: A9G / YK 03/10/2021
2 Complete Trusses Required
T1"4
10'10" i
14'8
20' 24'8"
32'8"
39'8"
7'1"4
3'8"12 T
3'10"" T
54„ + 4'8"
8
7 't
= 5X5
12
T5 k2X4
D
///6X8(SRS)
E
1112F4 T3 =8G8
T4 =_6H6
T
P
o
W
TIC
-4X6(A1)
6B
=4X8(B1)
1 F33 A
II J T
18'8"12
B1
O
=8X10
-H0710
-8X8 1112X4
39'8"
10'
10,
7'8"
5'1"12
6'10"4 1'
10'
20'
27'8"
32'9"12
39'8"
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: 21.30 ft
NCBCLL: 0.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T3 2x6 SP #2 N;
T4 2x6 SP SS;
Bot chord: 2x6 SP SS; B1 2x6 SP #2 N;
Webs: 2x4 SP #3; W3 2x4 SP #2 N;
Nailnote
Nail Schedule:0.128"x3" nails
Top Chord: 1 Row @12.00" o.c.
Bet Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c,
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 55 plf at -1.00 to 55 plf at 21.18
TC: From 28 plf at 21.18 to 28 plf at 32.67
TC: From 55 pif at 32.67 to 55 plf at 40.67
BC: From 20 plf at 0.00 to 20 pit at 20.00
BC: From 10 plf at 20.00 to 10 plf at 32.64
BC: From 20 pit at 32.64 to 20 plf at 39.67
TC: 175 lb Conc. Load at 22.60,24.60,26.60,28.60
30.60,32.60
TC: 211 lb Conc. Load at 32.67
BC: 1397 lb Conc. Load at 21.18
BC: 130 lb Conc. Load at 22.60,24.60,26.60,28.60
30.60,32.64
BC: 363 lb Conc. Load at 32.67
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.470 F 999 360
VERT(CL): 0.869 F 543 240
HORZ(LL): 0.104 D - -
HORZ(TL): 0.192 D
Creep Factor: 2.0
Max TC CSI: 0.755
Max BC CSI: 0.828
Max Web CSI: 0.986
VIEW Ver: 20.02.00A.1020.20
Additional Notes
WIND LOAD CASE MODIFIED!
It is the responsibility of the Building Designer and
Truss Fabricator to review this drawing prior to
cutting lumber to verify that all data, including
dimensions and loads, conform to the architectural
plans/specifications and fabricators truss layout.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 2707 /- /- /- /1550 /-
0 3744 /- /- /- /2192 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.9
0 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 1687 - 2915 F - G 3645 - 6372
C - D 1584 - 2809 G - H 3167 - 5551
D - E 1386 - 2447 H - 1 2442 - 4167
E -F 3646 - 6372
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - N 2650 -1522 L - K 3811 - 2230
N - M 5023 - 2894 K - I 3816 - 2228
® ev�rl�Qil(tPq/�� M-L 6149 -3652
`p\� ` e • e g & /�f P� Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
a ® Y • A N - D 1927 -1050 G - L 684 - 843
s No 86367 ® N- E 1944 - 3315 L- H 2O31 -1093
a s a E- M 1549 - 863
® s
Q STATE OF
w
®s S' °•®ee® d
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) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properir attached structural sheathing and bottom chord shall have a properly
attached ri id ceilihp Locations shown for permanent -lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,. mstallatlon and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
drawing for any s9ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 52670 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T2 /
FROM: PFH Qty: 1 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54385
Truss Label: B1 / YK 03/10/2021
57"6 9' 12'8" 16'2"8
5'7"6 3'4"10 '{' 3'S" 3'6"8
888
8'8"8
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: 20.34 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
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
(++) - This plate works for both joints covered.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
=4X4 =4X4
D E
21'0"8
4'1"4
12'9"12
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
T11"4
20'9"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): -0.062 J 999 360
VERT(CL): 0.113 J 999 240
HORZ(LL): 0.025 G - -
HORZ(TL): 0.047 G
Creep Factor: 2.0
Max TC CSI: 0.480
Max BC CSI: 0.751
Max Web CSI: 0.677
VIEW Ver: 20.02.00A.1020.20
a
a
No. 86367 Q
STATE OF ®4�
010 0
21'0"8
4' 10"
38
50"8
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 852 /- A /478 /523 /137
H 779 /- /- /399 /475 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
H Brg Width = - 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. Chords Tens. Comp.
B - C 900 -1408 D - E 726 -1025
C - D 766 -1177 E - F 753 -1164
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - J
1239 -757 1 - H 1172 - 730
J - 1
1031 -510
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
F - H
780 -1174
OR
®14"f4d ONAI-
aeeeam�a�►db
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 �roper)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 applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page
lasting this drawing: indicates acceptance of professional enneerrng responsibilitx solely for the design shown. The suitability and use of this
6750 Forum Drive
Suite 305
Orlando FL, 32821
For
TPI:
SEQN: 52668 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T4 /
FROM: RAA Qty: 1 7 A51320,4EHBG ,01 D ,RHOl / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54399
Truss Label: B2G / YK 03/10/2021
T
0
1T
738
7'3"8
Loading Criteria (psi) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP: C Kzt: NA
Mean Height: 19.92 ft
NCBCLL: 0.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x6 SP #2 N;
Webs: 2x4 SP #3;
Rt Stub Wedge: 2x4 SP #3;
Plating Notes
(1) - plates so marked were sized using 0% Fabrication
Tolerance, 0 degrees Rotational Tolerance, and/or
zero Positioning Tolerance.
Loading
#1 hip supports 7-0-0 jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types
10'10" 14'8" 21VT
3'10" 3'10" 64"8
=5X5 =4X4 =5X5
C D E
=8X8 =4X4
21'0"8
T1"
14'4"8
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): .0.131 D 999 360
VERT(CL): 0.245 D 999 240
HORZ(LL): 0.034 G - -
HORZ(TL): 0.064 G
Creep Factor: 2.0
Max TC CSI: 0.733
Max BC CSI: 0.835
Max Web CSI: 0.333
EW Ver: 20.02.00A.1020.20
Nv, 86367
m b a
p. • .e
b TATE OF o 4Z/
T
1 18'1"l4
6'8"
21'0"8
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1626 /- /- A /982 A
F 1593 /- A A /940 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.3
F Brg Width = - 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. Chords Tens. Comp.
B - C 1911 - 3239 D - E 1698 - 2948
C - D 1728 - 2999 E - F 1893 - 3206
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 2919 -1698 G - F 2867 -1665
H - G 3234 -1969
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 837 - 319 G - E 875 - 344
D - G 359 - 379
®�F� ®�OR1Vr q �.
®0®ef1do NdA `� ,
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 properly attached structural sheathing and bottom chord shall have a properly —
attachetl ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicabgle. Apply plates to each face. oT truss and positionas shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Build in Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
tr ss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawingor cover page 675o Forum Drive
listing this drawing indicates acceptance of professional enpsneering responsibilityy solely -for the design shown. The suitabiliy and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 52645 / COMN Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T5 /
FROM: RAA Qty: 2 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54290
Truss Label: L1 / YK 03/10/2021
5' 10,
5 "� ° 5 "1
12 = 4X4
4 T
B Dcli
ih
4Li
��8,$„
F
2X4(A1) 1112X4=2X4(A1)
10,
1 _
5'
10,
+
Loading Criteria (pst) 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): 0.016 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.028 F 999 240
B 429 A /- /273 /206 /79
BCDL: 10.00 Risk Category: II
Snow Duration: NA
HORZ(LL): 0.005 F - -
D 429 /- /- /187 /206 /-
EXP: C Kzt: NA
Des Ld: 37.00
HORZ (TL): 0.009 F -
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 = 1.5
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.183
D Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.306
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.079
Members not listed have forces less than 375#
Loc. from endwall: An Y
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 297 -641 C - D 297 - 641
Top chord: 2x4 SP
Bot chord: 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Webs: 2x4 SP #3;
Chords Tens.Comp. Chords Tens. Comp.
Wind
B-F 578 -214 F-D 578 -214
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
**IMPORTANT**
w;atot�e�tr►vvaPa
,� �W Ak
No. 86367 0
6 b STATE OF ® 4 4
OR
®�rlaaa►a���b�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
RNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
)er BCSI sections B3, B7 or B10,
1less noted otherwise. ffefer to
ine, a division of ITW BuildincL Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the
,s in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracincLof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
rig this drawin indicates acceptance of professional engineering responsibilityV solely -for the design shown. The suitability and use of this
Ning for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
more information see these web sites: Alpine: alpineitw.com• TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEON: 526631 HIPS Ply: 1
1 Job Number: N362323 I Cust: R 8975 JRef:1X3L89750044 T30 /
FROM: RAA Oty: 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54180
Truss Label: L1G / YK 03/10/2021
ih
13 5
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Lot: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Soacinc: 24.0 "
12
4
3' } 7' 10,
3' 4' 3'
4X4
C
4X4
D
T
B E
4 F ~ 88
H G
1112X4 1112X4
2X4(A1) = 2X4(A1)
1 3'1"12
3'1"12
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 55 plf at -1.00 to
55 plf at
3.00
TC: From 27 plf at 3.00 to
27 plf at
7.00
TC: From 55 plf at 7.00 to
55 plf at
11.00
BC: From 20 plf at 0.00 to
20 pif at
3.03
BC: From 10 plf at 3.03 to
10 plf at
6.97
BC: From 20 plf at 6.97 to
20 plf at
10.00
TC: 98 lb Conc. Load at 3.03, 6.97
TC: 63 lb Conc. Load at 5.00
BC: 119 lb Conc. Load at 3.03, 6.97
BC: 50 lb Conc. Load at 5.00
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
10,
3'8"8
6' 10"4
ow Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:20(0)/10(0)
Plate Type(s):
3'1"12
10, �� 1
Defi/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.037 G 999 360
VERT(CL): 0.074 G 999 240
HORZ(LL): 0.011 G - -
HORZ(TL): 0.020 G
Creep Factor: 2.0
Max TC CSI: 0.337
Max BC CSI: 0.502
Max Web CSI: 0.070
Ve r: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 628 /- /- /- /276 A
E 628 /- 1- /- /276 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 8.0 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 506 -1313 D-E 506 -1313
C - D 461 -1249
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1226 -466 G - E 1226 -466
H - G 1249 -461
`�1N�1i@t9A9`1f 10/0e1�/'P
��(� ` �o�1��P
r+
N0.86367 0
6
STATE OF
.�'04F®,r /ONA; ,� ,
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)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents 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,, installapon.and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per 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
SEON: 52646 / EJAC Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T37 /
FROM: RAA Oty: 3 ,7A,' 20 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54213
Truss Label: EJ3L / YK 03/10/2021
12
4 � C
9'8°7
B M r-
q 8r8°
D
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.DO 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.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.079
Max BC CSI: 0.071
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
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♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 A /- /149 /85 /67
D 50 /- /- /27 A /-
C 63 /- /- /36 /54 /-
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#
0e196®
did
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
mess noted otherwise. Refer to
iision of ITW BuildingComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the
formance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover page 6750 Forum Drive
rawing indicates acceptance of professional enQneenng responsibility solely or the design shown. The suitabilify and use of this
any structure is the responsibility of the Building -Designer per ANSI1TPI 1 Sec.2. Suite 305
rrmation see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustry.com• ICC: iccsafe.oro; AWC: awc.org Orlando FL, 32821
SEQN: 52647 / JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef: 1X3L89750044 T36 /
FROM: RAA Qty: 4 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54321
Truss Label: CAL / YK 03/10/2021
Loading Criteria (ps0
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
12
4
C
B 9-0"3
_T_ Tel 1
31 A - Qtptt
�� 5 � UV
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wnd Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2X4(A1)
1, 11114
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):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.000 C
Creep Factor: 2.0
Max TC CSI: 0.063
Max BC CSI: 0,009
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 141 /- /-
/134 /102 /31
D 10 /-1 /-
/16 /11 /-
C - A15 A
/29 /28 /-
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#
,wi tQ 11111 P ►o►ori
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No, 86367
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STATE OF ° 4,
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`�jON " O�
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 ri !d ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitabilipy and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSUTPI 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: 52648 / SPEC Ply: 1 Job Number: N362323 Cust: R 8975 JRef: 1X3L89750044 T29 /
FROM: RAA Qty: 1 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54244
Truss Label: E1 / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
SDacina: 24.0 "
T
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
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.
4' 6'5"1 7"14
4' 2'5"1 3
=4X4
1� C
67' 14
4'
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):
1'11"14
5'11"14
V.
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.011 G 999 360
VERT(CL): 0.019 G 999 240
HORZ(LL): 0.008 E - -
HORZ(TL): 0.015 E
Creep Factor: 2.0
Max TC CSI: 0.147
Max BC CSI: 0.152
Max Web CSI: 0.428
VIEW Ver: 20.02.00A.1020.20
II
M_
a s v 9 4"
148'8"
4
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /R
B 310 /- /- /206 /147 /71
D 246 A /- /122 /111 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 3.3 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
witaItFP1?ffP
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-P oe STATE OF.—o°
�nR1D��
4O(il`AilO�
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 r! id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
as applicable. App�y plates to each face of truss and position as shown above and on the Join QDetails, unless noted otherwise. Refer to '
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinggComponents 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 bracingqof trusses. A seal on this drawingor cover paWe 675o Forum Drive
listing this drawing indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305
For more information see thesewebsites:- Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 52649 / SPEC Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T17 /
FROM: RAA Qty: 1 , A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53900
Truss Label`. E2 / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
4'4" 6,5"1 '7"14
2'1"1 13
4X4=4X4
12 C D
T T 5�
E
91 rn
fa o
I V B
1 I 1'7"14
1 T3 A
4X4(81) J=HII 4X4=2FX4(A1)
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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.
6'7"14
1, 3,9„12 4„ 1,9„10
3'9"12 4'2 4 5'11"14
8"
f 6;7 1i4
i 4,4" i 1,7"14 +-{
r
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Ft 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 Udefl U#
VERT(LL): 0.011 J 999 360
VERT(CL): 0.020 J 999 240
HORZ(LL): 0.008 F - -
HORZ(TL): 0.014 F -
Creep Factor: 2.0
Max TC CSI: 0.125
Max BC CSI: 0.151
Max Web CSI: 0.439
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 310 /- /- /208 /147 /66
E 246 /- /- /123 /112 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 3.3 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
e��1111I�
%
® No. 8f357
STATE 0{F1
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 properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply plates -to each face 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, a division of ITW BuildinggComponents Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solelyorthe design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building�esigner per ANSIRI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org: SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.oro Orlando FL, 32821
SEQN: 526641 HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T1 /
FROM: RAA City: 1 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB 12601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54073
Truss Label: E3G / YK 03/10/2021
1.
rn
CV
12
5
4X4
C
64" 8'
4'8" 1'8"
4X4
D
B E T
4 F 8'811
H G I
1112X4 1112X4
4X4(B1)=4X4(B1)
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 9.32 ft
NCBCLL: 0.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 55 plf at -1.00 to 55 plf at
1.67
TC: From 37 plf at 1.67 to 37 pif at
6.33
TC: From 55 plf at 6.33 to 55 pif at
9.00
BC: From 20 plf at 0.00 to 20 plf at
1.67
BC: From 17 plf at 1.67 to 17 plf at
6.33
BC: From 20 plf at 6.33 to 20 plf at
8.00
BC: 19 lb Conc. Load at 1.67, 6.33
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types
8'
8'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.009 H 999 360
VERT(CL): 0.016 H 999 240
HORZ(LL): 0.004 G - -
HORZ(TL): 0.007 G
Creep Factor: 2.0
Max TC CSI: 0.207
Max BC CSI: 0.207
Max Web CSI: 0.017
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 324 /- /- /- /169 /-
1 324 /- /- /- /169 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
1 Brg Width = 8.0 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 172 - 400 D - E 172 - 400
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No. 88857
P STATE OF
fe S P,Q®
°a,l�edjoONAL
e+iteoud'4'
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 an cJ SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildinc Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional encLineenng responsibili((�� solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSVTT l 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821
SEQN: 52665! MONO Ply: 2 Job Number: N362323 Cust: R8975 JRef:1X3L89750044 T7 /
FROM: RAA Qty: 1 ,7A5l320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54260
Truss Label: MG1 / WHK 03/10/2021
2 Complete Trusses Required
T
37'8
3'T8
1112XC
12
5 F_---
48X4
M
fn
ro
X4A(A1)
Ll LA
18'8"12
E D 4
1114X6 1114X8
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: 20.70 ft
NCBCLL: 0.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 12.0 "
C&C Dist a: 3.00 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: 2x6 SP SS;
Webs: 2x4 SP #3;
Nailnote
Nail Schedule:0.128"x3" nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @ 4.25" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
Special Loads
---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 28 plf at 0.00 to 28 plf at 7.00
BC: From 10 plf at 0.00 to 10 plf at 7.00
BC: 162 lb Conc. Load at 1.09
BC: 1593 lb Conc. Load at 3.09
BC: 779 lb Conc. Load at 5.09
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
3'0"12
3'0"12
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/l 0(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.018 E 999 360
VERT(CL): 0.033 E 999 240
HORZ(LL): -0.005 C - -
HORZ(TL): 0.008 C
Creep Factor: 2.0
Max TC CSI: 0.229
Max BC CSI: 0.292
Max Web CSI: 0.416
VIEW Ver: 20.02.00A.1020.20
to>sliit�VPtPlhp�yl
gq���aN�M�A� �1,10.
I
0
No. 86367
a* e�
° STATE OF ! Lug
e
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 1400 /- /- /- /884 /-
D 1397 /- /- /- /882 P
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
D Brg Width = - Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - B 862 -1363
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - E 1244 - 785 E - D 1185 - 750
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
E - B 945 - 576 B - D 797 -1260
RJVr
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 roper attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations -shown for permanent lateral restraint of webs shall have 6racin installed per BCSI sections 63, B7 or 1310
as applicable. App�y plates to each face of truss and position as shown above and on the JoinpDetails, unless noted otherwise. Refer to
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping,. Installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawingg indicates acceptance of professional encLmeering responsibilitty� solely -for the design shown. The suitability and use of iris
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 52650/ SPEC Ply: 1 J18 /
ob Number: N362323 Cust: R8976 JRef:1X3L89750044 T
FROM: RAA Qty; 25 , A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53666
Truss Label: EJ7 / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
21-10"3
12
5
M M
E0 r
M f�
M
B
A 18'8"12
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 20.50 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.
7'
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.018 D
HORZ(TL): 0.023 D
Creep Factor: 2.0
Max TC CSI: 0.740
Max BC CSI: 0.549
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 327 /- /- /224 /164 /210
D 130 /- /- /71 /- /-
C 175 /- /- /97 /206 /-
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#
,11,�i11@,,t��i/lvlP/)pt
No. 86367
r
-Ire
STATE OF, -a,—
eecaod>saa►em
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 requJre 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 pproper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for ermanent lateral -restraint of webs shall have bracin installed per BCSI sections B3; B7 or B10,
as applicable. Apply plates to each face of truss and positions shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinlgComponents 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 bracingqof trusses. A seal on this drawing or cover pa a 675o Fbn,m Drive
listing this drawing indicates acceptance of professional enpmeering responsibilityt� solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .corn; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 52651 / EJAC Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T25 /
FROM: RAA Qty..
2 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53869
Truss Label: EJ2 / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
12
5
T
B rn
N N
A
D
�— 1'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
4X4(B1)
1 11811
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.060
Max BC CSI: 0.021
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 144 A /- /122 /64 /54
D 29 /- /- /15 A A
C 25 /- /- /15 /32 P
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#
``1t1aQilPPlppppP
Of Of
ht
Na, 863�i
� o
STATE OF - ®cQ
ZOR
ae�,l��s�►eb
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. Refer to
a division of ITW Buildin$c�Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover pa3e
,for
drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabil!ry and use of this
for any s ructure is the responsibility of the Building -Designer per ANSUTPI 1 Sea2.
TPI:
AWC:
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 52652 / JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T31 /
FROM: RAA Qty: 1 7A5/320 ,4EHBG ,01 D ,RHOI / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Dnallo: 069.21.1140.54072
Truss Label: CJSA / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
9?
D C
2X4
i 43"12 I
13"$ 4'0"4
f3"8 4'3"12 i
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 20.41 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;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide hanger or special connection at top chord.
Provide hanger or special connection at bottom chord.
"WARNING"
"IMPORTANT" FURNISI
Trusses require extreme care in fabric•
Component Safety Information, by TPI
bracing per BCSI. Unless noted othem
attached ri id ceiling Locations shown
as applicable. Apply Oates to each fai
drawings 16OA-Z for standard plate po;
Alpine, a division of ITW Buildino Com1
Snow Criteria (Pg,Pfin 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):
20'11"14
v
So
N
18'8"12
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.000 A 999 360
VERT(CL): 0.000 A 999 240
HORZ(LL): -0.000 A - -
HORZ(TL): 0.001 A -
Creep Factor: 2.0
Max TC CSI: 0.316
Max BC CSI: 0.224
Max Web CSI: 0.042
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D 156 /- !-
/102 /121 /-
B 119 /- /-
156 /96 /115
C 86 /- /-
/43/-
Wind reactions based on MWFRS
D Brg Width = -
Min Req = -
B Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Members not listed have
forces less than 375#
�1gti�\QQt9VirpffpP
WAk �'��
a
Nv, afi367
� o
STATE OF ®4,�e
0
,+ Q�AA ®�'
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
READ AND FOLLOW ALL NOTES ON THIS DRAWING!
THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
ove a
page
of
deviation from this drawing, any failure to build the
of trusses. A seal on this drawinq or cover page
Rr the design shown. The suitability and use Nis
any
TPI:
AWC:
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 52653 / JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T26 /
FROM: RAA Qty: 9 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53931
Truss Label: CJ5 KID / YK 03/10/2021
C
12 20'11"14
5
v
T_ 00
z
N N
B
A
18'8"12
D
1, I 4'11"4
T 4' 11 "4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 20.07 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft-
Loc. from endwall: not in 4.50 ft
GCp!: 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 Sid: 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): -0.006 D
HORZ(TL): 0.007 D
Creep Factor: 2.0
Max TC CSI: 0.333
Max BC CSI: 0.258
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 252 /- /- /180 1128 /152
C 121 !- /- /67 /143 P
D 91 /- /- /49/-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
C 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#
WA
-® 9® `q� ►YS� I,�,
GE
STATE OFWO
® �
®' ORIV
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 an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI�I PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional engsneering responsibili((�� solely -for the design shown. The suitability and use ofq rs
drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 52654 / JACK Ply: 1 Job Number: N362323 Cusl: R 8975 JR&AX3L89750044 T27 /
FROM: RAA Qty: 9 ,7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53727
Truss Label: CJ3 / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
63 i
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 19.65 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.
12 C
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):
T
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.090
Max BC CSI: 0.080
Max Web CSI: 0.000
VIEW Vef: 20.02.00A.1020.20
����,1�a AW A� 'fP�P'�
4
No, 86367
Q
STATE OF m
20' 1 "14
w
18'8"12
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 182 /- /- /139 /96 /98
C 66 /- /- /34 /81 /-
D 53 /- /- /28!-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
C 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#
�. jCR1Vr
`O U 0000
°�e s/0 AL
�414"1111610 tip
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) 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 rim4id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3B7 or 610,
as appllcab a. AppToy plates to each face of truss and position as shown above and -on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive
fisting this drawing indicates acceptance of professional engineering responsibilit(y� solely -for the design shown. The suitabilii9y and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821
SEQN: 52655 / JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T13 /
FROM: RAA Qty: 1 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB 12601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53743
Truss Label: CJ3A / YK 03/10/2021
12
5 B
20'1 "14
r-
A 00
18'8" 12
C
4X4(B1)
i 2'11"4 I
2'11"4 1
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
Spacinq: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 19.86 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wnd Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
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): -0.002 C
HORZ(TL): 0.002 C
Creep Factor: 2.0
Max TC CSI: 0.114
Max BC CSI: 0.083
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
A 115 /- /- /69 /44 /7E
B 74 /- /- /42 /88 A
C 54 /- /- /30 A A
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
B Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
�,�JjgIofIIPlpr�p!
*�qoe a�AH WA
No. �667
- �� STATE 4F o 4,q
`'°Is/0IVA� �
�4$0/6il(Iflole6®b4
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 ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI /I PI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawin or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and -use of this
drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .coin; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 52656 / JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T28 /
FROM: RAA Qty: 10 ,7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54119
Truss Label: CA / YK 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
SDacina: 24.0 "
T
6"3
i
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 19.23 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 SIP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
12
5 F_77- C
�- 11 "4 -�
1, 11 "4
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):
19'3"14
0
18'8"12
Defl/CSI Criteria
PP Deflection in loc L/deft L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.000 C
Creep Factor: 2.0
Max TC CSI: 0.060
Max BC CSI: 0.011
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 135 /- /- /123 /90 /44
C - All A /29 /31 /-
D 14 /- /- /10 /3 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
C 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#
�11i1I9i1r1►fffpp'
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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
3 require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building —
Went Safety Information, by TPI an 'SBCA) foP safety practices prior to pertorming these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
d i d ceilin Locations shown For ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
icable. Apply plates to each face of truss and position as shown above and on the Join�Details, unless noted otherwise. Refer to
)s 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildin Components Group Inc. shall not be res onsible for any deviation from this drawing any failure to build the
rormance with ANSIITPI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
rawing indicates acceptance of professional engeering-responsibili�tv� solely or the design shown. The suitability and use of this
any structure -is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. Suite 305
>rmation see these web sites: Alpine: alpineitw.com; TPI: tpinsl.or • SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc ora Orlando FL, 32821
SEQN: 52657 / JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef: 1X3L89750044 T33 /
FROM: RAA Qty: 4 , A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54149
Truss Label: CJ1 E / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
12
5 C
T
6"3
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wnd Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
11,14
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):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 C
HORZ(TL): 0.000 C
Creep Factor: 2.0
Max TC CSI: 0.060
Max BC CSI: 0.011
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
OWN
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 135 /- /- /124 /77 /38
C - /-11 /- /27 /30 /-
D 14 /- /- /9 /3 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
C 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#
N-I`�0111111911 /f I14.0
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a No. 86367
STATE OF ®4,�
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OR IV
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44edlllddd0l<6bs�
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. Applgy Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracinccttof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of -professional engiineering responsibility solely -for the design shown. The suitability and use of Phis
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC_awc.org Orlando FL, 32821
SEQN: 52658 / HIP_ Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T38 /
FROM: RAA Qty: 2 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54400
Truss Label: HJ3L / YK 03/10/2021
2.83 o C
9'8"4
N
B - f`
M � .
r—
15 A 8r8r1
E D
1'S"
Loading Criteria (psi? Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 0 plf at -1.41 to 54 plf at 0.00
TC: From 2 pif at 0.00 to 2 pif at 4.18
BC: From 2 plf at 0.00 to 2 plf at 4.18
TC: -2 lb Conc. Load at 1.37
BC: 19 lb Conc. Load at 1.37
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
4'2"3
4'2"3
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.004 D
Creep Factor: 2.0
Max TC CSI: 0.120
Max BC CSI: 0.144
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
a®1`111119i1111ifftJ
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No, 86367 A
STATE OF
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♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
E 142 /- /- A /86 /-
D 69 /- /- /- /6 /-
C 36 /- /- /- /8 /-
Wind reactions based on MWFRS
E Brg Width = 10.6 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Bearing E requires a seat plate.
Members not listed have forces less than 375#
C.
' F° tOR10�*®�
®goaOe0
e�idedcaeasb
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, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an cJ 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 rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyy solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 526601 HIP_ Ply: 1 Job Number: N362323 Cusl: R 8975 JRef:1x3L89750044 T16 /
FROM: RAA Qty: 2 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53681
Truss Label: HJ2 / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacinq: 24.0 "
12
3.54
C
9'6" 13
B N
N �
63 A
8'8"
D
�- VY
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Loading
Hipjack supports 1-7-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2'3"9
2'3"9
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.076
Max BC CSI: 0.019
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 68 /- /- /- /43 /-
D 3 /- /- /6/-
C 6 /- /- /- /6 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
4eige�ill Qi 1►I Ifflo
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No. 86367
STATE OFF® �CC
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�d°11-f8d,I NAka
d6dt9i1�016�
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 BCS] (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCS!. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attacheU rigid ceiling Locations shown for permanent lateral restraint olywebs shall have bracmgg installed per BCS! sections B3, B7 or B10
as applrcab3 Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Aline, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
tr ss in conformance with ANSI/) PI 1, or for handling, shipping,. installation and bracinct of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility 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: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 52659 / SPEC Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T19 !
FROM: RAA Qty: 5 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53228
Truss Label: HJ7 / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
57'8
57'8
9110,11
4'2"9
0
21'10"2
12
3.54 ; 4X4
C
in °O
M
ih
B
A
Li 418'8"12
G F E
� --- 1'5"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 20.50 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
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Refer to General Notes for additional information
Provide (3) 16d common 0.162"x3.5", toe -nails at TC.
Provide (3) 16d common 0.162"x3.5", toe -nails at BC.
5'5"12
5'S"12
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
3'6"3 1 C
8111"1 5 9'1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.044 G 999 360
VERT(CL): 0.082 G 999 240
HORZ(LL): 0.008 C - -
HORZ(TL): 0.014 C
Creep Factor: 2.0
Max TC CSI: 0.512
Max BC CSI: 0.699
Max Web CSI: 0.268
VIEW Ver: 20.02.00A.1020.20
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STATE OF w
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 324 /- /- /- /205 /-
E 363 /- /- /- /142 /-
D 211 A /- A /206 A
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 T6ns.Comp.
B-C 439 -713
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - G 664 -404 G - F 654 -406
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 458 -737
00, ;<,� * Ye'! a * %
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sie110410NAoddillillit�
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)Y attached structural sheathing and bottom chord shall have a properly
attached r! id ceiling Locations shown for permanent lateral restraint of -webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face. o 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 BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enpsneering responsibility solely -for the design shown. The suitability and use of this Suite For drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2.305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
e —
Gable Stud Reinforcement Detail
ASCE 7-10: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure 11, Kzt = 1.00
[it-, 12n mnh WinrJ Snood. 19, Monn Noini,+ Po.^+wi- C—:—_4 r....__ n v-.+ - nn
S
2x4 Brace
Gable Vertical
Spacing Species Grad e
No
Braces
(1) lx4 'L' Brace w
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace dtx
(ll 2x6 'L' Brace w
(2) 2x6 'L' Brace w
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
p
#1 #2
U
S I F
#3
3' 8'
5' 9'
6' 2'
7' 8'
i' 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'
p
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' il'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
01
#1
4' 0'
6' B'
6111,
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'
11' 8'
14' 0'
14' 0'
d
r
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, ill
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' ill
9' 8'
10' 4'
13' 1'
14' 0'
U
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
S P P
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
1 10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
u
d
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10' 10'
13' 9'
14' 0'
14' 0'
14' 0'
a)
O
�I
Standard
4' 2'
6' V
6' 5'
8' 1'
8' 8'
10' 5'
10, 10,
12' 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
ill 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'
i
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Oj
D P L
Stud
4' 4'
6' 5'
6' 10'
1 8' 6'
9' 1'
10, 6'
10, ill
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10, 10,
11' 10'
12' 7'
14' 0'
14' 0'
•
#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
O
I l
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' S'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
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'
14' 0'
c--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'
1 11' 6'
1 12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 60014
at each end. Max web
total length Is 14'.
Vertical length shown
In table above.
Connect diagonal at
midooint of vertical web.
AN Ff W co
11
514% Earth\ City\ Expressway
\ \ Suite\ 242
\ \ Earth\ City,\ MO\ 63045
Truss
2x6 DF-L #2 or,
better diagonal
brace) single
or double cut
(as shown) at
upper, end.
ymm
About,
T
18'+
L
^ace I
-1-- 31EtI31E
I I
1 18 _L1
NN 14k, Refer to chart aboT+e'
uWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING or
"IMPORTANTFURNISH THIS DRAWING TO ALL CONTRACTORS INCLIOIING THE INSTALLERS 6
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and'
,flow the latest edition of BCSI (Building Component Safety Information, by TPI and SECA) for safety
•actices prior to performing these functions. Installers shall provide temporary bmJng per BCSI.
,less noted otherwise, top chord shall have properly attached structural sheathing and bottom chor
mil have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
,all have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to each face
truss and position as shown above and on the Joint Details, unless noted otherwise.
rfer to drawings I60A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fro
,Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
stallatlon 8 bracing of trusses.
A seal on this drawing or cover page Ustig this drawl, Indicates acceptance of professional
gineering responsWity surely for the design shown. The suitability and use of this drawing
r any structure Is the responsbllity of the Budding Deslgner per ANSI/TPI 1 Sec2.
For more Information see this Job's general notes page and these vt.orgl SECA, ■ww.sbclndustry.orgi ICC, wwwJ web sl#yJ7..(1(�(\O L,�E
ALPINE, w.alpineltw.coml TPD www.tpins
111lltl)ff0t
W A� o'��o
m
g�
G 63 ?
3enring
i ZQRoe`�
S 0000Q®
logdltfW1i k0t
Bracing Group Species and Grades)
Group At
S ruce-Pine-Fir Hem -Fir
#1 / #2 IStandard #2 1 Stud
#3 1 Stud 1 #3 IStandard
Dou las Fir -Larch Southern Pinewww
#3 1
d St Stuud
Standard Standard
Group Bi
Hem -Fir
#1 & Btr
#1
Dou las Fir -Larch Southern Plnewww
#1 #1
#2 #2
Ix4 Braces shot( be SRB (Stress -Rated Board).
wwFor 1x4 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' outtookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3.0' min) nails.
)K For (1) 'L' brace, space nails at 2' o.c.
In 18' end zones and 4' o.c, between zones.
)KFor (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 807 of web
member length.
II Gable Vertical Plate Sizes 11
Vertical Len th
No S lice
Less than 4' 0'
2X3
Greater than 4' 0', but
Less than 11' 6'
3X4
Greater than 11' 6'
4X4
+ Refer to common truss design for
peak, splice, and heel plates,
Refer to the Building Designer for conditions
not addressed by this detail.
REF ASCE7-10-GAB16015
DATE 10/01/14
DRWG A16015ENC101014
TOT, LD, 60 PSF
MAX, SPACING 24,0'
Gable Stud Reinforcement Detail
ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Uri 140 mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00
Ort 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or, 120 moh Wind Soeed. 15' Menn Heimht. PnrtinIIv r—inaort. r—n—„ n its+ = 1 nn
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace x
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace xx
(1) 2.6 'L' Brace x
(2) 2x6 'L' Brace
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
3' 10,
6' 7'
6' 10'
7' 9'
B' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
U
S P P
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
HF
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
p
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'
1 9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
S P
#2
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
cv.
D F L
I Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
ill 8'
14' 0'
14' 0'
d
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P r
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10' 10'
1 13' 9'
14' 0'
14' 0'
14' 0'
U
1 I C
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
O
I� f
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10' 5'
10, 10'
12' 8'
13' 7'
14' 0'
14' 0'
\
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 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'
0i
D rr L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10, 6'
10, 11'
13, 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10' 10'
11' 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10, 2'
10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
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'
U
H P
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
0
�l
Standard
4171
7' 0'
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'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
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'
14' 0'
c i
D P L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
il' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8' 1
9' 3'
11' 6'
12' 0'
13' 7'
14, 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 600#
at each end. Max web
total length Is 14'.
Vertical length shown
In table above.
Connect dlagonnl at
AN TTW CO
11514%Earth\ City\ Expressway
\ 1 Suite% 242
11 Earth% City,\ MO\ 63045
aymn
About
18'
L
'L' Brace End
Zones, typ,
2x6 DF-L #2 or
better diagonal
I
braces single
8,
or double cut
(as shown) at
upper end.
NU'l `if'\ Refer to chart abolo2'
"VARNM— READ AND FOLLOW ALL NOTES ON THIS DRAVMGI
w1110'CtTANTo FURNISH THIS DRAWING TO ALL CMTRACT13RS DICLUDING THE MSTALLERS. c
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer to and
How the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety
actices prior to performing these functions. Installers shall provide temporary bracing per BCSL
less noted otherwise, top chord shall have properly attached structural sheathing and botton chor
all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
all have bracing Installed per BCSI sections B3, B7 or BIC, as applicable. Apply plates to each face
truss and position as shown above and on the Joint Details, unless noted otherwise.
fer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc
Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handUng, shipping,
:tallation $ bracing of trusses.
A seal on this drawing or cover page listYrg this drawing, Indicates acceptance of professional
glmeering responsBnBlty solely for the design shown. The suitability and use of this drawing
r any structure Is the responslbitity of the Building Designer per ANSL/TPI 1 Sec2.
For more Information see this jab's general notes page and these web sl �1 1l7
ALPINE, www.alptneltmcomi TPI, wrw.tptnst.orgi SBCA, www.sbclndustry.orgi ICC, rvlc s
TWA °0Pi`o
Mo." iga0ta-ver�nzicg
IC,4 e QP,1
CI�'q tV
®4 4 b
NA8�►N®o
Bracing Group Species and Gradesi
Group AI
S ruce-Pine-Fir Hen -Fir
#1 / #2 Standard 1 #2 1 Stud
#3 Stud 1 #3 Standard
Douglas Fir -Larch Southern Plnexxw
#3 #3
Stud Stud
Standard Standard
Group BI
Hen -Fir
#1 & Btr
#1
Dou las Flr-Larch Southern Plnewww
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
xwFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these rades.
Gable I russ Detail Notesi
Wind Load deflection criterion Is L/240,
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang,
Attach 'L' braces with 10d (0.128'x3,0' min) nails.
)K For (1) 'L' brace, space nalls at 2' o.c.
In 18' end zones and 4' o.c, between zones.
)K)KFor (2) 'L' braces, space nails at 3' o.c.
In 18' end zones and 6' o.c, between zones.
'L' bracing must be a minimum of 80% of web
member length.
11 Gable Vertical Plate Sizes 11
Vertical Len th
No S lice
Less than 4' 0'
2X3
Greater than 4' 0', but
Less than 11' 6'
3X4
Greater than 11' 6'
4X4
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
not addressed by this detalL.
TOT. LD, 60 PSF
Yoonhwak Kim, FL PE #86367 IMAX. SPACING 24.0'
REF ASCE7-16-GAB16015
DATE 01/26/2018
DRWG A16015ENC160118
Gable Stud Reinf orcement Detail
ASCE 7-101 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or; 140 MPH Wind Speed, 30' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00
Or; 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or; In moh Wind Sneed. 3n' Mr nn Hetnh+. pn +i,,ii,, n v_, _ i nn
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) Ix4 'L' Brace x
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace wx
(1) 2x6 'L' Brace w
(2) 2x6 'L' Brace w
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
['
#1 / #2
3' 8'
6' 3'
6' 6'
7' 5'
7' 8'
8' 9'
9' 2'
11' 7'
12, 0'
13, 9'
14' 0'
[�
U
S P r
#3
3' 6'
5' 5'
5' 9'
7' 2'
7' 7'
8' 8'
9' 1'
11' 3'
11' 11'
13' 7'
14' 0'
HF
Stud
3' 6'
5' 4'
5' 8'
7' 2'
7' 7'
8' 8'
9' 1'
11' 2'
11' il'
13' 7'
14' 0'
p
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13, 1'
14' 0'
#1
3' 10'
6' 4'
6' 7'
7' 6'
7' 9'
8' 11'
9' 3'
11' 9'
12' 2'
13, 11'
14' 0'
J
S P
#2
3' 8'
6' 1'
6' 6'
7' 5'
7' 8'
8' 9'
9' 2'
11' 7'
12, 0'
13' 9'
14' 0'
#3
3' 7'
4' 10'
5' 2'
6' 5'
6' 11'
8' 9'
9' 1'
10, 1'
10, 10'
13' 8'
14' 0'
d
r
Stud
3' 7'
4' 10'
5' 2'
6' 5'
6' 11'
8' 9'
9' 1'
10, 1'
10, 10,
13' 8'
14' 0'
Standard
3' 3'
4' 3'
4' 7'
5' 8'
6' 1'
7' 9'
8' 3'
8' 11'
9' 7'
12, 2'
13' 0'
U
#1 / #2
4' 2'
7' 2'
7' 5'
8' 5'
e' 9'
10, 1'
10, 6'
13, 3'
13, 9'
14' 0'
14' 0'
_
S P P
#3
4' 0'
6' 7'
7' 5'
1 8' 4'
8' 8'
9' 11'
10' 4'
13, 1'
13' 7'
14' 0'
14' 0'
U
LIP
Stud
4' 0'
6' 7'
7' 0'
8' 4'
8' 8'
9' 11'
10' 4'
13' 1'
13' 7'
14' 0'
14' 0'
0)
O
I
Standard
4' 0'
5' 8'
6' 0'
7' 6'
8' 0'
9' 11
10' 4'
11' 10'
12' 8'
14' 0'
14' 0'
\
#1
4' 5'
7' 3'
7' 6'
8' 7'
8' 11'
10, 2'
10' 7'
13' 5'
13' 11'
14' 0'
14' 0'
/
S P
#2
4' 2'
7' 2'
7' 5'
8' 5'
8' 9'
10, 1'
10' 6'
13' 3'
13' 9'
14' 0'
14' 0'
#3
4' 1'
5' 11'
6' 4'
7' 11'
8' 5'
10, 0'
10' 5'
12' 5'
13' 3'
14' 0'
14' 0'
D fC L
Stud
4' 1'
5' 11'
6' 4'
7' 11'
8' 5'
10' 0'
10' 5'
12' 5'
13' 3'
14' 0'
14' 0'
Standard
4' 0'
5' 3'
5' 7'
7' 0'
7' 6'
9' 5'
10, 2'
11' 0'
11' 9'
14' 0'
14' 0'
#1 / #2
4' 8'
7' 11'
8' 2'
9' 4'
9' 8'
10, 1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P P
#3
4' 5'
7' 7'
8' 1'
9' 2'
9' 6'
10' 11'
11' 5'
14' 0'
14' 0'
14' 0'
14' 0'
L�
U
I_ I P
Stud
4' 5'
7' 7'
8' 1'
9' 2'
9' 6'
10, ill
Ill 5'
14' 0'
14' 0'
14' 0'
14' 0'
O
f l
Standard
4' 5'
6' 6'
6' 11'
8' 8'
9' 3'
10, 11'
11' 5'
13' 7'
14' 0'
14' 0'
14' 0'
X
#1
4' 10'
8' 0'
8' 3'
9' 5'
9' 9'
11' 2'
11' 8'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 8'
7' 11'
8' 2'
9' 4'
9' 8'
11' 1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
#3
1 4' 6'
6' 10'
7' 3'
9' 1'
9' 7'
11' 0' 1
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
-I
D IC L
Stud
4' G.
6' 10'
7' 3'
9' 1'
9' 7'
11' 0'
11' 6'
14' 0'
14' 0'
14' 0'
14 0'
Standard 1
4' 5'
6' 1'
6' 5'
8' 1'
8' 7'
10' 11' 1
11' 5'
12' 8'
1 13' 7' 1
14' 0'
14' 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 690#
at each end. Max web
total length Is 14'.
Vertical length shown
in table above.
Connect dlaaonnl at
AN ITW CO
\ 1514\ Earth\ City\ Expressway
\ \ Suite\ 242
\ \ Earth\ City,\ MO\ 63045
2x6 DF-L #2 or
better diagonal
brace) single
or double cut
(as shown) at
upper end,
Aboutj�
T
18'+raceL
I
r
1 1L 1
14` `AN Refer to chart about
—VARNING— READ AND FULLUV ALL NDTES IH THIS BRAVING LV
"DlIoCIRTANTww FURNISH THIS BRAVING TO ALL CCNTRACTDRS INCLUDING THE INSTALLERS, f
Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing. Refer to and
;(low the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety
•actices prior to performing these functlons. Installers shall provide temporary bracing per BCSL
less noted otherwise, top chord shall have properly attached structural sheathing and bottom chor
call have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
;all have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face
truss and position as shown above and on the Joint Details, unless noted otherwise.
rfer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV BWltltng Components Group Inc shall not be responsible for any deviation frc
its drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
-tallation & bracing of trusses.
A seal on this drawing or cover page Listing this drawing, indicates acceptance of professional
gineering responsibility solely for the design sham The s,Itabllty and use of this drawing
it any structure Is the responsibility of the Building Beslgner per ANSI/TPI 1 SecZ
For more information see this Job's general notes page and these t.web sf�'W.K'0` iR
ALPINE www.alpineitw.coml TPI, wv.tpinsorgi SBCA, •ww.sbclndustry.argl ICO _, fk'W 0'
1l44ffFF10A
A Wq� °°pse
P
i
jLIT r 1s0
maxi wtz VGFIca
C
s� r0 00
��#tllldONA
Bracing Group Species and Grades,
Group AI
Spruce -Pine -Fir Hen -Fir
#1 / #2 Standard 1 #2 Stud
#3 1 Stu 1 #3 IStandardl
Dou ins Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Standard
Group B;
Hem-Flr
#1 & Btr
#1
Dou (as Fir -Larch Southern Plnewww
#11 #1
#2 1 1 #2
1.4 Braces shot( be SRB (Stress -Rated Board),
wwFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these grades.
Gable Truss Detail Notes;
Wind Load deflection criterion Is L/240.
Provide uplift connections for 135 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3.0' min) nails,
)K For 0) 'L' brace- space nulls at 2' o,c.
In 18' end zones and 4' o.c. between zones.
)K)KFor (2) 'L' braces- space nails at 3' o.c.
In 18' end zones and 6' o.c. between zones.
'L' bracing must be n minimum of 80X of web
member length,
Gable Vertical Plate Sizes
Vertical Length No Splice
+ Refer to common truss design for
peak, splice, and heel plates.
Re
fer to the Building Designer for conditions
not addressed by this detail.
EF ASCE7-10-GAB16030
ATE 10/01/14
RWG A16030ENC101014
Less than 4' 0'
2X4
Greater than 4' 0', but
4X4
Less
X. TOT, LD. 60 PSF
X, SPACING 24.0"
Gable Stud Reinf orcement Detail
ASCE 7-16: 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or I 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
OrI 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or, 120 mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure D Kzt = 1.00
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) Lx4 'L' Brace w
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace xw
(1) 2x6 'L' Brace x
(2) 2x6 'L' Brace 131
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
3' 8'
6' 3'
6' 6'
7' 5'
7' 8'
8' 9'
9' 2'
11' 7'
12' 0'
13' 9'
14' 0'
U
S P F
#3
3' 6'
5' 5'
5' 9'
7' 2'
7' 7'
8' 8'
9' 1'
11' 3'
11' 11'
13' 7'
14' 0'
HF
Stud
3' 6'
5' 4'
5' 8'
1 7' 2'
7' 7'
1 8' 8'
9' 1'
11' 2'
11' Ill
13' 7'
14' 0'
Q
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
#1
3' 10'
6' 4'
6' 7'
7' 6'
7' 9'
8' 11'
9' 3'
11' 9'
12' 2'
13' 11'
14' 0'
—
S P
#2
3' 8'
6' 1'
6' 6'
7' 5'
7' 8'
8' 9'
9' 2'
11' 7'
12' 0'
13' 9'
14' 0'
#3
3' 7'
4' 10'
5' 2'
6' 5'
6' 11'
8' 9'
9' 1'
10' 1'
10, 10'
13' 8'
14' 0'
d
oj
F
Stud
3' 7'
4' 10'
5' 2'
6' S'
6' 11'
B' 9'
9' 1'
10' 1'
10' 10'
13' 8'
14' 0'
Standard
3' 3'
4' 3'
4' 7'
5' 8'
6' 1'
7' 9'
8' 3'
8' 11'
9' 7'
12, 2'
13' 0'
U
#1 / #2
4' 2'
7' 2'
7' 5'
8' 5'
1 8' 9'
10, 1'
10, 6'
13, 3'
13' 9'
14' 0'
14' 0'
_
S P F
#3
4' 0'
6' 7'
7' 5'
8' 4'
1 8' 8'
9' 11'
1 10' 4'
13' 1'
13' 7'
14' 0'
14' 0'
U
H F
Stud
4' 0'
6' 7'
7' 0'
8' 4'
8' 8'
9' 11'
10' 4'
13, 1'
13' 7'
14' 0'
14' 0'
Ql
o
II I
Standard
4' 0'
5' 8'
6' 0'
7' 6'
8' 0'
9' 11'
10' 4'
11' 10,
12' 8'
14' 0'
14' 0'
\
#1
4' 5'
7' 3'
7' 6'
8' 7'
8' 11'
10' 2'
10' 7'
13' 5'
13' 11'
14' 0'
14' 0'
/
S P
#2
4' 2'
7' 2'
7' 5'
8' 5'
8' 9'
10, 1'
10, 6'
13' 3'
1 13' 9'
14' 0'
14' 0'
#3
4' 1'
5' 11'
6' 4'
7' 11'
8' 5'
10' 0'
10' 5'
12' 5'
13' 3'
14' 0'
14' 0'
i�
D F L
Stud
4' 1'
5' 11'
6' 4'
7' 11'
8' 5'
10' 0'
10' 5'
12' 5'
13' 3'
14' 0'
14' 0'
Standard
4' 0'
5' 3'
5' 7'
7' 0'
7' 6'
9' 5'
10' 2'
11' 0'
11' 9'
14' 0'
14' 0'
#1 / #2
4' 8'
7' 11'
8' 2'
9' 4'
9' 8'
10, 1'
Ill 6'
14' 0'
14' 0'
14' 0'
14' 0'
d
_
S P F
#3
4' 5'
7' 7'
8' 1'
9' 2'
9' 6'
10, 11'
11' 5'
14' 0'
14' 0'
14' 0'
14' 0'
LD
U
LJ F
Stud
4' 5'
7' 7'
8' 1'
9' 2'
9' 6'
10, 11'
11' 5'
14' 0'
14' 0'
14' 0'
14' 0'
O
I�
Standard
4' 5'
6' 6'
6' 11'
8' 8'
9' 3'
10, 11'
11' 5'
13' 7'
14' 0'
14' 0'
14' 0'
X
#1
4' 10'
6' 0'
6' 3'
9' 5'
9' 9'
11' 2'
11' 8'
14' 0'
14' 0'
14' 0'
14' V
d
S P
#2
4' 8'
7' 11'
8' 2'
9' 4'
9' 8'
11' 1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 6'
6' 10'
73'
9' 1'
9' 7'
11' 0' 1
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
.--I
D F L
r Stud
4' 6'
6' 10'
7' 3'
9' 1'
9' 7'
11' 0' 1
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 5'
6' 1'
6' 5'
8' 1'
8' 7'
10' 11 1
11' 5'
12' 6'
13' 7'
14' 0'
14' 0'
Diagonal brace optloni
vertical length may be
doubled when diagonal
brace Is used, Connect
diagonal brace for 690#
at each end. Max web
total length Is 14'.
Vertical length shown
In table above.
Connect dlaoono.l at
AN ITW CO
115141 Earth\ City\ Expressway
\ \ Suite\ 242
\ \ Earth\ City,\ MO\ 63045
..,.
About
L
�QIIIIrffiIIe
'L' Brace End
� � Y-*?o
A
11
�
Zones, typ,
2x6 DF-L #2 or
better dlagonal
brace( single
6,
or double cut
63 7
K451'(as
shown) at
1J.1
upper end.
We
anPylsgBearing t0
LLi3
�v�tftic
Refer to chart abo
o°r ma g
■RVARNING1— READ AND FOLLDV ALL NOTES UN THIS DRAVINCg
—114PORTANTww I'MU91 TNIS DRAVDIG TO ALL CONTRACTDRS DCLUDM THE INSTALLERS. Sp
r� 6
0 �® ems-
usses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and O
^4��
� # R
?`
it the latest edition of SCSI (Building Component Safety Information, by TPI and SECA) for safety
;tices pri6r to performing these functions. Installers shall provide temporary bracing per HCSL
ss noted otherwise, top chord shall have properly attached structural bottom
`• ©
d I [1 P.�
�V� 1,� %� p t R
P+
sheathing and chord
have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs
H +
// \,
��
have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face
russ and position as shorn above and on the Joint Details, unless noted otherwise.
r to drawings 16DA-Z for standard plate positions.
IIne, a division of ITV Building Components Group Inc shall not be responsible for any deviation from
drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
illation 8 bracing of trusses.
seal on this dtnrtng or cover page Listing this drawing, Indicates acceptance of professional
leering responsibility surely for the design shorn The suitability and use of tHs drawing
any structure Is the responsibility of the Meting Designer per ANSI/TPI 1 Sec8
3
For more Information see this Job's general notes n and these web sl�t
ALPINE: wrwnlpineitr,comJ TPI. rrr.tpinst.orgJ SHCA, rrrsbdntlu G v stry.orgl ICrJc f 78
Yoonhwak Kim, FL PE #86367
Bracing Group Species and Grades:
Group At
S ruce-Pine-Fir Hem -Fir
#1 / #2 ISt.ndor, 1 #2 Stud
#3 1 Stud 1 1 #3 i1standard
Dou (as Flr-Larch Southern Plnewww
#3 #3
Stud Stud
Standard Standard
Group BI
Hem -Fir
#1 & Btr
#1
Dou Ins Flr-Larch Southern Plnewww
#1 #1
#2Ell #2
Ix4 Braces shot( be SRB (Stress -Rated Board).
wwFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these wades.
Liable Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 135 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' out(ookers
with 2' 0' overhang, or 12' plywood overhang,
Attach 'L' braces with 10d (0.128'x3.0' min) nails.
)K For (1) 'L' bracer space malls at 2' o.c.
In 18' end zones and 4' o.c. between zones.
)K)KFor (2) 'L' braces, space nalts at 3' o.c.
In 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 807 of web
member length.
Gable Vertical Plate Sizes
11
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Bultding Designer for conditions
not addressed by this detail.
Vertical Len No Splice
moth
Less than 4' 0'
2X4
Greater than 4' 0', but
4X4
Less than 12' 0'
X. TOT, LD, 60 PSF
X. SPACING 24,0'
F ASCE7-16-CAB16030
TE 01/26/2018
WG A16030ENC160118
'T'
Reinforcing
Member
Gable
Truss
Gabe DetoR
F"nr I Pt -in \1Prtirn 1 cz
Gable Truss
Sizes
pproprlate Alpine gable detail for
e sizes for vertical studs,
Engineered truss design for peak,
-b, and heel plates,
vertical plates overlap, use a
.te that covers the total area of
Lapped plates to span the web,
2*2X4
*-2
Provide 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 Nalls-
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 gg
A11515ENC100118, A12015ENC100118, A14015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END10011
A11530ENC100118, A12030ENC100118, A14030ENC1QQ,�
A18030ENC100118, A20030ENC100118, A20030ENIl+UOLi� Ae0 3 �bl�]p +�►
S11515ENC100118, S12015ENC100118, S14015EN 0118,I6 G'IObl�j 4
S18015ENC100118, S20015ENC100118, S20015Ep J10011% S 0 15P 1 8
S11530ENC100118, S12030ENC100118, S14030EMC100108, S7 IlE 7 a
S18030ENC100118, S20030ENC100118, S2003fNDi.011?18, S20030PED100118 m
• F�[[0
See appropriate Alpine gable detail for maximddom unlnforcecIT e"'vertical l2I
rrWARKING" READ AND FCLLDW ALL NOTES ON THIS DRAVJM �
WADUMTANTe9 Fl1RNISH THIS DRAVING TO ALL CRRRACTORS INCLUDING THE INSTALLERS 6
Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and
Poll.. the latest edition of BCSI (Building Component Safety Informatlon, 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 23, B7 or B10, as applicable. Apply plates to each face
of truss and position as shown above and on the Joint Detalls, unless noted otherwise.
ell-k
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 frc
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN ITw COMPANY Installation & bracing of trusses.
\\614\Earth\Cil \Expresswa A sent on this drawing or cover page Usting this drawing, Indicates acceptance of professbnal
Y Y englneeNng responsOhRlty sdely far tfie design shown. The suitability and use of this drawing
\ \ suite\ 242 for' any structure In the respansGh&Ity of the Benno Designer per ANSI/TPI I Sect. L
\\Earth\City,\MO\63046 For more Information see this Job's general notes page and these web sit ��17
ALPIND wwr,alpineltw.conl TPA t, www.tptnsorgl SBCA, wvw.sbclndustry.org) ICC, rrwJc
® gTATE Mr
of CQR�'pr©a'
Ct
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -pall - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
✓eb Length Increase w/ 'T' Brace
'T' Relnf.
Mbr. Size
'T'
Increase
2x4
30
2x6
20
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) = 30% = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
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
� IQ
I VALLEY FRAMING & BRACING DETAIL
R
BC
of
Lumber Size and Grade•Minumum Requirements
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a,
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt--1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
ce the crippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gered between rows.
(TYp)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(••) 816d face -nails
Rafter to sleeper or blocking
5 16d toe -nails
Rafter to two 2x6 sleepers 416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
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
%' h _ nR ...... MRC YOCY) 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
-20 continuous lateral restraint (CLR) min. is required for cripples 5%0" to 10,4, long
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge
of cripple with 10d'0.128"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 requlremen ry
Nails are common wire nails unless noted otherwise. ;0f%A �1� �
• (A) I (B) �`*)
�raur® F nas�Dar %nNG m Au�rnn�iuu Doc inmmc DE =TALL= = _ * � LL 20 30 40 54 REF VALLEY FRAMING
Trusses req." extreme care b, fabrk.1ilQ, harvltng, sNppkg, Inst.UWQ and brochp Refer I* • ' DL 10 20 7 7 DATE 10/O1/14
fdlor the latest edltlon of BCSI mho Conpor,•nt Safety Infwnatkxh, y TPI and SBCJU far cnf •
practices prior to perfornkQ these functlora, Installers shall provlde tenporwy brochg per B •
unless noted otherwise, tap chard shall have properly attached structural sheathing and botton : STATE OF ,,f Q 9C DL 0 0 0 0 DRWG VACNV1801015
shall have n properly attached r'QM eHing. Locatlans shorn far perwanen11 lateral restroht of •
d r7 � r� rI� of t Cave W cingpost kntas s per SCSI seeW on the
l7 or Det s,-i"s,ble. Apply plates to each I • P
I j�0 I n� I I nF truss and frig. 1 n as sham —d a and on os Jdnt Detals, unless noted atherske. A �4 O R 1 O " • •• �� C LL 0 0 0 0
L�U— 11 �I Refer W drnstr,ps 160A-2 for stardard plate posttlonc i /,_ • •
AN iiWCX*A ANY Alphe, n cMsion of rTV Bulldn2 Conponmts Group me shad not be msponsble For ony dsvht en iron ••way„•••••• �� Q�
this drawhg, arty falure to build the teas h confornancce with ANSI/M 1, or far handlhe, shippl,ha, / TOT. LD.30 50 47 61
hstalatlon i bracing of trusses.
A zed an this drake or cover page Rsthp this i-awkhg, hdimtes acceptance of profesda,d S��NAI. ��
ea w. Z9 . .:oW desrwZ= ofign a mTM;� tyAra Frper�1 of thithiS—P, drowirib //jj ntNttt`� DUR. FAC. 1.25/1.15
Eadh ity.M LakefrontDriveFor nore hfornatlon see this Job's general notes page and these web rites, 9 /O Zo/� SPACING SEE ABOVE
EaM City, MO 630/5 AL.PM w feapk.1 f�,eyw TPB wwwApir sl orgi SBCA, www.sbdrhdustr ((JJ [ t
Yogi I1:0 m.lraai•op