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HomeMy WebLinkAboutTruss�I
.M.-W
I.
ta'-o' zP�"
Products
PlotID
Net Qty
Product
Length
Plies
J1
9
16" BCIO4500s-1.8
18, 0"
1
J2
3
16" BCI® 450os-1.8
16' 0"
1
J3
10
16. BCI0 45005-1.8
16, 0"
1
J4
1
16" BCIO 4500s-1.8
16' 0"
1
J5
1
16" BCI® 450os-1.8
16' 0"
1
J6
3
16" BCIO 4500s-1.8
4' 0"
1
J7
10
16" BCI® 6000s-1.8
21' 0"
1
J8
1
16" BCI® 6000S-1.8
20' 0"
1
J9
4
16" BCI® 6000s-1.8
20' 0"
1
BM1
2
1-3/4" x 16" VERSA -LAM® 2.0 3100 SP
20' 1 118"
2
Bk1
18
16" BCI® 4500s-1.8
2' 0"
1
Bk2
4
16" BCI® 4500s-1.8
1' 0"
1
Connector Summary
PlotID
City
Manuf Product Skew Slope
Hut
24
Simpson ITS1.81/16 - -
Hu2
15
Simpson ITS2.37116
Hu3
16
Simpson IUS1.81/16 - -
rMA1aA. 6rECn� WITALL l71071mAOa
Q7alC'Elle/O a AR71ID TO Ilse
S
DONOR
MEMIM
II==;i1
■E���■
11
I
-----------------
O■■■�■��■�1���1�1�1�11
e�
e�
e�
e�
few
e�
0000�
e�
0000�
e�
e�
e�
00� 000�
00�
ee�le�ie�
OEM
I®II�I�!�IIl�
�I■I■I■I�il■I�I�I�I
MUM
e
1f1
�1
11
�f1'f111
\
REVIEWED
�1 i &.&-ei Aodwevr
I A,
Total Truss DumtRy - 107.
THIS IS A TRUSS PLACEMENT PLAN, ITS INTENDED TO AID IN THE INSTALLATION [IF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
PLU
J
1
W U
U
2'-0'
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
DESCRIP110N INIT. DATE
Im
etr.
lerr vane
m
Or &wlkV ve fir ere
MM
fiffi
r loge
u
Nw
cem
i ra.
.eel
vane
as
r laee
ra
anrne
WX
r UW
La
anva
nm
r lase
La
clam
m
eA= lace
w
evtvea
Ref{
a LWo
la
LOAD% DESCRIPTION INIT. DATE
OV
Im m Rw = IlM
[/rent
.4
a. vest =
tnant
®
=V. tes Jel
tint
®
t mealW mm LVL la
re/➢Jrt
w
O®O ti W/1� La
amm
®
REM rA= Mw OeCIN LU
slam
eer
eevm leflm w
evevm
6
run®e7 la
VD/.
der rrxleeao_/ I
HANGER CHART
AN= HUS 26 (SIMPSaN)
►v HUS26-2 (SIMPSON)
Lcbeled End Mark
mI.r our m ALm TIOA=S wnw Ia uff ar TIOS rn m Star
SERYNX vat TI = AfWrm vnrcur rtml VO rAP ARI M mail
Sprlrl93 4PARIICIr AT r/iWEx1ER RrtAAcratS Q AlfJrd'A. OG
PM
Au. icy vM,. l® ra E D6TAliFD rtml m g'TfOG ta15T6
General Notes
1) ANpor" dnld bm. flat huge ad gat
d
to be Fh- D tV eide p u7 pd^od 9�
AI be I to be 9npemr&M, Ideee aU�..
2) naked
3) � eparhp 1e 24' O.C. whse athme tetta
recarmwdatim
4) pwmmenl X bmdnp ehabe lOnced at a
rlmodman epmkg IF QC. aao. the epm, In
I �repeatsd0 bedew aTrL
PYaea rdar to BL9-81 for any odatlad ho*N
de�Ss
ROOF LOADING SCHEDULE
BPSF
CDL = 00 PSF
BCDL = 10 PSF
TOTAL = 9.2 PSF
DURATION = 1.25
WIND SPD/TYPE= 180
ENCLOSED
SLOG EXPOSURE = C
USAGE —RESIDENTIAL CAT 11
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Truss member desib &connector plates
are dcsiLmed for ASCE7 16 nad maximmn
L'orccs from both compon,, and claddings
and main wind force resmsMg systa
• These misses have bem reviaaed to carry an
additional 109 psfnan-concurrrnm bovom chord livc
load.
FFOR LOADING SCHEDUL
= 40 PSF
= 10 PSF
= 5 PSF
= 55 PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS OVER 50DOO
AND UPUFiS OVER 10
ARE SHOWN ON ENGIN NG.
PALL KEY
8-8gigm
-
®18'-1
LOADIII DESCRIPTION INrr. DATE
M eil. La 7A
= etl. UM
.n ae= rme la IrA4M
LOAD/ DESCRIPTION INrr. DATE
eI
laATam la
7/Wm
em
ra u
Mom
.
r[VS9 WS Lu
la/N/®
ea
R Ti UUM rim
r
I I �
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE D N. W.
WINTER HAVEN FLORIDA 33880
PHOND (800) 959-BBCG
FAIN (863) 294-2488
BUILDER DR HORTON—HIWARD
PROJECTCREEKSIDE
MODEL 4EHB/ HAYDEN/ H
CCA PROJ/MODEL/ALT
7A5/s2o/4EHBH/01
ALT DESC 10' X 8' COV. LAN.
OTC 9601 POTOMAC DR
LOT 17 BLOCK
DESIGNER
PAGE
RAA
1
TE
10##24 17
N362326R
3A
ENGINEERING PACKAGE
Builder: ID.R.HORTON / BREVA�-)ID
Project: 7A5/320 CREEKSIDP.,
Model/Building: 4EH,-rH
Lot Alt: 01H
Lot: 17
Address:
J o b N u m b e r: N@ 6 2 3 2 6
Revision Date:
1 Block: E:=
Unit:
New Load#:
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ALPINEMarch 13,:2p19 M, ITW ccupmft
Mir.. Bob: Michaelis,
C Carpenter ` p 7 dntrabtbt�'cf Am&ribi,Ahd.
Avenue Uoifh -390P Avenue . . WW.
Wintery Hafvon,,--`FL 33.880-620i
'Re: Alte�rnati'v"e'l'n''stdllafion§:'for 6 single 01y carved truss with a width less than the -hanger width, •and.
Wood blI0!*i.*_ 9 to- 4-chievf§ fijl dO 911. loadval'uo�.*fcir foc&- L;ht6d:'hgnger'-atta6hni Eint b" I
, , P - . I. . .1 W . . . . . ma-onepy
.supporting girder-JR6fef6h66 d6t6ll WA37-02)...
Dear Bob.,.
.F& a sifigid ply dafffed truss With a width le'.§s than'the'h a'hgee. width youcan instali a. prefabricated jack
st;abtruss: (?").for wood.fillarbl6ckih vThe,chord: sizes; -chord grades, aridl-ftiiV6.-"c
9 dhh6ctbrplake(s) to -
be the". same as t46 single: ply -carried tr.*U§s. Thib prefabricated j k-:§&Ab- trO;§- r. Y.Will have a. minimum
length of W it�h-:of5f-1-2�. The single ply-carn.b.0"'�--,ps shall ha e.,a reaction of
and Wit[ have -a. minimum have:..
3,�500# or less. MAO pret�b6c�f�d,jEf6k�'scab:tr.-uss. with.'two. 0 tows of 0.428"X3.01"GiCin Nails isit.2'
u r
rnprq informption-6.
Figiff&I
Fora slrjql6-ply-',,glfder'ftit req- U"Ife-S W.-OD-Oidblooking to,ad hlyefUll desigrf load value for flac.e7mounte.d
hang.qrsi.-Atta.cb: one Wood. block heback dace of ihe!ilnglwith . t . ht . h6 and
'e:ply -girder same size
dr-ade..dt-thd bottom. 6.h'bfd'. Oftho. sing 16. -ply girder. The.-Wodd: block length to, be such that -.the wood
blocking: -extends
lockjhg:.-eytep0q.to e6qladjac&ntpahel points ;(webs-.Md 6ott, o'm-.Qh6r-d intersections):: Attach wood
Ir .3. u. Nails df.07- O.d".. per staggpfed. 3.0" applied W. the
bloc-k: rows_ of x n P
67b0*Forum Drive 8'uite 305, Odan.dpi; rL (8Q0) 621-9700* . 85
..WWWApiheitwoom
ALPI-NE
AN OwCbRF�*.
single .p .jy-girderface; with- jan-ad0ft.iona-1420.) *zach- .1 p.pjrit app�odlolhe,
pane
Wdod'blo'dk.fa4e (See ROLWW7 Welb. ..Pleas6 fef6r'to the Simpson Strong-T-ie.._Ci6tilbg. C-C-10.19i
pade 216-,.,Fio4r'.O-..I'for Mdrie: irffidt-inati6n.
The -application of- prd.fabhd*atedjabk"sc;i4b.truss fb'r-wood filidi"blocking :6'twood blocking .tp;achieve U. I.
design load value for face -Mounted h0gprs, must be..apprqveO by the. hardwaremanufacturer:
All edge -and bind: distances, a.hd. toodihoj6rall nail donnedfibrig'mUtt be sufficient to'oreVebtsplilffhg, of
wood.:
If I can.be. of any .further .assistance ,.o.r if- you 'have anyquestio.risi please -give -rrfo acali call..
Wifi4tp
'Chief Engjheret*
.."ITW Company
Engineering P6pai merit.
odando, FL
6750'Fb'r'um- DftV&.- SO it6'306";O'rland6,. R .3282.1 - (000)'.-5.21 -9790 - (863) Q2-8685
ALPINE
MMCOWAW
A.Onl 26`2019'
Mk. Bob miciiefells
Carpenter Gotitradtort -of-Atne"ridef, Inc.
goo Avenue
nNorue �G, .thwolst
Writet H.v6m FL 33880-6201:
Dear. Bob,.
R6.- Str6nobkk brlidgihg. on fbbftrussb$.
I understandAhete. is -soi-66 concern over our feddr-Miendati6ris f6r'strdfidback- bridging on. ro* oftrus"ses.,
'8frpngback- bridging for rp.qf- trusses is not-a:.reqqjreMpnt: of-ANS 1-:.TPI 2014 nor is it a rqqufrprppnfof.the
Building Component -Safety, Inf6ftabon. But strongback. bridging- -bh;
roof Arw§geg is
M,
- One, bridging aligns the- bottom -chords --after Ihpy are- set so -they r uniform .pyq.p 4 Worm. along 1. pg the, cqilihg
Wh" 11i line�aindh 'Ps.m - ng-s0rvi00alJi4
Twoj bridging reduces: fdiativ6 d6flecti6ni .6f. adjabdhtlfUss6s:.
Strongback bridging'.do6s: not: prevent pr reduce overall indivAdual deflection, especially.any roof Vijs969,
- aeflo than 1/49 inch.
Sirongback. bridging in roof. trusses doe's not serve .. - as Ierhobra-ry. .or permanent'. bracing i and Is not.
]hterid6d to .distribute: or share design loads. beOveeh trusses. Consequently, -no deiigh load 'have'
been accounted for -'With thig. detWl and 6ohtiihUbds- ttrdhgba:ck'bMdgihg thbilid " hot W.-attaicilled betWeien-
cottilon and girder 'trusses-.- The. use :of des stro back bridging-- shall A�Ifh other
T, !gn,
considafati6h,s as spiec7iflOd:'b"y.ffie-En'g'i'n'okr".'Of Rbcd'rd or the. BLjildind,DesJgn'6r.
Th& outer ends pifh6.qtroogbac,'kbridging shall ba-'attoc.11ed.-Io a(wall .;or anpthertsecure end.rgstrain t- -of
as-spL 1heef'of Record Buildin-.D6§j
. . zified:.bytII656g' g.
Sfr6n"g'b'ack--bridging* 's'hal[be'a.minimum :of 24.norbihal' IUm-.b6.r-oHehtdd-vAh the depth v.eft"i-ca-l"Attach
with f0d -pqrprpon nails 0.1*92"xI.57) nalls 4t:. each intersecting ip"embe-ir' 'Men - extending the:
bridoin two.(rus9p.s, The cation: .Strong g overlap by at. a.miniMpm -of 0 fiop:q.0ho.qtrong.back-bridging:
maybe specifie&�'Y-the-Tru§�s Wht6tcturierr, Engineer of Record,. or Building Designer: .. P . 16;�s -tefe�-qo
�ty
BCSI "Strob9backing 'Provrsions" or, to Alpin6.� detail for more info
. I . . . . ... .. . I.- . . .. information. The. graphic
shown
-1) is f6r -ge generic Oiu i * .6-
iho '(FigUte, 6 1 Wa .....6purposeonly.
FL 32821- (800) -521479G (863).* 422"8685
67.5p F.brup 'Drive:Suite 305, OrlAndo,
'VVww4p - ir)eitw. ;om.
ALPINE
. I --, -- V..o Lf " I:.' %.J. " 1.1 i . I
AG�
M . prel
If I: can. bb of ahjY fudhbr assistance' or'. if ypu have°'.any questions; please; give. me a call.
Willia'ifi,H—Knck- F.E.
PhiefEngi.4pig
Alpine anl - .:Company
Engir��dn."Department
-OAhh.do:- FL. 328Zl'
8A0 Forum Drive gulte.366, OH66d6 , -'FL 328ZI'�- (800�. 521"-9.790'- (153)422-=8685'
www:
-S.TRON63AtK' -`�'kIDGING REC04ENDATIIIN.S
is
4
ATTACH SCAB WXTH-I0d;BDVG1
T'
W "W 2�6. ROWS' .
4CAf , .6'�
NOTE, -.'IN LIEU.17- SPLICING AT'SI411WN,
LAWITRONGBACK-1RIDOING 14EMPERS-
F131t'.-AT'LEAST ONE .TRUSS` APACING STRUNGBACK, 'BRIDGING: SPLICE DETAIL.
T. :v STR0NG-'BAPk BRIDGING"�7-'AbHmtNT AL E�-W�TIYU
AN nWCWFY
Siubq 288
Maryland WatpAta, MO 83843 -
I.
I
web
lsAIL scab -.on bl'oclks Shall, .13.ey.-(x minimum-`t'X4�
stress graded
M-All strongback bridging and bracing shdt(
mIn1hum 2x6 grq -61 1Z..-61* kAbe;t�--,!
.
0:--The -'ip'yrp.oSer of sirond'b.cL.q--'k -.to.
'IndM . UbA -E st-es,:
-devel-op 'ID'o:d sh*d'r'l*ng between'
-qt
tt'".-ngback brldglng' posltlohdd- 65- i-51hibwih In
djeta'Its, 'Is recommended a -.t. 101 =()J;, D.C. '.(mct-><;)
terms: 'bri ' 6(b1hQ` -and ."bracihg �qre- Some -times
_
mistal
Important S-bluctural. rOOUVOM'eh-t- bf :any.
fl-0-bir
or roof, �Sys.tem. R.efer to.- the: Truss. -De!Eflgh
(TDD) Td.w -the;'.brkutInd t,,La.qu1r'&Men'ts -for
edch Ih.dIVIdU*.pk truss component. ';Erldbl6g,!
particUtarly`strongb-adk".--bridging' AS :6.
rec6mmLndQtldhfor atruss- cyst m to. help
con-tr,W4
.o( 1*06r,O."Hot). In: addition: tb,:a-Id1h@.Jn the:
-dlstr4jbU..ttlan bf point' ads etOeh *� adjacent.
truss, -!��_ongback• erves• -t6 reduce
MG.,
ITS
d
i--I—
,a wits)
14 M6w
boUnc.L.. or M.'sIqUal vlar.aix.1.66 r0skVWnb: Front
MPyllg porn :50tli OSfoots taps:
Th-e Perfot-hance- of oJL -systems -are
enhanced 'by. the. int;�t.o'LLIatlo.h of, --stro:ihi&jadk
brIqlglnand therefore :Is. strongly recommended
by Alpine.
For ja8fckional JnfdP-Matloh i;;ebqtL�dIhg -strongbqp4
refeii- . -t' UILC16 tj a Component
Safety' Informa'I'lonl.
V— Y4F 'U.4 St -LC PW REF
T IIS DIL. ,PSF DATEN6. 708.61.
C VIDL PSF-- IJRW(
A:
ALL..
'S T-A FIB.:LDI PSF
• s.
r s . � t✓�, tad . r , r� : a r " AL UPrO A; 3
R. �' t�xtac� �+���
F�J4t+t' goo BEi�tri��Evt�., :� pt}
•:
(I
�>.::.y.•....:�;«....::....kTT6;': `fti'.TC'1iE?`F:. G�C1i .''C1liliC�CJT ll
f _
ni�f fx'f ..i�,l':?}�NA:�::i,El<�t.A.J_Ts AND.:
,rOAT
�, , : .. .. •wrW..... , T .. ,•9, .•
w.�+..�.
I iFc#.i QI�J..t tt " [�+ • . .. l iT :.° Cl. �ti,L�' ..� .. t:upw
C ` ! .. J• 1:iI , J4��+'L.g RctJ p M �l•
..::.� fr . �,, .Jrn si t'�1!'!: 7"PY
,
. .......:..
-:__.�.e......:..::. .
ODD
WO
ERL
. � r.1:n."y.•�,•.r.•+;..w,.. ••u _. ,a rw.,...w�..+.,,•umm,ni �=,., ''rIH T i4+-€,:�•",.,_A.. .,�:.i ..•+-:%,a:i+••�%,..:�
_ •tit',, �....._«—_, .... , �•,
' ;� '•µ tea.: �,�. �•`. ... ;�:� ,j; ._ ,. •-� ��: •' �,+'" .
{y��..y
•.c.�:;ii"'i �y ,j': � �•t::yy,,��.���eeRrsj•;� ; ' 4ryry1�� ���,tt , :t`;,t.�1�'.tJ;L'•.. !"• �'
-RU
POST :�,x i '►'`v' a
in
• , JrF
• , .• •.' •«• 4W • AN
n•?.w-tee •+e�b•wrnlq+v..s.•NWwugYuwY•
1_ •• P IMR ••.
LP exy
rr rx..�t •�+ z P.- v
ci ,�j�`�;:�r
' 6 nrs •5:.�. "Y'.'•
Cracked cr Broken
This drawing specifies repairs for a truss with broken chord c
or, web. member. iF
This design Is valid onlyy for single ply trusses with 2x4 or
2xfi broken members, No more than one break per chord panel p
and no; more than two breaks per truss are allowed,
Contact the truss manufacturer for any repairs that do not
comply with this detail,
(B) = Damaged area, 12' max length of damaged section
(L) z Minimum malting distance on each side of damaged area (B)
(S)'= Two 2x4 or, two 2x6 side members, same size, grade, and t;
species as damaged member, Apply one scab per face,
Minimum side member lengths) = (2)(L) + (3)
Scab member length (S) must be within the broken panel, t;
Nall Into Zx4 members using two (2) rows at 4' o.c., rows staggere
Nall Into 2x6 members using three (3) rows at 4' oz., rows s tagget col,
Nall using 10d box or gun nails (0,1281x3', min) Into each side member
1:•
The maximum permitted lumber gradR for -use with this
detail Is limited to Visual grade 01 and MSR grade 1650f,
This repair detail may be used for broken connector plate at
mid -panel splices,
This repair detail may not be used for damaged chord or web
sections occurring within the connector plats? area. s!
Broken chord may not support any tle-In loads,
r.
s• .
L be. L
41 �Typlcal
♦ O ♦ O ♦ O + O
0 ♦ 0 + 0 + 0 +
x
Stagger
Back Face 10d Box (0.128' x 31, min) Nailsl
= Front Face 2x4 Member - Dou�le Row Staggere
Ex6 MMei -Trio a Row Staggerec
Nail Spatting Detail
rat WORM", R£AD AND T0.LOv ALL NOTES ON T
lasiSPOKANTsw FURNISH Tel nlAvnla Tt] ALL OONTR DPW I'.
musts evIrt matron care h fabrleailna, hn.Mlt+e, skipp'u Ins/
follow the Gtest rdNMan at 7C3I Q%Adtt Canpon safety Infor•at
pr C28111 prkr to p•rfarninO ihsj•' funetlans. Irotalleri shall
proY
asa noted oiMrsps ++op char shalt have properly attacMd strl
ti ssh�aall have a property nt{tachird ryyld criyy��,�,, Lomtlons +hhewn Poi- pet
slpll have bruM9 hsiaUad par 7CSI soaifans lO. 77 or ]1D, a< 10p"
ALP
of truss and position as shown above and an the Jolnl Dttau, ogle,
Refer to drawlnos t{OA-Z for standard plats positlo'
Alphe, a dhilalon of ITV UA Components Oro Ina shalt at bt
AN YfW COMPANY ihl drovb+p• any I Runt io W21i the hose M Can DerAnct all ANSI,
installatlan L •ts•a9 N irusas.
A ssal4'm iks drif�ty or cove
r po ltstkq '%his drown D Mdmias
TM fw. luty
v sirkNihssmy far 1■of ^.tshoaY,D•� n
17a80 Lakef 0630vt ►or nore Info Alp see thlr,Joh1w poneral notes Pe t
par
8adh 011y, MO A304S .. n mum. ,.
Member-i Repair Detall
Load Duration = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force
Member!
Size
L
SPF-C
HF
DF-L
SYP
Web Only I
2x4
12'
620#
635#
730#
800#
Web Only
2x4
18'
975#
1055#
1295#
14150
Web or Chord
2x4
$
24
975# 1
1055#
1495#
1745#
Web or.C'ord
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
30r
1910#
19600
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or - Chord
2x4
36'
2470#
2530#
2930#
3210#
Web or Chord
2x6.
3535#
3635#
4295#
4745#
Web or Chord
2x4
2975#
3045#
3505#
3835#
Web or Chord
-2x6
43954
4500#
5225#
5725#
Web or Chord
1
2x4
=
.4eo .
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
6660#
s
L
L
INlnlmun >,
L Distance
,v1Nal
G THE IHSTALLEK
nd broelnp Refer to and
TPI amd S7CAr far safely
peroryy bracNp per 7C31, f
sMatlwnp aqtl bottom s�hhard i
laternl rertroht of webs
Fp�ty plates to end, Paco �
of oihervlse.
vlble fore devlatlon from
r for haormol g, s IPAW, i
L 1 SriC,Nli drorl�q .
lose Wall: slt►s, i
wwvjccsafs,arR
Hlnh+un
L Dktanct
a
L
L
13
L
REF MEMBER REPAIR
DATE 10/01/14
DRWG REPCHRD1014
NG 24,0' MAX
a r i
. &.R-1 Ov G-
I... . . . - ;ld
PLAIng JZ,"Df.'
.i4orml
U VFAJr-Wtkt
MdUrIal
I
BOARD COLLAR EAM,4VERY 7WRA
(2Xi) IS
PAWOF RAFURS
-QRiP.Pp.
. . . . . . . . . . . . .
t".[ VIC" V.4-.WLXSPACF.NI3 PICAL
.0figm
of s",Arja nq wim a
.0.4 m nail -
law malrdy.-PA
4y.
Ttlls:
. nsXqtstAqr&*6 iwqen . .o
W"Na6y'Qghtt 41�6'
maxItnum rri'q'r.d'bf height; 30-foat
ASS�:7 Sri 1,40 Mphl.gArJosed, Cat 1,14.0,.RXImi 0
mph; dWaj'-ix
X.-So P. E,
.o A. frnum 6.7
baWNHU-0-W 'RE
qr
,rqr-najis are
or Por••tw
TRUS-$- TOU�§,% U N DER VALLEY -FRAMIN G
5%XLLK� RAFTEPWR R(DaE
1poleb'-4'-0t`ldr-,30 psf (:rL)kAd-26 plf (,TDj Max.
'qh owlsfthto§ from tho vWleysbr-filooPom
id*46&41;ria§'a'hb4&d.iwoi6aterip6te(ocitloqlz are
geratl'b({tween rows,,
Ty A
7AETI
�
3.
0o0lB.tdJ.Uf&i.
'4'16duwtsTlt
(14) a l6d.faw-nalls
4.
Rafter
sleepers.
4 1 Sd W643M
S.
-sleiupdt Witniti'
4'2:6d tdd-rmlli
sla4per.Nruts
.6.
::Fjdga:bobrd.,ja roof bldCk
415cltoe•nHs
nrci
.7.
-Ridge-be(Sed to-tr.WfS.-
4 j6d.t0C.-Axlls
4164:tovrqlli
.ARE USED)Ilan:kream'tcTaftdl4
16dIdi!-nalls.
OMMbff
NAII-§
anindal
Ate, 4
-TC DL. JIU
o
6T. LD. Q
.8b 46 54
ZO 7 '?
.0 0 0
.0 0 0
L5b 4-7 6
DAT9
MRI
-kB.Ov 9
1'4
Face -Mount Hangers -.I-Joists, Glulam and SCL
A
L5
0
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
Actual
JmSt. '
Slze
(in i
r
Model
No
Caned
Dimensions,
Mln l
Max
Fasteners
�0n )V.
Allowable Loads
Code
Ref.;
y
web
:o Stiff
- Regtl
'
W
H '
B
Face
Jolst
DF/SP
( Specles Header„�
SPF/HF
Species Header
Uplift
Floor
Snow
Roofs
Floor
Soow�
Roof
IUS2.56/16
• -
25/6
16
2f
Min.
(14) 0.148 x 3
-
70
1,660
1,805
1,805
1,425
1,555
11,5355
'
Max.
(16) 0.148 x 3
-
70
1,805
1,805
1,805
11,555
1,555I
1,555
21h x 16
MIU2-56/16
• -
29ti6
15%
21h
-
(24) 0.162 x 31h
(2) 0.148 x 11h
230
3,455
3,920
4,045
2,970
3,370
3,480
U314
0 ✓
29ti6
101h
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11h"
970
11,945
2,205
2,375
11,675
1,895
2,045
HU316 / HUC316
MIU2.56/18
• ✓
T =
29ti6
29/16
141A
171tis.
21h
21h
-
-
(20) 0.162 x 31h
" (26) 0162 z 31h
(8) 0.148 x 11h
(2) D 148 x 11h <
1,515
` 23D
2,975
3,745
3,360
4,045
3,610
4 D45
12,565
3'220
2,895
3 480
3,110
3,48 0`'
IBC,
LA
21h x 18,
HU316I NUC316 =`
; ✓`
� A'
141/a;'
21h
=
'(20) 0.162 x31h"
_ ,
(8 '0.148 x 11/z' :
)
' 1515'
2 975.
3,360
3,610,
2 565'
2;695`
.3,110'
[
21h x 20.
MIU2.56/20
-
2%
19346
21h
-
(28) 0.162 x 31h
(2) 0.148 x 11h
230
4,030
4,060
4,060
13,465
13,495
13,495
2Y:x22-
to 26
MIU2 56/20
✓
Z9ti6
i 19'tic
21h
'_
(28) 0162 x 31h`
(2) 0148 x 11h
230
4 030
4 O6D
4 O60,)
3,465
'
, 3 495'
3 495
2% x 91/a
to 26
29ti6' wide joists use the same hangers as 21h" wide joists and have the same bads.
1
MIU3.1219
!
3'%
9'ti6
21h
'-
(16) 0.162 x 31/z '
(2) 0.146 x 11h
230
2 305
2,615
2 820
198D
j 2,245
2,425
3: x 9 h
HU210-2'/ HUC210 2
✓ •
:31/e
f 8134a::
21h
Max
;(18) 0.162 X.31h •
, (10) 0148 x 3 : `
5
2;660
3;020
3,250
2,305.�.2,605'
2,8D0''
IBC,
MIU3.12/11
-
31/e
11'A
21h
-
(20) 0.162 x 31h
(2) 0.148 x 11h
230
2,880
3,135
3,135
2,475
2,695
(2,695
FL,
_,'HU212-27'HUC21fi2'~
'_
• .<y
31/s
"10�is'
21h'
Max
'(22j 0:162'X3'1h'
^ (10) 0.148 x 3- -
1,795
3;273
3,696
"3;97
-2;820
-3;180
3;425
-- %
HU3 25/12°/HUC325(12,
• -,
3?/a,
113/ar„
21fz
.-
.. (24) O'.162 x 3?h:
(12) 0148 x 3 ;,..
, r ` .
3;570
4 030;'
4 335
3075)
3,47Q;
j 3,735
HU3 25/16 /
HUC3 25/16
31/a
131�s
21h
Min
.(20) D 162 x 31h
(8) 0,148 x 3
11,515
2,975
3 360
"3 610
2;560
! 2 890;�
3;105',
0162 x 31A
, - (12) 0.148.x 3 :
, r,:5;
'3;870
4,365
4,695
3,330,�
3;755
I4,040
-
;31/s glulam,
HUCQ210'-2 SDS ::';;
•
3?/a
9 :
3
-
(12),1/a',x2Yz,' SDS
(6)'/a";z21/z" SDS.
2
q1�
'
a 1�
efC
i ^ ,1 i<,
r10
FL
HGUS3�5/10
85/6 -";
4
=
;.(46)`0162 x 31h'
": (16) 0".162 z 31/z",
:4 095,
9;100
9,100''91D0,'
7;825.�
7,825
7;825
IBC,
}
HGUS3.25/12
'f
31/a
. 10SA
4 ,
-,
•- (5.6)`0162 x31
' (20) 0:162 x 31/2,
`5,040:
8,400'
9,400'
9 400"8,085s�
8,DB5
8;085,
FL
`LGU3:25 SDS
3'/a
8 to 3D
'41/z
.=
(16)?/a" x2�lz';' SDS
(12)1/a'-x 21/z" SDS
b,555'
1,720
r '1^
r 10 `
4,840
� 0,^_65;�
;265
HHUS46
-
35/a
51A
3
-
(14) 0.162 x 31h
(6) 0.162 x 31h
1,320
2,785
3,155
3,405
2,395
2,715
2,930
31h x 51/a
HGUS46
•
-
35/a
0.
4
-
(20) 0.162 x 31/z
(8) 0.162 x 31h
2,155
4,360
4,885
5,230
3,750
14,200
4,500
HUS48 '; ,
�^+
-
'39ti6
' 615fi6
.2''-'
;•{6)0.162x31fi_
' (6)'0:162x31h';
:132c'
1,595..1,815:'1960
1;365
1`555
1'680=
31/zx71/a•,
HHUS48".
33%
:.71/e"
3
•=
'; (22)0162x3'/z,
: {8):0.162x3'h''('
tG.:
4;210.
4,7ZD`
514013;6151,4,095:
4;415
HGUS48:'
• '�,;
,`' �
r351a
.:7.'ti6% , ,
4 •
`-
- (36}D 162 z 31h'
(12) 0:162 x 31h'
3 235.
7;460'
7;460
7,460;
6,415,
6.415"
6,415'
IUS3.56/9.5
-
35/a
91h
2
-
(10) 0.148 x 3
-
70
1,185
1,345
1,455
1,020
11,160
1,250
MIU3.56/9
•
• -
36/i6
8t3A6
21h
-
• (16) 0.162 x 31h
(2) 0.148 x 11h
210
2,305
2,615
2,820
1,980
2,245
2,425
U410
• •
• ✓
39ti6
83/a
2
-
(14) 0.162 x 31/z
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
11,965
2,120
HUS410
• 0
-
39/,6
815A6
2
-
(8) 0.162 x 31h
(8) 0.162 x 31h
2,990
2,125
2,420
2,615
1,820
2,070
2,240
HHUS410
• 0
-
35/8
9
3
-
(30) 0.162 x 31h
(10) 0.162 x 31h
3,565
5,635
6,380
6,445
4,845
5,486
5,545
31h x 91/z
HU410/HUC410
• •
• ✓
3%
8%
21h
-
(36) 0.162 x 31h
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
6,415
j 6,415
6,415
HUCQ410-SDS
-
39A6
9
3
-
(12)1/4" x 21h" SDS
(6)1/4" x 21h" SDS
2,265
4,500
41500
4,500
3,24013,240
3,240
HGUS410
-
35/a
91ti6
4
-
(46) 0.162 x 31h
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
7.82517,825
7,825
IBC,
LGU3.63-SDS
-
35/a
8 to 30
41h
-
(16)1/a" x 21/z" SDS
(12)1/4" x 21h" SDS
5,555
6,720
6,720
6,720
4,84014,840
4,840
LA
MGU3.63-SDS
• •
-
3%
91/4to 30
41h
-
(24)1/a" x 21h" SDS
(116)1/a" x 2IN' SDS
7,260
9,450
9,450
9,450
6,805
6,805
6,805
:IUS3.56%11 88
35h
, -117/s
2 i
, = .
_: -;(12) 0148 x 3 ` •
-
�1,
1,420
1 615'
:1745:
1 220
1,390
�.1,485
MIU3i56/11 ;;
"
•
39/16
..111%`'.
°21%z `
'
(20);D 162 x 3'h,,
(2) 0.148 x 11h..
210
2,880
3 jK,'
.3135`
2,475
(2,695
2,695'
U414 '
✓' `
139ti6
-10 `
2, ;
=
' (16)0:162 x 31/z'
,
'(6) D.148 x 3'.. i
; 9
2,'305
2,615..
2 820
1,980
i 2 245
2,425
HHUS410 ,
•.!
.w
35/a,
9
3- ;'-
"'. (30).0.162 x 3'/z.
(10)'0162 x.31h
'1
5,635,
6 380'
u 44
4 845I
5,4 .86.15,545
HUS412 -,
•; �`,
,; , , ',:
39/16
_„> 10'h,,
2
--
I;(10) 0.162`x3'h "
(10)i0.162 X311 :
a 4
2,660
3,025"
3 265
2;275.
-2,590
2;795
31h x 117/a
HU412 %:HUC412
39/16
105's.
21h
Min
,'(16)-0.162.x 31h. ;
, (6) 0.1,46 x 3.--,, _
1135
2;380
2;685
2 890,
2,050
2 315;
2,490
Max
(22j D.162 x 31/2
-:.(10) 0.148 x 3„ .
72,5
3;275
3,665.
3,970
j 2,820
3,1BO
3,425
'H1CQ412 SD5
11
14)/a/SDS.
(6) l2h"SDS2c
530
3039AG
,
35/
4
(56) .162.x31h(20)
P.162x3h
5,00
49400
'9,40:8;0$5'.8'hHGUS912
,5'8,0$5
LGU3:63:SDS
•.
35h
' 8;to3D
41h'?"-
(16)?/a"x2Yi'SDS
(12)1%a"X'21h":SDS
.5;555..6,720
B,72D
6,720
4,64014,8'40
4;840
DS
a
/
-24)�'/a9
x21" SS
(16) M4" x,.1hSDS
7,
I9,
6605'MGU3.63
I+6,,805I6,805
SDS
'%
/z-a
(3 6) c1'SDS
a21h"SDS
(24)Y"
-1
"
�366HGU3fi
c'./sI1t
., � �
a,y'
46 See footnotes on p.150.
THA/THAC
Adjustable Truss Hangers
This product is preferable to similar connectors because
'�+ m of (a) easier installation, (b) higher loads, (c) lower installed
o� cost or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustabifity 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.
CSee Corrosion Information, pp.13-15.
v Installation:
tv
Use all specified fasteners; see General Notes.
0 The following installation methods may be used:
U
y Top -Flange Installation — The straps must be field formed
over the header —see table for minimum top -flange requirements.
1= Install top and face nails according to the table. Top nails shall
not be wtthin 114' from the edge of the top -flange members. For
- i)i� e} fA29; "nails used fo joist a#d€iE4iment must be driven at an
d angle so.that they penetrate through the comer of the joist and
r into the header..For all other top -flange installations, straighten
the double shear nailing tabs and install the nails straight into
the joist. -CIA 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, THA21 S 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 comer 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
3s/e° (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
THAC422
Face nails Top nails
pertable per table
THA418
Double 4x2 - 2 face nails
Usefulliablevalue (total)
Single 42-�.
See s
nailer table
zr
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(
e Double -Shear
DoubleNailing i Dome Double Shear
Shear Side View; Nailing Side View
i Nailing Do not j (Available on I
Top View i bend tab j some models)
i
4 top nails
(total)
✓ Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
.Ypll a.
Top Flange Installation
:er to
tnote 5
p.187
C6
THA/THAC
Adjustable Truss Hangers (cont.)
10 These products are available with additional corrosion protection. For more information, see p.15.
9-1
Model
No
Ga
a
Dimensions
(in)
W H C .;
Mm
Top
Flange
(n)
Mm
Header
;Depth
fin)
Fasteners
(m)
Carrying Member Carved
Top :' Face Member
DF/SP
Allowable Loads
Roof /
Uplift Floor Snow Wind
(160) {10D) {115)k {125/160)
SPF/HF °
Allowable Laads '
Roof / ,
lJphft Floor Snow, , Wind -
.{160) (100) (115) (125/16D)
Code
Ref.+
,
m�
Flange lust Hatton �, � _ r:„ �
THA29
18
15/a
911/s
51/a
1 M?
—
(2) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
1,750
1,750
1,750
450
1,330
1,330
1,330
27/a
—
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2,610
2,610
2,610
450
1,985
1,985
1,985
THA213
16
=15/el3�is
51/z;'
2
4 i0:148 x 3
2 0146:ic'3
4 0148 X 11h
=
14s
THA218 .
18
15A
17346
51/2
2
—
(4) 0148 x 3
(2) 0.148 x 3
(4) 0.148 x 11h
—
i,46U
i 460
1,460
1,110
1,110
110
IBC,
THA218 2'
16
31/a
1711tis
8 • ;
2
—
(4) 0.162 x 31/
{2) 0162 X 31/z
(6) 0.148 x 3
—
i ..
": 1 1t o
1 180
1 h l5;
1 1 �.'
FL,
THA222-2
16
31A
223A,i
8
2
—
(4) 0.162 x 31/2
(2) 0.162 x 31/2
(6) 0.148 x 3
—
1,960
1:995
1,995
—
1:490
1,515
1,515
LA
THA413 .:
18'
3s/a„
1355s
41h
2
—
(4);0.148 x 3
,;(2} 0148 x 3
(4) 0.148 Y 3
—
1 z i
1 �3
1; z0
165.
THA418
16
3%
171h
77/a
2
—
(4) 0.162 x 31h
(2) 0.162 x 31/2
(6) 0.148 x 3
—
1960
1:995
1,995
—
1;49U
1,515
1,515
THA422
16
,35/a :
22 "
T/s,
2
—
(4)`0.162 X 31/z
(2) 0.162X31h
(6) 0:148 x 3
—
1, iu
�a:
• ;1 t� ,
t,49t
1 �1 I
' 1 �1 ``;
THA426
14
3%
26
77A
2
—
(4) 0.162 x 31/2
(4) 0.162 x 31h
(6) 0.162 x 31/2
—
2,435
2,435
2,435
—
2,095
2,095
12,095
THA42? 2
14
71/a
211/s
93/4
2 —
=
4) O'.162 x 3'h
4) 0162. X 31h
~>
(6)_01:62 X 31h
_; ,
3,330
3,330.
; 3 930
2 865
2 865;
; 2 865 -.
-_FI
—
THA426-2
14
71A
261/s
9a/4
2
—
(4) 0.162 x 31h
(4) 0.162 x 3%.
(6) 0.162 x 31/2
—
3,330
3,330
3,330
—
2,865
2,865
2,865
a 3 j
THA29
18
15/s
911/s
51/a
—.
9%
—
(16)0.1480
(4) 0.148 x 3
525
2,265
2,265
2,265
450
1950
1950
1950
TNA213
18.
1, 5/s ;1.35/s
5Y2°
:,135/s
,
(14} 0148 z 3
(4) 0.148 x 3
3a5
U 15
3trl.
, :..� �00
'�
-U%
4010.-
2' Uo;
THA218
18
15/s
173A6
51/2
—
175i'is
—
(18) 0.1 48x 3
(4) 0.148 x 3
855
2,450
2,450
2,450
735
2105
2105
2105
TTHA218-2
16.
a
3la
1711tis
8 .:
141/s ,
_
;.— ::
(22) 0162 x 31/z
(5) 0 62 x 3M2
1 855
_
3 1:
d11
t .tl
'1
FL,
THA222-2
16
31/s
22-A6
8
—
14%
—
(22) 0.162 x 31/2
(6) 0.162 x 31/2
1,855
3,310
3,310
3,310
1,595
2,845
2.845
2,845
LA
THA413;:.'`
18;
3/e'l35/s
4h
- i;133/a
..-
"';(14)0148x3}
{4)0;148x3
,»x
ru5
'34n'
z�ct
3�,
1 fiC
�u:!0.
1ti;i '
THA418
16
35/e
171h
77A
—
141/s
—
(22) 0.162 x 31/2
(6) 0.162 x 31/2
1,855
3:310
3,310
3,310
1595
2.845
2,845
2,845
,16
:3/.
22,7?/s'
141/s
,1
(22) 0162z
,
1,,855i"1
13/
8 �'
aTA22a
THA426
14
35/a
26
7%
—
161/s
—
(30) 0.162 x 31/2
(6) 0.162 x 31/2
1,855
4,415
4,480
4,480
1,695
3,795
3,855
3,855
THA422 2'
.14
•7^la
11/s
93%a
-16�5s
—
(30),0162:x 31/z
(6j0:162 x 31h
1;855"
5,170
5,520{
,.5 520 _ ::1,595
4',445.
4,745'
4;745 '
FL
THA426-2
14
71/a
26%
9%
—
18
—
(38) 0.162 x 3%
(6) 0.162 x 31/2
1,855
5,520
•5,520
5;520
1,595
4,745
4,745
4,745
1. Uplift loads have been increased for earthquake or wind bading-with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min.
top flange are based on a single 2x carrying member, all other top -flange installation bads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x I W 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 listed diameter by length. See pp. 21-22 for fastener information.
Simpson Strong -Tie® Wood Construction Connectors
Face -Mount Joist Hangers
This product is preferable to similar connectors because
�+ of a) easier installation, b) higher loads, c) lower
installed cost or a combination of these features.
The double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature i
lnnova'tva double -shear nailing that distributes the bad through
two points on each joist nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS'. ;
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in,stainless steel.
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
Not designed for welded or nailer applications. I
i
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
some models)
1' for us
114fi foraxs�
D2
p . IYk!
Da �'
c
,Gtw� B
LUS28
HHUS210-2
gip' I-
�
Cx
a
�w�
MUS28
160 nuac I v
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
6hs'
L
O
V
d
C
C
O
ci
N
N
O
1=
a
-
a)
a
x-
19
. LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers (cont.)
SS'-
W
Model
No
Heel,-'
Height
Ga _,
Fasteners
W
= H
B
Carrying .. ,
Member , ,
Carr}ed
Member
Single 2x Sizes.
LUS24",:
LUS26°;13Sa"",
25/a-,
18 .,
1 4 ,
3�/s
"1.,3/a
(4) 0148 x 3 .
(2) 0,148 x 3 ---
;43/4
1'a/a
"(4);' 148x'3' `
."(4):6.148x"3:'r°,
MUS26
411/1G
18
1 pia
52i6
2
(6) 0.148x3
(6) 0.148 x 3
HUS26
45A,.
16
1 %
5-'A
3
(14) W 62 x 31/2
(6) 0.162 x 31/2
HGUS26
4B/e,'
=12 .,<
15/a -
538.'I
° 5
(20)'0.162;z3'h.")
;{8)0:162`z"31h
`t 18 "'
1 sti6
=65/e ;'
" �`1.3a
"; (6)10148'x 3."'
1(4).6A48 x
MUS28
65/6
18
19A6
6.13iia
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/2
16
15/a
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31h
HGUS28
69A6 •
12
15/a
71/a
5
(36) 0.162 x 31h
(12) 0.162 x 31h
LUS210 .
(' , 41/4"-
:18 ' ,
.i tM/
.71�,6:
; "13a „
' (8) 0.148 x 3•-'..
(4)'0:148 is 3 •`
HUS210:"."
j B�%a'16.
9 ,"
"�'3"
'(30)'0.162X31h'
(10)0.162x31/z
HGUS210'
89fs,` "
12'"'',15/a
9'A
�';.-5
;(46)0.162x31h
(16)"0.162X31x=
1. See table below for allowable loads.
These products are available with additional corrosion
protection. For more information, see p.15.
0 For stainless -steel fasteners, see p. 21.
mBMany of these products are approved for installation
with Strong -Drive" SD Connector screws.
See pp. 335-337 for more information.
--
Model.
No "-
= DF'Al1: ble'Loids
Uplift Floor Snow: Raof ; Wmd
(169, (100): (115) , (125) 4" (160)
SP Allowable Laads
. Uphfti `Floor Snow ;Roof Wind
(160) ;:(100) (115) (125} (160)
SPF/HF Allowable Loads
Upllftl Floor 5noud Roof = Wmd`
(160} (100) (f15); (125) ' (1do);'
Cade
Ref
"LU924
765' ...820'
`
,1,045
?�i-e,
725'
`825,
890
;
3 0.
.,_:`495„
565.
605:f`'
770;`
LUS26
.1,165
865
990
1;070
1,355
1,165 _
935
1,070
1,150
1,475
865
635
725
785
1,000
IBC, FL,
MUS26:
l
1,295
1480''.
1560,
i o0.
a °�0, ;
1405=
`:1'S60
r5 0
1�1u
HO
e'955
: 1;090'
118Q4
35. _
LA
HUS26
1,320
2,735
3,095
3,235
3,235
1,320
2,960 `
3,280
3,280
3,280
1,150
2,350
2,660
2,780
2,780
HGM6
..S 5'
.;4,s40`
4;850.
5170;;;•"5,390':
•,87,:
'4690,;
5,220.
,5,39D5,390
7£i0'
.3,225
3,610;
3,870`i.
,3,965,.'
IBC, FL
LUS28
1165
.1,100
1 1260
1,350
1725
1165
1195
1360
1,465
1,730
865
810
925
1000
1270
MU528.
1.u2L'
1,730
, 1,975�'
2.125'*::2,255
,1 3 .
''1875,s
` 135 �
:,2,255
2255,-
',75n
,.1,270
1.455'
as5`
�� ,
IBC, FL,
LA
HUS28
1,760
4,095
4,095
4,095
4,095
1,760
4,095
4,095
4,095
4,Oe5
1,480
3,520
3,520
3,520
3,520
HGUS28 - `
.1;650
_,5
. 7275.,
,7,275 -
7,275.:
1, 00
-12!,5 ;..?
,7;275.
7275
"Ia2.
.._, • O
::3,820
3915 ,
4,25bi,
IBC, FL
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215
1,500
113C, FL,
HUS210
2;i3^
5,458'
o.:
..,8sr€
r 83C
o
°s..3
d0
5;E3
o,830'..
2:2261
2; 30
2.L55
35`
,2;82F
LA
HGUS210
1 '2,090
9100
9,100
9100
9,100
2,090
9100
9,100
9,100
9,100
1,545-
6,340
6,730
6,730
6,730
8C; FL
1. For dimensions and fastener information, see table above. See table footnotes on p.195.
HHUS/HGUS
See Hanger Options information on pp.98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45" and/or sloped to a maximum of 45"
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load,. not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45". Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square out 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
• 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
94
Acute
-side
bpecny angle
Top View HHUS Hanger
Skewed Right
hoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
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(
HTU
Face-Mount_TrusS' Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/s". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1h" max. to allow for greater construction
tolerances (maximum gap for standard allowable (cads
is 1/s" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
rn Finish: Galvanized
L
0 'Installation:
O '
C• Use all specked fasteners; see General Notes
0 • Can be installed filling round holes only, or filling
V round and triangle holes for -maximum values
N • See alternate installation for applications
3 using the HTU26 on a 2x4 carrying member or
[= HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
�. HTU may be skewed up to 6711z . See Hanger
Options on pp. 98-99 for allowable loads.
See.engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drives SD fasteners.
Codes: See p.12 for Code Reference Key Chart
1
6
Min. heel
height
per table
y Many of these products are approved for installation with Strong -Drive®
. SD Connector screws. See pp. 335-337 for more information.
HTU26
Typical HTU26
Minimum Nailing
Installation
1la' mail gap`betiween end'df
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/z" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
Alternate Installation -
HTU28 Installed on.
2x6 Carrying Member
(HTU210 similar)
Mm,
Dimensions (in.).
` fasteners (in)
DF/SP'Allowable''Laads
.. SPF/HF Allowable Loads
Model
No
Heel
Height
W
H
g
Carrying Canned
Member I "Member :=
Uplift
(160)
Floor ,1`Snow
,(100)
' (115)
Roof
_(125)
Wind
(160)
Uplift
(160)
Floar '
(100)
�11
o;
Ref.
Single 2x Sizes
HTU26 �
31h`
15/e'.<57fis
3'h:
(k)0'.162x31h
;01)0148'x1'h,
c'`01,-
_
Lr-70-`,
; a!0
` ;
u u
5 .
693'l
i,t1G�.
`sF80
'B0"
HTU26.(Min:)
37Is'.15le-
-57hs.'31h=,.(20);0.162:x31fz,a(1q)0148,xa1?h
1;250,
2,940�'!=3,200
�3,200<:,3;20Q1;07b2,015-:=2015
�2;015.
HTU26 (Max.)'
.51Iz";
;15Is''
.5'tis.
31h `
: (20) O'.162 X 31h
010
'1 335
`2,53O =i'
355:
3.r,b0
.3,4507
IBC,
HTU28 (Min_)
37/a
15/s
71A6
31h
(26) 0.162 x 31h
(14) 0.148 x 11h
1,235
3,820.
3,895
3,895
3,895
1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
1 %
71A6
31/z
(26) 0.162 x 31h
(26) 0.148 x 11h
2,020
3,820
4,315
4,655
5,435
1735
3,285
3,710
4,005
4,675
LA
HTU210 (Min.) -. =.
3'/a'
15/e 1
9%
31h'=
(32)t0.1.62:x 31h
(14) 0.148 x;1?h-
• 1,330
30.0
3 !
1,145,d.?=r
1'
c: 225.
3i225
•HTU210 (Max.),..'
'.91/4. '
-15/e
914s
3i/z '
'(32) 0.162 X 31/r
'(32Y O.148 x'11h
1 3,315-.
4,705 ;
?. tl..
": N0
' S,995 :1'
2,850
.4,045:'
" oto'
4 a ,!1
5;155
Double 2x Sizes
HTU26,'2(Mini)
, 3'/s=.
3-Mc
57A6
-31h=-(20),0.162x.31h�
'.i(14)0.148x3
1;5,1a.
2,940r
�cn„l
;odic'`
°'3;910
.1.;30511,850
-2,090
2,255`'
2465
HTU26-2.(Max,)
. 5Yz,,
3-As
57Ai,
N'
,(20)0.162x31h,
{20)0148'x3...2,175-.
2,940a``
3',{.;
,080
33
11870
2,530,
2,855
'U, 30
3,855
HTU28-2 (Min.)
37/s
35AG
71/is
31/z
(26) 0.162 x 31h
(14) 0.148 x 3
1,530
3;820
4,310
4,310
,4,310
1,315
2,865
3 235
3,235
3,235hLLA
HTU28-2 (Max.)
71/4
3-'As
71Ar
31h
(26) 0.162 x 31h
(26) 0.148 x 3
3,485
3,820
4,915
4,655
5,825
2,995
3,285
o 1 '
'4 205
i 5• 0 2HjU210=2,(Min)
' :3�%.:354s
i
.91,a•
,31%z
' (32) 0.162;x 31Iz,
`r(14) 0.148`z:3
1;755
4,705 ;
°:d,815,
A'015
4;815
1,510.,
.3,530 ;
3,610 ..3,610
' 3'610
HTU210-2;(Max)
I
-3s/is,
. b%'
31X-
-(32) 0:162x 31h
., [{32).0:148 x:3
.'4110,
4 705 -_
,310
I r730
.fi;5i r '
3,535
.4,045
. ,aEb'
-3,e a0
v 'J5
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further Increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/V and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSUrPI 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 aflowabb 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 fisted diameter by length. See pp. 21-22 for fastener information.
Simpson Strong -Tie° Wood Construction Connectors
00--
SSm
e
Face -Mount Truss Hanger (cont.)
Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
a
Min
Fasteners tin)
DF/SP Allowable Loads
SPF/HF Allowable Loads
,
Model
No
:Heel
Height
Minimum
Carrying
_Carrying Carried
Uplift Floor Snow Roof Wind
t
Uplift; Floor, Snow .Roof Wind
Code:
Ref.;
(n)
Member
Member Member
(160) (100) + (715) (125) (160)
(160)' (100)".: (115) (125) '`(160)
HTU26 (Min.)
37/a
(2) 2x4
(10) 0.162 x 31h
(14) 0.148 x 11/2
925
1,470
1,660
1,790
1,875
795
1,265
1,430
1,540
1,615
HTU26 (Max.)
51h
(2) 2x4
(10) 0.162 x 31/2
(20) 0.148 x l lh
1.240
1,470
1,660
1,790
2,220
1065
1,265
1,430
1,540
1,910
IBC
HTU28,:(Max) .
';jZ1/4,.
:'(2) 2x6
`(20) 0162 z 31h
(26J t)148 x 11/z'
:`1970
12 940
3L
5S0'
3,9D5
1695:
2,530''55
` ' u� �-
'_ 3,360"_'
FL, LA
HT6210 (Max)'91/a„
' (2) 2x6
(20j 0162 x 3?/z
(32J 0:]48 x 1?h
";2 760
2 940
uL 3
�80
3 905
2 375
2 530`s'
155
i, fi a ;
: 3 360,.:.
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is W.
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
Mad,Heel
No
MinOrmensions
Height
(m)
W H s : g
Fasteners (m) `
-Carrying ° Zamed ;
Member ` Member
OF/SP Allowable Loads
ry
;Uplift Floor Sn6w Roof Wmd
{160) (7D0) ^(115J Al (160j
x SPF/HF Allowable Loads
M
,Uplift Floor Snow Roof Wind
(160) (100) {115) (125) (160)
Code
Ref
Single 2x Sizes
HTU26
; 31h: -
1$/a
31h
(20) 0162,X 3'h
(11) O.j48 x 11/z
: °5
2 �c
'
HTU26 (Min)
37/e
1$Ia
57tie; i
31h
(20)r0162 x'3?/z
(14) 0.148x,1 1h
,1175
2'940
3;10D
3100
31D0
:1 010
1;955
1 955
1955 ;
1,955,
HTU26 ,(Max)
51/2
15/e
57Is
3h
',{20) 0162 z 31h,
(20) 0.148 x 11h
':1215
2;940
a 20
° �t 1'
o �.
1 045
1,850
L ,��0
a-
IBC,
HTU28 (Min.)
37/a
15h
71/i6
31/z
(26) 0.162 x 31h
(14) 0.148 x 11/2
1,110
3,770
3,770
3,770
3,770
955
2,825
2,825
2,825
2,825
FL,
HTU28 (Max.)
71/4
15/a
71146
31/2
(26) 0.162 x 31/2
(26) 0.148 x 11/2
1,920
3,820
4,316
4,655
5;015
1,695
2,865
3,235
3,490
3,765
LA
HTU210 {Min.) ; :..
37/a.
;1,5/a
9M
31/z ;
(32) 0162 x;31/i
(14) 0.148 x 11fz
;1 250
3 600
3;600
3 600.
3 600 ',
`:1075
,`2,700
2 700
2 700'
.2,700
HT.U21D (Max.)- -
91/a
1$/e
9'tig
31h'
.(32) 0162 x 31h
(32)-0.' 8 x 11/2
3 255
,.4 705
5 020
5 02Q-
5 020
`2 800
3,530
i 3 765
3 7fi5
3,765
Double 2x Sizes
HTU26 2 (Min.)
37/a
=.39ia
57�e.
31h
(20j 0.162 z `31h,
(14) 0:148 x 3
:1 515,
:.
2 940
i .%C
3'500
3 500
1 305
.2;205
12 205
2;205
2 205
HTU26 ;2 (Max.) ,'
` 51h :
3 a
57%
31h .
,(20) 0162 x 31h
(20) O'.148.x 3
`7 910
2,940
??t
,3,500:
3 500
'4 645
; 2,205
2,205
2 205
2,205
HTU28-2 (Min.)
37/a
3-54e
7146
31/2
(26) 0.162 x 31h
(14) 0.148 x 3
1,490
3,820
3,980
3,980
3,980
1,280
2,865
2,985
2,985
2,985
IBC,
FL,
HTU28-2 (Max.)
71/4
35/e
7MG
31h
(26) 0.162 x 31h
(26) 0.148 x 3
3,035
3,820
4,315
4,655
51520
2,610
2,865
3,235
3A90
4,140
LA
HTU21'0 2 (Min)''.
37/.,`
'3%
9356 '
31h
',.(32) 0.162X 31/z
. (14) 0.148 x 3 '
1755,
4 255
14;255
41255.
4,255
':1 510
3,190
:3;190,
9,190'`
31190'
HTU210 2 Max_' '
( )
91/a
,,
36
935fi
1-
3 h
32 0162 x-3.h.
',( _) ... ,..�..
32 0.148 x 3
( ).
_3 855
4 705
3'° 0
r
6 470
.3 315
530
3,,
3,980:
4,300-
4;855.'
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 1h°, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVMl 1-2014. Simpson Strong -Ties' 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 vane. The allowable uplift is 100% of the table bad.
B. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Simpson Strong -Tie® Wood Construction Connectors
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/W 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/,e" at 100% of the table load. Specify as an W
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 1/4" x 2W Titen 2
screws (Model TTN2-252341) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or BVP 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 TI-N2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/is'-diameter hole to the specified embedment
depth plus 112'.
• Alternatively, drill the 3/ib'-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution' Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a.
3/,a" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/,e" x 41h" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11A" and minimum end distance
of 37/a" is required as shown. in Figure 1 for full uplift lead.
• 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
37i
dis
491 ye .-
HU214
Figure 1 — HUG410 Installed on
Masonry Block End Wail
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.
Model ; `
Standard Concealed
�' Fasteners
GFCMU Concrete h
Titeti®2 Titen° 2 Joist
,411owable Loads (DF/SP) t
Code ,
Ref
Upllft :Down
(160) (100/125)'
Concrete
UpIIfY Down
HU26
HU26X
(4)1/a x 23/a
(4)1/4 x 13/a
(2) 0.148 x 11/z
335
1,000
335
1,545
8X
ax2HU28
(6)'/a z
.(4)
545
T 50004z
760
2,400
HU24-2
HUC24-2
(4)1/a x 23/a
(4)'A x 13/a
(2) 0.148 x 3
380
1,000
380
11545
HU26 2;{Mm.) -..
ti HUC26 2
(8)'1/a,x23/a
(8)1/a x T?/a
(4) 0148x 3
76D
="" 2 000
760'r
3;200
HU26.2 (Max) •:
> HUC26-2-
(12)/ax 23/aT48
X3.
1;,135
',-3 000
1135"
3,950 ,..
HU26-3 (Min.)
HUC26-3 (Min.)
(8)1/a x 23/a
(8)1/a x 13/a
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)1/a x 23/a
(12)1/a x 13/a
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU28 2,(Mln)
HUG28 2 (Mm) s:
{10)'/a x 231a
(10)1/a z'9 3/a
(4) 0148 x o
r 76D
2 500
760_
HU28 2 (Max)
HUC28 2 (Max)
{14)?la x 23/a I
; (14)14x 13A
(6) 0748'X_3
1';T35
3 500 `
1135r
4;920 .>
HU210
HU21OX
(8)1/a x 23/a
(8)1/a x 13/a
(4) 0.148 x 11/z
545
2,000
760
2,415
HU210-2 Min.) ;,
. HUC210;2 (Mm) _
(14)!�la z 2?/a
: (14)1/ax 13/a
(6) 0148 x;3
T,135
'' 3 5D0
HU2107_(Max) :,
HUG7102(MaY1
i1Q?1/e,%2Ya
(18)1/ax:13/a
tRDO
A500
T800.
5085
-•„-•--
HU210-3 (Min.)
HUC210-3 (Min.)
(14)1/a x 23/a 1
(14)1/a x 13/a
(6) 0.148 x 3
1,135
3,500
1,135
41920
HU210-3 (Max.)
HUC210-3 (Max.)
(18)1/a x 2%
(18)1/a x 13/,
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212 '_'
HU212X'
{10}1/4 x 2?/a
•;` (10)1/a z.1:.3/a
(6) 0148 x i'/z
k i,735
2 5DD
1135
2665 `.'
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/a x 23/a
(16)1/a x 13/a
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22)1/a x 23/a
(22)1/a x 13/a
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU212 3
HUC212 3 (Mln) -'
(16)?/a x 23/a
(16)1/a`x 3/a
(6) 0148 x'3
I1
x 4 0D0 r
s T,135 r
4 920
HU212 3 (Max) -.
HUC212 3 (Max)(22}'?%a
z 23Ja
(22)1/a z 1;3/e
'(10) 0148 x 3
1,600 t
.. 5 D85 `=
1 800
; 5,085
-
HU214
HU214X
(12)1/a x 23/a
(12)1/a x 13/a
(6) 0.148 x 11/z
1,135
2,665
1,135
2,665
HU214-2 (Mm)
HUC2T4-2 (Mln ).
(i8)1/q"x 23/a
(18)?/i x 131a '
- ;(8) 0148 X 3
1;515
4 500
1 515"
5 085
NU214 2 (Max.)..'
HUC214 2
(24)'I4-c Z3I4
;' (Z4)1/a XT 3/a
(12) 0149 x 3
2015
,'5,085 A
2,015
5085 ';
HU214-3 (Min.)
HUC214-3 (Min.)
(18)1/a x 23/a
(18)1/a x 13/a
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)1/a x 23/a
(24)1/a x 13/a
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216`
HU216X
(18) Y<a 23/a
(18)1/a x13/a
(8) 0148 x 11/z
1 `5To
920
1 515
2';920
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/a x 23/a
(20)1/a x 13/a
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216.2 (Max.)
(26)1/a x 23/a
(26)1/a x 13/a
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216-3 (Min.)
HUC21fi 3 (Mm)
(20)1/a x 23/a
I , •(20)1/a x 13/a
(8J 0148 x3
1515
4 920
1;515
4,920-7
HU218-3 (Max j;
HUC216 3 (Max ),.
(26)?/dx 23/ae
°-(26) ildx l3/i
(12) O T48 x 3
2;015
5 085 ;E
u 2;015
5 085, .,:
HU7 (Min.)
(Not available)
(12)1/a x 23/a
(12)1/a x 13/a
(4) 0.148 x 11h
_545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16)1/a x 23/a
(16)1/a x 13/a
(8) 0.148 x 11/z
1,085
3,485
1,085
3,485
HU9 (Min)
{Not available) ; `,
(1 S)1�a x 23/a
(18)1/a x 13'a
(6) 0148 x 11h
1;;135
= 3 23D =
T 135',
3;230
H U 9 (Max)
(Not available)
(24)%a',x 23/a
(24)1/a x,13/a
(10) 0148 x i ?h
1;445
= 3 735 `>
1445
3;735 '
HU11 (Min.)
(Not available)
(22)1/a x 23/a
(22)1/a x 13/a
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(30)1/a x 23/a
(30)1/a x 1 -1/a
(10) 0.148 x 11h
1,445
3,735
1,445
3,735
HUT4 (Mm )
(Notavailable)
(28)'/a k 23/a
{28) ?/a x 7 3/a
= (8) 0148 x7'/z
1515
3 405
1 515
;3,485 .
HUT 4 (Max) •
(Not available) =
_ (36)1/a x 23'a
; ,,,(36)11<x 13/a
,(14)0148x 1 �h
2;015
4 245
2 015
4;245
-38
r
h
P
STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES
' B/5KI PI dN
UPLIFT/SHEAR ANC
I
BBON BOARD- SEE
GHEDULE FOR SPACING
A5TENING TO TRUSSES
MA50NRY WALL -
EACH TRUSS - SEE 5/SKI SEE PLAN
PLAN
NOTE: ADD'L FRAMING NOT i
SHOWN FOR CLARITY
t
r
RAISED HEEL TRUSS BEARING A i
ac&E. Nla SKI }
�laaa��a�.wa��a
�a�llao�a�u
arm
�-���
SOFFIT ASC�A?HING- SEE SEE ARCHPL�J_7r__
I-SEE�ISED PLAN
ROOF TRUSSES
w
N
RIBBON BOARD-
SEE SCHEDULE
FOR SPACING 4
FASTENING TO w
N
?BUSSES
WALL SHEATHING -SEE PLAN
==
MIN. 15/32' COX PLYWOOD OR
l/Ib' OSB WITH ed GUN NAILS
(0.131' X 2 1/2') s 6' O.G. TO
UPLIFT/SHEAR GYP. CEILING -
RIBBON BOARDS
ANCHOR EACH SEE PLAN
[MASONRY
TRUSS-5EE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN of ROOF TRU55
WALL -
BOTTOM CHORD
SEE PLAN
RAISED HEEL TRUSS BEARING B
wALe. NTs SKI
RIBBON SCHEDULE
DESIGN CRITERIA
RIBB,,D, N MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult-165 MPH
(Need=128 MPH)
&.4
(2) 12d GUN (0.131' X 39
EXP. B,
5PF02
24'
TO EACH TRUSS, (4)
ENCLOSED
NAILS AT JOINTS
Wlt=IW MPH
(2) 12d GUN (0.131' X 3')
lVasMPH)
'i <4 SPFQ
16,
TO EACH TRUSS, (4)
EXP.
EXP. G,
ENCLOSED
t'-
NAILS AT JOINTS
SHEET II LE:
PHBON OflM FOR
WBEO MFEI POOP IRUEEEB
SHEET INFORMATION:
mBNa: xllld
NE OEUOY. IIABId
OMWN BY.
SK.I
, -
ALPINE
minwcowpAw
January 10;,2.0'20
]Car'p' biner',1C ontractors of A erica, er 1cd, Inc:.
3960 Avenue G*, NW,*
Wiotp-r'.HaveTi, FL:33880-6201
Dear -Matt:
stibn /t, diameter
Ithas. come. to my attention that some que s were raised c0ncerafj�g s r
holes.arilled thru & chord" g4bleprid1tru trusses-to-allowfor
chords (wide face] of -sys42 s
flireaded rods Used fdr "be downs," If these gable end . s are -over continuous support
v th 01sE `ace.:fuIl�r sheathed anti ik�e'riaie� ax e: drilled about the cente �lme o�'t}^le' wide _ _ _,.._ _..
faicd no c168e,-.than 43' OJCV-0butdarna giagany connettot'phites or verijc�J'W.jebs then
no repair -is req*ed..The tru 8 orij� supports: Z feet of f1db't, I&A"
ds. and -nu,;idditional
load..
If you have any questibh, please give me-acall.'
Sfticer,ely;
i`is%-X.
X 6�� A
.
N
86$ 6 7
S * TATEOF
0. .;
Yoon'.
.1 / ( Q("n
67% F6rqm.br1v!aj Suite 865, Orlando, FL 32821 - (80Q) 521-9790 -- {863)-422-8685
WWW , .,;ajp1r1pftW.CQrh
ALPINE
�'�� ANITWCOMPANY
��"` • �(' �' •j ; epA� FL REG# 278, YoonhwakKim, FL PE #86367'
.' No. S63f 7
'�° $• STATE OF •
* 03 L\ Tt>fs M1s bSi6S s!}�read
10 using a DW .-ignitors, ft#dN At
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www,alpineitw.com
I
W x x si
Customer., Carpenter Contractors of America Job Number.< N362326
Job Description: 7A5/320 ,4f HJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS
Address:
Design Code:
FBC 7th Ed. 2020 Res
lntefliW51N Version: 20.02.00A.
JRef #: lX3U897501'38
Wind Standard.,
ASCE 7-16 Wind Speed (mph):: 160
Design Loading (pso 37.00
Building Type:
Closed
This package contains general notes pages,, 34rtruss drawing(s) and 5 detail(s).
1
078,21.1706.35410
Al
3
078.21.1706.35457
A3
5
078.21.1706,35316'
A5
7
078,21.1706.35878
A7
9
078,21,1706.36504
A9G
11
078.21.1706.35659
B2G
13
078;21.1706.36332
L1'
15
078,21.1706.35582
EGE
17
078.21.1706.36301
EJ3
19
078 21.1706.35520
CJ3E.
21
078,21.1706.36456
CJ1L
23
07821.1706.35676
EJ7
25
078.21.1706.35426
CJ5A
2.7
078.21.1706.36270
CJ52
29
078.21.1706.36113
CJ3A
31
078.21.1706.36051
CJ1
33
078.21..1706.36378
HJ3
35
A1'601.5ENC101014
37
A16030ENC101014
39
GBLLETIN0118
ARM
AN
%gY '
2
078.21.1706.36081
A2
4
078.21.1706.36222
A4
6
078.21.170635816
A6
8
078.21.1706 36003
A8G
10'
078,21'.1706:35909
B'1
12
078.21.1706.35613
MEG
14
078,21.1706.3640.9
L2G
16
078.21.1706.35395
EJ6E
18
078.21.170&35784
CJ5E
20
078.21.1706.35753'
CJ1E
22
078.21.1706.36457
MG1
24
078.21.1706.36050
EJ72
26'
078.21.1706,35409
CJ5'
28
078.21 i 1706.35472
CJ3
30
078.21.1706:36176
CJ32
32,
078.21.1706,36207
HJ6E
34
07811.1706,35941
HJ7
36
A160,5ENC160118
38
A16030ENC160118
�G(prlda Certificate of Product Approval #FL1999 Printed 3/22/2021 7:49 47 AM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. 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 CS-1 = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in'
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to.ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as'defined in TPI 1
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 674901 HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T6
FROM: RAA Qty: 1 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35410
Truss Label: Al / YK 03119/2021
rn
EO
G3
1279 18'3"4 21'4"12 275"7
6'0"11 6'0"11
;5X5 =5X5
E F
39'8"
33'6"12 39'8"
"5 6'1 6'1"4
�1'+ 9'10" + 10, 'f' 10 J . 910 4'�
9'10" 19,10" 29'l0" 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: 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 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2ff%min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.259 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: 0.392
EW Ver: 20.02.00A.1020.20
,�tr�ttr�rrorP�ry�i
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STA
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♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1546 /- /- /861 7785 /303
N 1546 /- /- /861 1785 /-
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 1981 - 3037 F - G 1518 - 2011
C - D 1835 - 2773 G - H 1835 - 2773
D - E 1518 - 2011 H -1 1982 - 3037
E - F 1525 -1892
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2726 -1720 L - K 2369 -1414
M - L 2369 -1433 K - 1 2726 -1702
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 453 - 75 L - F 521 - 323
D - L 555 - 703 L - G 556 - 703
E - L 521 - 323 G - K 453 - 76
Iva
0 pie
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Pefer to ALPINE
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Buildingi
Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the ANRWCOMMY
truss in conformance with ANSI/TPI 1, or for handling, shipping,, nstallation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engpineering responsibilityv solely -for the design shown. The suitability and use of this Suite 305
drawing for any sfr'ucture is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 67491 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRefAMIJ119750138 T12 /
FROM: RAA Qly: 2 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36081
Truss Label: A2 / YK 03/19/2021
EO
f_
i�
63
17' + + 2T5"7
6'1"4 6'1"5 4'97 5'S" 4'97
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: 22.58 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) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
_5X5 e5X5
E F
39'8"
10, 10,
19,10" 2910"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl 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: 0.323
Ver: 20.02.00A.1020.20
L33'6"l2 + 39'8"
6'1"5 61"4
g*Jj11gf11111gyob
q•°°°`
&AHWAk
a
a
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®� STATE OF
T +a
r � • 'r�p � �f,�
fi
9.101, �
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1645 A A /867 /786 /284
N 1645 A A /867 /786 /-
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 2105 - 3292 F - G 1649 - 2207
C - D 1949 - 3025 G - H 1950 - 3025
D - E 1649 - 2207 H - 1 2105 - 3292
E - F 1674 - 2198
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2958 -1835 L - K 2568 -1513
M - L 2568 -1532 K - I 2958 -1817
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 456 - 81 L - F 590 - 280
D - L 494 -708 L - G 494 -708
E - L 590 - 280 G - K 456 - 81
Iry °.0 S' m•rgo•
$',QN8llAi t ��
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/22/2021
**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 SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporary
bracing -per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid 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 A L PI N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincL Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the AN M COMPANY
truss in conformance with ANSI1TP1 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional engsneering responsibilit� solely'for the design shown. The suitabilify and use of )his Suite Fos
drawing for any structure is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2.
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: 67492 /
FROM:RAA
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 "
HIPS Ply: 1
Qty: 2
7'8"6
7'8"6
9'10"
9'10"
Job Number: N362326
,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS
Truss Label: A3
15' 19'10" 24'8"
10 + 4.10" + 4.10"
,5X5 1112X4 =5X5
D E T3 F
Cusl: R8975 JRef:1X3U89750138 T11 /
DrwNo: 078.21.1706.35457
/ YK 03/19/2021
31'11"10 + 39'8"
7'3"10 7'8"6
III M = 8X8 1116X8 4X6(142)
10,
19,10"
39'8"
Wind Criteria
Snow Criteria (Pg,Pfin PSF)
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
Speed: 160 mph
Pf: NA Ce: NA
Enclosure: Closed
Lu: NA Cs: NA
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Mean Height: 22.16 ft
Building Code:
BCDL: 4.2 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
tnrnvr=
Lumber
Top chord: 2x4 SP #1; T3 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.OE; 132,133 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.
**IMPORTANT** FURNISH THIS
10,
29'10"
9.10" 1'
39'8"+
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.278 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.480 E 985 240
B 1692 /_ A /874 /789 /255
HORZ(LL): 0.092 J - -
M 1692 /- /- /874 /789 /-
HORZ(TL): 0.159 J
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.757
M Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.840
Bearings B & H are a rigid surface.
Max Web CSI: 0.385
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.
VIEW Ver: 20.02.00A.1020.20
B - C 2277 - 3391 E - F 2062 - 2703
C - D 2224 - 3172 F - G 2225 - 3172
D - E 2062 - 2703 G - H 2277 - 3391
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 3045 -1981 K - J 2456 -1533
L - K 2456 -1552 J - H 3045 -1963
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
. 410E N a�'%ArdA L - D 639 - 00 F - J 639 - 300
+ D - K 411 - 252 J - G 447 - 349
No
e ® E - K 389 - 207
.86367
a + Q
®� STATE OF a i�7
ONBA e t4`
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
-OW ALL NOTES ON THIS DRAWING!
TO ALL CONTRACTORS INCLUDING THE INSTALLERS
ping, installing_and bradnq. _ Refer to and follow the latest edition of
cnep n is cemn Locations snown Tor permanent imerai restraint of wens snap nave oracm mstaneo per tscbi sections tts, t i or bi u
ipplicab e. App y plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
Nings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ne, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
s in conformance with ANSI/TPI 1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawin or cover page
1g this drawing indicates acceptance :of professional en sneering responsibilityy solely -for the design shown. The suitability and use Nis
King for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
more information see these web sites: Alpine: alpineitw.com• TPI: tpinst.org• SBCA: sbcindustry.com; ICC: iccsafe.or ; AWC: awc.or
ALPINE
ANMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL,32821
SEQN: 67493 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T10 /
FROM: RAA Qty: 2 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36222
Truss Label: A4 / YK 03/19/2021
T4"5
7'4"5
101,
9'10"
13'
5710
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 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; T2 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.OE; B2,133 2x6 SP #2 N;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
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" 26'8"
6'10" 6'10"
.5X5 1112X4 =5X5
D E T2 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):
32'3"11 39'8"
57"11 7'4"6
Defl/CSI Criteria
PP Deflection in loc Udefl 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: 0.748
EW Ver: 20.02.00A.1020.20
,4>yi111l1ltl►p/�►0
.tQ a
l� alltop i ;AA
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q
% No.86367
a
STATE OF
a 1
9.101, 1'
39'S"�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1657 /- /- /875 l790 /225
M 1657 /- /- /875 /790 /-
Wind reactions based on MWFRS
B Erg 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 2451 - 3301 E - F 2514 - 2994
C - D 2372 - 3073 F - G 2372 - 3073
D - E 2514 - 2994 G - H 2451 - 3301
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2960 - 2140 K - J 2537 -1811
L - K 2537 -1830 J- H 2960 - 2122
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L-D 504 -171 K-F 590 -511
D - K 590 - 511 F - J 504 -171
E - K 645 -388
110,
a
O� tit♦+alp*��-e ��
N A,- ± �
�a! 1(411i191t1
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
**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 BCS1-Unless noted -otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
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 ANv COWA
truss in conformance with ANSI/1 PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive
-
listing this drawing indicates acceptance of professional engineering responsibilityy( solely -for the design shown. The suitability and use of This Suite For
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 67494 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T9 /
FROM: RAA Qty. 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35316
Truss Label: AS ! YK 03/19/2021
11' 16'11"4 228"l2 28"' 32'3"12 39'8"
7'4"4 3'7"12 5'11,. 5.9. 5'11"4 3'7,12 7'44
n
e5X5 -5X5 =4X4
D E F
=5X5
G
axe(t+Z) -8X70 =8X8 V =8X10=4X6(B2)
9'10"
9' 10"
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 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; 132,133 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,
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 Udell 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 TC CSI: 0.890
Max BC CSI: 0.825
Max Web CSI: 0.314
Ve r: 20.02.00A.1020.20
d~ o No 86367 b
m d ® dp
A A
•
STATE OF
p g
9'10" 1'
39'8" +
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1546 /- /- /872 /791 /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 2614 - 3016 F - G 2270 - 2353
C - D 2542 - 2800 G - H 2542 - 2800
D - E 2271 - 2354 H - I 2615 - 3016
E - F 2947 - 3107
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp, Chords Tens. Comp.
B - M 2698 - 2287 L - K 3032 - 2643
M - L 3030 - 2659 K - 1 2698 - 2268
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 823 - 601 F - K 956 - 817
M - E 951 - 814 G - K 825 - 604
°oX�0• 1t R10*P`'�
�aitaa000►�o
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricatingr-handlin shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building - --
Component Safety Information, by TPI anrd7 SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary
bracing per BCSL Unless noted- otherwise, top chord shall have propegN 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 1310
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the AN M COWAW
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 responsibilit solely -for -the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Build ingUesigner per ANSINI 1 Sec.2. Suite 305
For more information see these web -sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or -- Orlando FL, 32821
SEQN: 67495 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T20 /
FROM: RAA Qty: 1 ,7A,, 320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35816
Truss Label: A6 / YK 03/19/2021
12'8"
�0-
7'11 10'10" i 1910" 24'8" 30'81, 32'�"5 39'8"
r 7'11 '1 3'8"15, T2" f 4'10" 6' 1'7"t5 74"11
= 5X5 1112X4
D
,� z6X6 __ =5X5 cFXS
` 39-8"
910" 10,
9'10" 19,10"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 21.30 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
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
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc L/defl U#
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: 0.917
VIEW Ver: 20.02.00A.1020.20
pNMµ'0 0
to
or
4
M ® ppt� � A
STATE OFF
TT
M
N
V �
ll+18'8"12
10, 1
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1546 /- /- /855 f788 /193
0 1546 A /- /859 f791 /-
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 2618 - 3005 F - G 3611 - 3760
C - D 2523 - 2780 G - H 2615 - 2776
D - E 2200 - 2352 H - 1 2614 - 2789
E - F 3612 - 3761 I - J 2684 - 2992
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - N 2688 - 2277 M - L 3452 - 3105
N - M 3197 - 2820 L - J 2675 - 2328
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
N - D 1865 -1705 M - G 400 - 308
N - E 1923 -1815 G - L 1049 - 864
E - M 645 - 713 L - H 867 - 679
F - M 561 - 352
�ORI�) w�
os �'°°oi800� b1
ONAL
�dito�;tae►�e
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in -fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid 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 ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANR COMPANY
truss in conformance with ANSI/1 PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this draw!nq or cover page 675o Forum Drve
listing this drawing indicates acceptance of professional angqi�neenng responsibilitiy solely -for the design shown. The suitability and use of this Suite For
drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSIN 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
SEQN: 67496 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JROAMU89750138 T8 /
FROM: RAA Qty..
1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 078.21.1706.35878
Truss Label: A7 / YK 03/19/2021
i T1"2 9' 16'8" 2.3 30'8" 1 32'6"14 39'8"
7'1"2 1'10'14 7'8" + 64' 7'8" 1'1014 7'1"2
fl
o�
v
1F3
:5X5 =4X4 =5X5 =5X5
12 2X4 D E T2 F T3 G ,9X4
910"
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: 20.91 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: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T2,T3 2x4 SP #1;
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.
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): 0.367 L 999 360
VERT(CL): 0.681 L 694 240
HORZ(LL): 0.110 K - -
HORZ(TL): 0.203 K -
Creep Factor: 2.0
Max TC CSI: 0.898
Max BC CSI: 0.869
Max Web CSI: 0.320
VIEW Ver: 20.02.00A.1020.20
,`nt�tillflllll`p/fit
`n AWArl �prQA p • • e • R
4
Nv, 86367
®tea
a �
e •
a STATE OF
FI
9'10" 1'
39'8" i
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1546 /- /- /864 /827 /166
N 1546 /- !- /864 /827 /-
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 2761 - 2998 F - G 2686 - 2758
C - D 2709 - 2811 G - H 2710 - 2812
D - E 2685 - 2757 H - 1 2762 - 2998
E - F 3607 - 3700
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2681 - 2420 L - K 3612 - 3366
M - L 3615 - 3388 K - I 2681 - 2402
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
D - M 776 - 568 F - K 1200 - 989
M - E 1205 - 992 K - G 773 - 564
10
aai,Iiie►�r<N
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached 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 Joint Details, unless noted otherwise. Referto
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the
truss in conformance with ANSITI PI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawmp or cover page
listing this drawing indicates acceptance of professional engmeering responsibill solely -for the design shown. The suitability and use of this
drawing for any sgructure is the responsibility of the Building Designer per ANSI/T 11 Sec.2.
ALP NI E
AN MY COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 67499 / HIPS
Ply: 2
Job Number: N362326
Cust: R 8975 JRef:1X3U89750138 T14 /
FROM: RAA
Qty: 1
7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS
DrwNo:
078.21.1706.36003
Truss Label: A8G
/ YK 03/19/2021
2 Complete Trusses Required
7' 13'5"14 19'10" 26'2"2 32'8" 39'8"
7' 6'5"14 6'4"2 6'4"2 6, , 7'
12 =6C6 =4XD4 =8E8 =4F4 =6G6
5 T2 T3
T
T
06649)
co
=_4X6(A1) n
Fll
1 A
�
N M L K J
0
1112X4 =8X8 =3X8 =8X8 1112X4
39'8"
6'10"4 6'S"14 65"14 6'5"14 6'5"14 6'10"4
1'.
6'10"4 134"2 19'10" 26'3"14 32'9"12 39
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): 0.434 E 999 360 Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.813 E 581 240 B 3115 /- /-
/- /1614 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.071 C - - O 3115 /- /-
/- /1614 /-
EXP: C Kzt: NA HORZ(TL): 0.133 C Wind reactions based on MWFRS
Des Ld: 37.00
Mean Height: 20.50 ft
NCBCLL: 0.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0
Min Req = 1.8
0 Br Width = 8.0
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.542 g
Min Re 1.8
q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.411 Bearings B & H are rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.743
Members not listed have
forces less than 375#
Loc. from endwall: NA FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp.
Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1762 -3442
E - F 2781 -5458
C - D 2492 -4892
F - G 2493 -4893
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; D - E 2781 -5458
G - H 1763 -3443
Bot chord: 2x6 SP SS;
Webs: 2x4 SP #3;
Maximum Bot Chard Forces Per Ply (Ibs)
Nailnote Chords Tens.Comp.
Chords Tens. Comp.
Nail Schedule:0.128"x3" nails B - N 3147 -1600
L - K 4957 -2539
Top Chord: 1 Row @12.00" o.c. N - M 3136 -1600
K - J 3137 -1601
Bot Chord: 1 Row @12.00" o.c. M - L 4956 -2539
J - H 3148 -1601
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting. jj
WA /� /�® Maximum Web Forces
Per Ply (Ibs)
�®
♦H Webs Tens.Comp.
Loading! e • 40 a ♦,1
Webs Tens. Comp.
A�� C-M 1951 -991
L-F 553 -267
ado
#1 hip supports 7-0-0 jacks with no webs. ® �r ♦ o
M - D 488 -672
F - K 488 - 672
Wind NO- 863/ ® s D-L 554 -267
K-G 1951 991
d
Wind loads and reactions based on MWFRS. ® a
Wind loading based both hip types.
on gable and roof ♦
SATE OF 4-10
%1. Q R 11VD ® C
♦�'®
S ♦•min®• 'm
`iv
f0 '
,
ONAj `C
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
"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 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 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 jobs General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildincL Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
bracincl
AUMCOWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and of trusses. A seal on this drawing or cover pa a
listing this drawing indicates acceptance of professional enciineering responsibi!itt��r solely -for the design shown. The suitability and use of this
-Designer
675o Forum Drive
Suite For
drawing for any structure is the responsibility of the Building per ANSI/TP1 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
SEQN: 67500/ SPEC Ply: 2 Job Number: N362326 Cust: R8975 JRef:1X3U89750138 T38 /
FROM: HMT city: 1 ,7A5/320 ,4EWH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36504
Truss Label: A9G AK / YK 03/1912021
2 Complete Trusses Required
7'1"4 10'10"
14'8" 19'10"4
24'8" 32'8"
39'8"
7'1"4 3'8"12
3'10 52"4
4'9"12 8'
7'
5X5
T
12 D
5 2X4
C
=8X8 1112X4
E F T3
-8X8
G T4
=6X6 T
HSO
o
rn
-4X6(A1)
(a)
W
T
r N
B
II
1 F A
J 11 18'8"12
N
M
B3 L
K O
=8X10
=H1014
=10X10
1112X4
39'8"
10'
10,
7'8" 5'1"12 6'1VA 1'
10'
20'
278" 32'9"12 39'8"
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.426 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.789 F 598 240
B 2756 /- /- /- /1633 /-
BCDL: 10.00
Risk Category: 11
Snow Duration: NA
HORZ(LL): 0.092 D - -
0 3785 /- /- /- /2265 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.170 D - -
Wind reactions based on MWFRS
NCBCLL: 0.00
Mean Height: 21.30 ft
TCDL: 4.0 psf
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.6
Soffit: 0.00
gCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.730
0 Br Width = 8.0 Min Re 2.2
g q =
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.479
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: No
Max Web CSI: 0.791
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE HS
VIEW Ver: 20.02.00A.1020.20
Lumber
Wind
B - C 1792 - 2983 F - G 3944 - 6563
C - D 1688 -2876 G - H 3368 - 5683
Top chord: 2x4 SP #2 N; T3,T4 2x6 SP SS;
Wind loads and reactions based on MWFRS.
D - E 1476 -2504 H -1 2532 -4224
Bot chord: 2x6 SP SS; B3 2x8 SP 2400f-2.OE;
Wind loading based on both gable and hip roof types.
E - F 3951 -6570
Webs: 2x4 SP #3; W8 2x4 SP #2 N;
Bracing Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp.
Chords Tens. Comp.
be equally spaced. Attach with (2) 8d Box or Gun B - N 2713 -1619
L - K 3865 - 2314
nails(0.113"x2.5",min.). Restraint material to be supplied N - M 5151 -3100
K - I 3869 -2310
and attached at both ends to a suitable support by
M-L 6323 -3909
erection contractor. 11lril/
oil
�,`l►P�P
Nailnote .40 H WAk�t�,
Maximum Web Forces
Per Ply (Ibs)
Nail Schedule:0.128"x3" nails eta4 �o At h �f%�,P�p Webs Tens.Comp.
Webs Tens. Comp.
�`^
Top Chord: 1 Row @12.00" o.c. ter° C v ' 1f �7 f �� N - D 1975 -1124
Bot Chord: 1 Row @12.00" o.c. ®
°eo i
G - L 797 - 897
N - E 2091 - 3404
Webs :1 Row @ 4"a.c. No. C7 �
L - H 2117 -1255
® $636pG
Use equal spacing between rows and stagger nails � E-M 1625 -973
d a
in each row to avoid splitting. ®
Special Loads •
�
----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) ® STA I E OF ° Lu
TC: From 55 plf at -1.00 to 55 plf at 22.60TC:
lf at 32.67
From 28 pp 1 �+
55 plf
TC: 55 if at 22.60 to 28 plf
32.67 �®+4 `OR
From at to at 40.67 IV'a
/�1rS y 0 01 0
BC: From 20 plf at 0.00 to 20 plf at 22.60 ®rlf /4*�
�°
at 32.64
BC: From 10 BC: From 20 plf 39.67
32.64 to 20 lf at 22.60 to 10 plf
ifA
at at �r,1
TC: 177 lb Conc. Load at 22.60,24.60,26.60
TC: 169 lb Conc. Load at 28.60,30.60
TC: 380 lb Conc. Load at 32.60
BC: 1445 lb Conc. Load at 21.14
BC: 129 lb Conc. Load at 22.60,24.60,26.60
BC: 127 lb Conc. Load at 28.60,30.60 FL REG# 278, Yoonhwak Kim, FL PE #86367
BC: 491 lb Conc. Load at 32.64 03/22/2021
"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
for
Component Safety Information, by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless top have bottom have
per noted otherwise, chord shall properly attached structural sheathing and chord shall a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections 53, B7 or B10,
truss
as applicable. Apply Oates to each face. of and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildinlgComponents Group Inc: shall not,be responsible for any deviation from this drawing, any: failure to build the
drawing
ANf WCONBANV
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this or cover pa a
listing this drawing indicates acceptance of professional en meering responsibilityV solely -for the design shown. The suitability and use of This
6750 Forum Drive
Suite Fos
drawing for any structure is the responsibility of the Building�esigner per ANSINI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org
Orlando FL, 32821
SEQN: 674751 HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T2 /
FROM: RAA Qty. 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 078.21.1706.35909
Truss Label: B1 / YK 03/19/2021
� 1,
9'1"12
9'1"12
12'8"
3'8"
C8 T2 =5XD5
21'
3'4"8
12'6"4
Loading Criteria (psi)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20:00 -
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 20.91 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
1A/4\/F
Lumber
Top chord: 2x4 SP #1; T2 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W4 2x4 SP #2 N;
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.
21'
8;4"
87A
20'8"8
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.036 G 999 360
VERT(CL): 0.066 G 999 240
HORZ(LL): -0.015 H - -
HORZ(TL): 0.026 E -
Creep Factor: 2.0
Max TC CSI: 0.822
Max BC CSI: 0.757
Max Web CSI: 0.949
VIEW Ver: 20.02.00A.1020.20
�4 WA /r
d
c No. 86367 a
o
STATE OE����
� 3""8
'2Y'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 850 /- /- /475 1536 /137
F 778 A A /396 /486 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
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 1163 -1274 D-E 1136 -1241
C - D 1178 -1073
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1088 - 958 H - G 1093 - 956
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
G - E 825 - 717 E - F 708 - 706
°m'��c• •. 4 OR1Dr
4 0QNA� (jk�
�5
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/22/2021
—WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an fabricating,
fsafety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
,iid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
e.. Apply plates to each face of truss and position as shown above and on. the Join Details, unless noted otherwise. Refer to
wri-c Tor sranaara praie posmons. Kerer ro )oD s uenerai rvoies page ror aaamonai inrormaaon
/ision of ITW Buildingq� Components 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 bracingof trusses. A seal on this drawin or cover page
rawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
any s ructure is the responsibility of the Building -Designer per ANSI/T I 1 Sec.2.
rrmation see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
ALPINE
ANMCOWA-
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 67478 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T5 /
FROM: RAA Qty: 1 7 A51320,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21,1706.35659
Truss Label: 132G / YK 03/19/2021
T 14'8"
7' T8"
=6X6 =6X6
C T2 D
21'
6'4"
6'10"4 T11"8 5'10"12
6'10"4 I 14'9"12 + 20'8"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: 20.50 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: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1; T2 2x6 SP SS;
Bot chord: 2x4 SP 2400f-2.0E; B2 2x4 SP #1;
Webs: 2x4 SP #3; W2,W4 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
#1 hip supports 7-0-0 jacks with no webs.
Left side jacks have 7-0-0 setback with 0-0-0 cant and
1-0-0 overhang. End jacks have 7-0-0 setback with
0-0-0 cant and 1-0-0 overhang. Right side jacks have
6-4-0 setback with 0-0-0 cant and 0-0-0 overhang.
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): 0.136 H 999 360
VERT(CL): 0.253 H 989 240
HORZ(LL): 0.043 E - -
HORZ(TL): 0.081 E
Creep Factor: 2.0
Max TC CSI: 0.786
Max BC CSI: 0.945
Max Web CSI: 0.696
Ver: 20.02.00A.1020.20
b � �
CENS
ems` N0. 8636
•
�® STATE OFcc,
3' S
' 2'1'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1605 /- /- /- /997 /-
F 1559 /- /- /- /953 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
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 1967 - 3268 D - E 1904 - 3157
C - D 1711 - 2847
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 2932 -1748 H - G 2901 -1743
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
H - C 650 -106 G - E 2741 -1621
D - G 518 - 37 E - F 968 -1535
Wind ,®Qt'SIV 0—'
Wind loads and reactions based on MWFRS. py" C
Right end vertical not exposed to wind pressure. 0/add (� A "�Y�i►
Wind loading based on both gable and hip roof types.
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/22/2021
—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.
bracingper-BCSI. Unless noted otherwise, top chord shall have proper)v attached -structural sheathing and bottom chord shall have a-properlyattachetl ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10-
as applicable. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted. otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN_MCOWAW
truss in conformance with ANSI 1, or for handling, shipping,_ installation and bracin of trusses. A seal on this drawing or cover paga 675o Forum Drve
listing this drawing indicates acceptance of professional encLineenng responsibilityy solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI.1 Sec.2. Suite 305
For more -information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 67479 / HIPM Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T39 !
FROM: RAA Qty: 1 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35613
Truss Label: MEG / WHK 03/19/2021
5'9"8 11,81,15
5'9"8 + 5'117
12
4 p
1, + 5'11"4
5'11 "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: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x6 SP #2 N;
Webs: 2x4 SP #3; W4 2x4 SP #2 N;
Rt Bearing Leg: 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 5.79
TC: From 27 plf at 5.79 to 27 plf at 17.99
BC: From 20 plf at 0.00 to 20 plf at 5.82
BC: From 10 plf at 5.82 to 10 plf at 17.70
TC: 141 lb Conc. Load at 5.85, 7.85, 9.85,11.85
13.85,15.85
TC: 247 lb Conc. Load at 17.71
BC: 221 lb Conc. Load at 5.82
BC: 106 lb Conc. Load at 7.85, 9.85,11.85,13.85
15.85
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.
__ 5X8
C
1112X4
D
17'8"6 17'1
11"14
5'11 "7 3' 8
=4X12
E
TT
1 N 1 94
� 88'
III2X4 = 5X14 = 3X6
1113X6
17'11 "14
5191,11 5'11"7
11,81,15 17'8"6
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Pf: NA Ce: NA
VERT(LL): 0.142 D 999 360
Lu: NA Cs: NA
VERT(CL): 0.262 D 813 240
Snow Duration: NA
HORZ(LL): 0.024 C - -
HORZ(TL): 0.044 C
Building Code:
Creep Factor: 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.877
TPI Std: 2014
Max BC CSI: 0.796
Rep Fac: Varies by Ld Case
Max Web CSI: 0.824
FT/RT:20(0)/10(0)
Plate Type(s):
Ver: 20.02.00A.1020.20
wauF IVIEW
w
``,o`AHWAA- j
1�
uaay a• s C EN,94's
m
d/
No. 86367
STATE OF c
�3' 8
i711"14
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 1248 /- /- /- /541 /-
F 1537 /- /- P /686 P
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.7
F Brg Width = 1.6 Min Req = 1.5
Bearings J & F are a rigid surface.
Bearing J 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 1184 - 2876 D - E 1282 - 2958
C - D 1282 - 2958
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - I 2687 -1092 I - H 2711 -1083
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
D - H 551 - 622 E - F 1458 - 2167
H - E 2848 -1195
10 0
�erS'SJ0*""�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
**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 _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 rigpid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Ilefer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildingComponents Group Inc. shall not, be responsible for any deviation _from this drawing, -any failure to build the -- nir H coManuv
truss in conformance with ANSIITPI 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 en meenng responsibiliti solely -for the design shown. The suitability and use of this
drawing for any s9ructure 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
SEON: 67476 / COMN Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T24 !
FROM: MRS city: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36332
Truss Label: L1 AK / YK 03/19/2021
T
_ 5
12
5' 10,
5' 5'
4X4
C
T
B D r�
4 E N
�B 8
F
2X4(A1) 1112X4=2X4(A1)
10,
1 5' + 5'
5' 10,
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pfin PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.016 F 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.028 F 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.005 F -- -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.009 F
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.396
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.306
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.079
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE IVIEW
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types
,�,t�itQlf llfl9//r/
AW A
41
r
4<4
No- 86367 d
r � �
STATE OF, 41�
cc7�
Ee118lei►�bd
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 429 /- /- /273 /206 f79
D 429 /- /- /187 /206 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B C 1066 - 641 C - D 1066 - 64T —
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 578 - 825 F - D 578 - 825
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/22/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigqid ceilin Locations shown for permanent laterel 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 ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the — MMCOMGAW
truss in conformance with -ANSI /TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawingg indicates acceptance of professional en sneering responsibilityy solely -for the design shown. The suitabililfy and use of This
drawing for any sfr'ucture is the responsibility of the BuildingUesigner 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: 67480 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T36 !
FROM: MRS Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 078.21.1706.36409
Truss Label: L2G �AK / WHK 03/19/2021
ih
315
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
3' 7' I 10,
3' 4' 3'
12
4 = 4X4 = 4X4
C D
T
B E
q F 8,8„
H G
2X4(A1) 1112X4 1112X4-2X4(A1)
3'1"12
1' �� 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 pif at -1.00 to
55 plf at
3.00
TC: From 27 plf at 3.00 to
27 pif at
7.00
TC: From 55 plf at 7.00 to
55 pif at
11.00
BC: From 20 plf at 0.00 to
20 plf at
3.03
BC: From 10 plf at 3.03 to
10 plf at
6.97
BC: From 20 plf at 6.97 to
20 plf at
10.00
TC: 98 lb Conc. Load at 3.03, 6.97
TC: 63 lb Conc. Load at 5.00
BC: 119 Ib 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
610"4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA" CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:20(0)/10(0)
Plate Type(s):.
31 12
10,
Defl/CSI Criteria
PP Deflection in loc L/defl 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 /-
E 628 /- /- /- /276 /-
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
H - G 1249 -461
1o�'t��artrrrrrgr�,r
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A
o No, 86367
STATE QE
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46444 a WO
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
G - E 1226 - 466
**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 TPl 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 �roper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI-sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise.- Refer to A LPI N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the AN"WCOWAW
truss in conformance with ANSI/TPI PI 1, -or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of_ professional enc�meering responsibilitty� solely -for the design shown. The suitability and use of This
drawing for any s9r'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 -
SEQN: 67477 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U8975013e T17 /
FROM: RAA Qty: 1 , A5/320 ,4EHJH ,01 H ,RL01 / 4EH6 12601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35582
Truss Label: EGE / YK 03/19/2021
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 "
Lumber
1'8"12 1'1 "8
1'8"12 "12
12
4 F7--- 1112X4CD
T T
B
A
Li 8'8"
EF
G
4X4(B1) 1112X4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 it
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
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.
8�'� 1'2"12
1'812 Z1112
1 - I 1'812 1'1 1 "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 Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 F
HORZ(TL): 0.000 F
Creep Factor: 2.0
Max TC CSI: 0.177
Max BC CSI: 0.014
Max Web CSI: 0.061
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 131 /- /- /113 /86 /49
B 42 /- /- /24 /4 /-
G 49 /- /- /30 /33 /-
Wind reactions based on MWFRS
B Brg Width = 1.5 Min Req = 1.5
B Brg Width = 14.5 Min Req = 1.5
G Brg Width = 7.5 Min Req = 1.5
Bearings B, B, & F are a rigid surface.
Bearings B, B, & F require a seat plate.
Members not listed have forces less than 375#
���rr,r�rrrri9��
H WAk
i No.86367
a
STATE OFo
• tv�:
ref S'S � o
I®�" 1QNaq, t�.
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
`*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 rictid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional entimeering responsibility solely -for the design shown. The suitabilif9 and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 67459 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3UB9750138 T7 /
FROM: RAA ply: 7 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21,1706.35395
Truss Label: EJ6E / YK 03/19/2021
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
4
12 1019"11
SO 't
N �
B N
p' 8'8"
D
4X4(B1)
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: It
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
,•:
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.007 D
HORZ(TL): 0.012 D
Creep Factor: 2.0
Max TC CSI: 0.805
Max BC CSI: 0.356
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 283 /- /- /210 /119 /117
D 106 /- /- /58 A /-
C 141 /- /- /85 /126 /-
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#
,et,lil)111i1fliff/l
No 86367 a
r
�ro STATE OF
OeaetliII110
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicab-le. Apply plates to each face o truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the MMC0.1AW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely-Jor 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 inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821
SEQN: 67460 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef1X3U89750138 T42 /
FROM: MRS Qty: 3 7A51320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DnvNo: 078.21.1706.36301
Truss Label: EJ3 AK / YK 03/19/2021
12
4 C
Loading Criteria (psf)
Wind Criteria _
TCLL: 20.00
Wind Sid: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SIP #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.
31
31
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):
918117
LO
T r
81811
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.135
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 185 /- /- /149 /85 /67
D 50 /- /- /27 /- /-
C 63 /- A /36 /54 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
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a •t +0
.°4,�a�® �c' %1f Sad"'7 ���i�
No. 56367
+�p r
s
-,- 3TATE OF
Off- 0
e �aseea Y�
S/ONAL
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
"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 satPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properlr attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply lates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for s�andard plate positions. Refer to jobs 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 ANI COWAW
truss in conformance with ANSIPI1, or for handling, shipping,. installation and bracin4of trusses. A seal on this drawingor cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitabiliy and use of This
drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSI/TPI -1 "Sec.2. Suite 305
For more information see these web sites: Alpine: aloineilw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ]CC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821
SEQN: 67461 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X31.189750138 T37 /
FROM: RAA City: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35784
Truss Label: CJ5E / YK 03/1912021
6"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
Spacing: 24.0 "
4X4(B1)
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
411 "4
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):
WAVE
C
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.004 D
HORZ(TL): 0.007 D
Creep Factor: 2.0
Max TC CSI: 0.560
Max BC CSI: 0.250
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
III If III If If
CENS
No. 86367 i
a per„
STATE OE a
10'6"5
m
T
r (�
CV CV
81811
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 252 /- !- /191 /108 /102
D 90 /- /- /49 /- /-
C 119 /- /- /71 /107 /-
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#
®. 4OR1D ®�� 6S� N�15
ui ��'
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/22/2021
**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 ermanent lateral restraint of webs shall have bracin installed per BCSI sections 63, 67 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. 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 ANMCOWAW
truss in conformance with ANSIfI PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pate 6750 Forum Drive
listing this drawing indicates acceptance of professional enpmeering responsibilityV solely -for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1: Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 674621 JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T32 /
FROM: RAA Qty: 2 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35520
Truss Label: CJ3E / YK 03/19/2021
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
4
4X4(B1)
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
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2' 11 "4
211 "4
Snow Criteria (Pg,Pf
in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)!10(0)
Plate Type(s):
C
M
1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.290
Max BC CSI: 0.078
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
9' 10"5
ti
ti
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 183 /- !- /147 /82 /66
D 52 /- /- /27 /- /-
C 64 /- /- 135 /61 !-
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#
A WAk''r%
a No, $6367
4
s ..
STATE 4E,c�
�-
�t�l/f01,ti1111��,
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
**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 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 bracingp installed per BCSI sections B3, B7 or B10,
as appllcab�e. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to A LPI N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANRWCOMPANY
truss in conformance with ANSI4P", or for handling, shipping,, Installation and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional enpineering responsibilityy solely -for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2.
For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.orq; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
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SEQN: 674641 JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3Uas750138 T40 /
FROM: MRS Qty: 4 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36456
Truss Label: CAL �AK / YK 03/19/2021
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 "
12
4
C
B
A
D
2X4(A1)
11114
11114
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.
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 T 9'0"3
7"11 Q
_ 8rQrr
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: 0.198
Max BC CSI: 0.025
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 A /- /134 /102 /31
D 10 All A /16 /11 /-
C - A15 A /29 /27 A
Wind reactions based on MWFRS
B Erg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Big 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#
`•*`1C���A /i�''°�
s
N0.86367
t p G a
N0. G763 V 7 o
STATE OFOR I'D
®cam
ON A� `
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
**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 properattached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral.res raint of webs shall have bracin installed per BCSI sections B3, B7 or 610
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the AN MNCOAIPA.
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawn or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional en meering responsibilit�yy solely -for the design shown. The suitability and use of This Suite Fos
drawing for any structure is the responsibility of the Buildinguesigner per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 674821 MONO Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T23
FROM: RAA Qty..
1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EH8 / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36457
Truss Label: MG1 AK / WHK 03/19/2021
2 Complete Trusses Required
P7
3'2"8
3'2"8
T
3'9"8
1112X4
12
5
g 4BX4
h
rN
f7
iX4(,A1)
LLT_ Li 18'8"12
E D
1114X6 1114X8
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: 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: 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: 2x6 SP #2 N;
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 55 plf at 0.00 to 55 plf at 7.00
BC: From 10 plf at 0.00 to 10 plf at 7.00
BC: 161 lb Conc. Load at 1.09
BC: 1559 lb Conc. Load at 3.00
BC: 778 lb Conc. Load at 5.00
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.
7'
3'0"12
S0"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 Sid: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
T11"4
T
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.021 E 999 360
VERT(CL): 0.038 E 999 240
HORZ(LL): 0.005 D - -
HORZ(TL): 0.009 D
Creep Factor: 2.0
Max TC CSI: 0.244
Max BC CSI: 0.667
Max Web CSI: 0.439
VIEW Ver: 20.02.00A.1020.20
��iil9lllfO)//lio
a
No 86367
r •
•
•
0 ..
-0 ®STATE OF �v��
fi �%
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 1508 A A /- /956 /-
D 1445 /- A A 1945 /-
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 931 -1442
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - E 1311 - 843 E - D 1252 - 808
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
E - B 948 - 568 B - D 858 -1330
® °I�OsRaIoC®P®0
or.
/0N+A' 1 ,
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/22/2021
**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 �roperlY attached structural sheathing and bottom chord shall have a properly
attachetl ri id 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 of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildinq Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the - ANR COWAW
truss In conformance with ANSI/TPI 1, or for handling, shipping,Installation and bracing of trusses. A seal on this draw(nfq or cover pa a
listing this drawingq indicates acceptance of professional en Ineering responsibilittyv solely -for the design shown. The suitablli y and use of this 675oorum Drive
Suite Forum
drawing for any sfr'ucture is the responsibility of the Building�esigner per ANSIrrP1 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC_ awc.org Orlando FL, 32821
SEQN: 67434 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3D18 / 89750138 T
FROM: RAA Qty: 22 , A5/320 ,4EHJH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35676
Truss Label: EJ7 / YK 03/19/2021
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
Lf)
M ti
ce)
B
A 18'8"12
D
1, + 7
7'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 20.50 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct:-NA CAT: -NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.016 D
HORZ(TL): 0.021 D
Creep Factor: 2.0
Max TC CSI: 0.794
Max BC CSI: 0.537
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
CEN
No. 863f
b
s Q �
STATE OF ,
w�0 4. w asp
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 327 /- /- /224 /164 /210
D 129 /- /- /70 /- P
C 177 /- /- /99 /208 /-
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#
°i � �e000e
At+A` (C
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/22/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r sa shipping,
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.riggid 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. Defer to A LPI N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to -build the ANR COMPANY
truss in conformance with ANSI/? PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this'drawing indicates acceptance of professional engineering responsibilit� solely or the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSIr 1 1 Sec.
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: 67443 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U8975013u T22 /
FROM: RAA City:
3 7A5/320 ,4EHJH ,01 H ,RL01 14EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36050
Truss Label: EJ72 / YK 03/19/2021
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
SDacina: 24.0 "
C
V1'10"3
12
5
M
� M
M �
O
B
A 18'8"12
D
=AYA/R9\
2' 7
7,
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 20.29 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 fit
Loc. from endwall: not in 4.50 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
0w 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: 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): -0.012 D
HORZ(TL): 0.016 D
Creep Factor: 2.0
Max TC CSI: 0.738
Max BC CSI: 0.527
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
®,o�ta1911P1p����
CENS
m
1 e No, 186367 i
► PRR a �.-I-..� P Y� �
Pp �® STATE 4F
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 395 /- /-
/297 /219 /231
D 127 /- A
/67 /- A
C 169 A /-
/90 /199 A
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
1 OR10'e
110 NAo 1j4,
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/22/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses requireextreme 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 bracing installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face o -truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to A LPI N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be -responsible for any deviation from this drawing, any failure to build the *NMCOWF
truss in conformance with ANSIITPI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawin indicates acceptance of professional en meenng responsibility solely -for the design shown. The suitability and use of this Suite For
drawing for any structure is the responsibility of the Building�e.,gner per ANSI/TPI 1 Sec.2.
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
SEON: 67444 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T4 /
FROM: HMT Oty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35426
Truss Label: CJ5A / YK 03/19/2021
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 "
Lumber
19
L
1113X8(E3) D
4X4(E3)
5"
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 it
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Lt Slider: 2x4 SP #3; block length = 2.000'
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
3' 1 T4
4'3"4
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):
21'0"2
ZD
N
18'8"12
Deft/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.033 B
HORZ(TL): 0.038 B
Creep Factor: 2.0
Max TC CSI: 0.598
Max BC CSI: 0.195
Max Web CSI: 0.176
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
A 161 A /-
/95 /60 /114
D 80 /- /-
/44 A /-
C 113 /- /-
/65 /138 /-
Wind reactions based on MWFRS
A Brg Width = -
Min Req = -
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Members not listed have
forces less than 375#
WAk
Al
N0, 86367 ®mow
a
o % STATE OF,-,- LZZ
WO aOZORIV
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
**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 sa shipping, 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 ri4id ceiling Locations shown for permanent lateral restraint of webs shall have bracin� installed per BCSI sections B3, B7 or 610
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 Building 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 bracingof trusses. A seal on this drawin or cover page
listing this drawing indicates acceptance of professional en meering responsibilit solelyor the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/31 1 Sec.2.
ALPINE
ANRW COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 67445 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T26
FROM: RAA Qty: 8 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35409
Truss Label: CJ5 KD / YK 03/1912021
6"3
t
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
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
4'11"4
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):
WAVE
N
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: 0.624
Max BC CSI: 0.258
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
v011"14
rb
N (V
18'8"12
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 252 /- /- /180 /128 /152
C 121 /- /- /67 /143 /-
D 91 /- /- /49 /- A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
D Big 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#
QNH >rsr ttA,�-
• j �
e No, 8636 4 8 .S
i ' ro w 6 76 +
s
Rya STATE OF • c{/y
ONA6 `�1e
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
**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) 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
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 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 e
listing this drawing indicates acceptance of professional englneering responsibilityY solely. -for the design shown. The suitabilif9y and use of this
drawing for any sQructure is the responsibility of the Building -Designer per ANSI/ 1 1 Sec.2.
ALPINE
AN" COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 67446! JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T30 /
FROM: RAA Qty: 1 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36270
Truss Label: CJ52 / YK 03/19/2021
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
20'11"14
v
SO co
CV CV
B
18'8"12
A D
4X4(B1)
12'
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: 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.
4' 11 "4
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):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.004 D -
HORZ(TL): 0.005 D -
Creep Factor: 2.0
Max TC CSI: 0.572
Max BC CSI: 0.248
Max Web CSI: 0.000
V e r: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 325 /- /-
/259 /186 /173
C 109 !- /-
/53 /131 /-
D 90 /- /-
147/-
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#
s ►Y
a
STATE OF
s
rs"C' 1 OR1D� �< L
gP,� l�N+41Ae `E �
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, -top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attachetl rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 67 or B10,
as applicable. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANR COWAW
truss in conformance with ANSIfTPI 1, or for handling, shipping,. installation and bracingqof trusses. A seal on this drawing or cover pawe 675o Forum Drive
listing this -drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org: SBCA: sbcindustry.com: ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 67447 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T27 /
FROM: RAA Qty: 8 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35472
Truss Label: CJ3 KID / YK 03/19/2021
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 "
T
6-3
12 C
2' 11 "4
11 �� 2' 11 "4
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.
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
0o
Defl/CSI Criteria -
PP Deflection in ]cc 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: 0.291
Max BC CSI: 0.080
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
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#
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© No. $6367
STATE OFR IQ
00
O
,0NdA `�
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/22/2021
"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
attache. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing 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 Joint Details, unless noted otherwise. Refer to - ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOMPAW
truss in conformance with ANSI 4PI 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 engineering responsibilitty�r 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: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.org - Orlando FL, 32821
SEON: 674481 JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T13 /
FROM: RAA city: 1 7 A51320,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36113
Truss Label: CJ3A / YK 03/19/2021
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 "
T
6"3
4X4(B 1)
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
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
5 � B
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):
WAVE
20' 1 "14
60
18'8"12
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: 0.343
Max BC CSI: 0.112
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 /-
C 54 /- /- /30 /- 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#
H WA
CEN
s No $6367 a
s
® STATE OF a � V
�Q
<P �•®9t�o b
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
**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 andSBCA) 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
attache. rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310,
as applicable: Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A LPI N E
Alpine, a division of ITW Building Components Group Inc. shall not: be responsible for any deviation from this drawing, any failure to build the *Nnwco wnry
truss in conformance with ANSIlI PI 1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawinq or cover pa a 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 structure is the responsibility of the BuildingUesigner per ANSINI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 67449 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T31 /
FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36176
Truss Label: CJ32 / YK 03/19/2021
C
12 20'1"14
5
B c0 CD
N
� 18'8"12
A D
4X4(B1)
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
Saacina: 24.0 "
f 2' 11 "4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 19.44 it
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: 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 Edt 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): 0.003 D
HORZ(TL): 0.003 D
Creep Factor: 2.0
Max TC CSI: 0.781
Max BC CSI: 0.129
Max Web CSI: 0.000
EW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 268 /- /- /233 /165 /118
C 44 /- /- /27 /61 /-
D 51 !- /- 127 /- 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#
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FL REG# 278, Yoonhhwak Kim, FL PE 486367
03/22/2021
""WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
auire-extreme care in fabricating, handling,shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
e. AppTy plates to each face of truss 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.
vision of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the
iformance with ANSI/TPI 1, or for handling, shipping,. installation. and bracing of trusses. A seal on this drawn or cover pa e
hawing indicates acceptance of professional engmeenng responsibility solely -for the design shown. The suitability and use of this
any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2.
P E A
ANt COWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 67450 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U8975o138 T28 I
FROM: RAA Qty: 10 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36051
Truss Label: CA / YK 03119/2021
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 "
T
6"3
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 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"4.0", min. toe -nails at bottom chord.
12
5 C
11 "4 —�
1, } 11"4 i
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):
Deft/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.000 C
Creep Factor: 2.0
Max TC CSI: 0.168
Max BC CSI: 0.022
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
19'3"14
18'8"12
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 135 /- /- /123 190 /44
C - /-11 /- /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#
`o��t11111i11Ot��®
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�uorj;teo►�ti
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/22/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest -edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attache. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicab-le. Apply plates to each face of truss and position as shown above and on the Join f Details, unless noted otherwise. Refer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANrnVCOMPANV
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa cle 6750 Forum Drive
listing this drawing indicates acceptance of professional eng6neering responsibilittyy solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSVT_Pl 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: 67467 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef:lX3U89750138 Tt /
FROM: RAA Qty: 1 , A5/320 ,4EHJH ,01 H ,RL01 14EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36207
Truss Label: HJ6E / YK 03/19/2021
12 C
2.83 10'97
T +
r- N
Z17) r.
N CO
B N
AV + $,8„
D
2X4(A1)
�- 1'5"
8'2"5
8'2"5
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 0.00 ft
NCBCLL: 0.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SIP #2 N;
Loading
Hipjack supports 5-9-8 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 (3) 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: No
FT/RT:20(0)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.017 D
HORZ(TL): 0.031 D
Creep Factor: 2.0
Max TC CSI: 0.865
Max BC CSI: 0.594
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U JRL
B 250 /- /- J- /127 /-
D 115 /- /- /32 /- /-
C 273 /- /- /- /211 /-
Wind reactions based on MWFRS
B Brg Width = 11.3 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#
®�%%fA ` WA
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Na, 86367
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STATE 4F
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egx®�+/ONhild+A, ,�
FL REG# 278, Yocnhivak Kim, FL PE #86367
03/22/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) for safety practices-norto performing these functions. Installers shall provide temporary.
per BCSI. Unless noted otherwise, top chord shall have �roper)Y attached structural sheathing and bottom chord shall have a properly
d ri4id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10,
cable. Appfy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to
s 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing, anyfailure to build the
conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingpof trusses. A seal on this drawing or cover pa e
us drawing indicates acceptance of professional engineering responsibilitv solely -for the design shown. The suitability and use of this
for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
ALPINE
A COMPANY.
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 67468 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef: 1X3U89750138 T43 /
FROM: MRS Qty: 2 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36378
Truss Label: HJ3 AK / YK 03/19/2021
2.83 12
o C
T918114
N
B - r�
c'7 �
3'n GG �
3 A I 81811
E D_i- (J 6J
�-- VY
Loading Criteria (psi) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SIP #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 plf at 0.00 to 2 plf 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)/l 0(0)
Plate Type(s):
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
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
E 142 /- /-
/- /86 /-
D 69 P /-
/- /6 P
C 36 /- P
/- /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#
�e1�tilIIII?ff r
WAAP 3 0,
e� • . e i �j` �i
N0, 86367
.'A40
o �
a STATE OF
RtV� h
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/22/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id 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 Join Details, unless noted otherwise. ffefer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildingg Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracinclof trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine'. alpineitw.com; TPI: tpinst.org;_SBCA _sbcindustry.com; ICC: iccsafe.org; AWC_awc.org Orlando FL, 32821
SEQN: 674521 SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T19 1
FRO: RAA Qty: 5 , MA5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35941
Truss Label: HJ7 / WHK 03/19/2021
6"3
f
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
SDacina: 24.0 "
Lumber
�-- 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.
5'7"8
57'8
5'5"12
5'5"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):
9110,11
4'2"9
3'6"3 1 C
811"15 �9'1
Defl/CSI Criteria
PP Deflection in loc L/defl 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
Ver: 20.02.00A.1020.20
,�IIIIIPIPfigj��j
,&AH WAk �;
001
00 No.86367
.er
STATE OF
/0INAi
FBI
�21' 10"2
in 90
M
J_+18'8"12
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 324 A A /- /205 A
E 363 A A A /142 A
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 Tens.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
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/22/2021
**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) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. F�efer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSII� PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawinq or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional enQQVeering 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/3 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
Gable Stud Reinf orcement Detail
ASCE 7-10i 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or+ 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or, 120 mDh Wind Soeed. 15' Mean Helnht. Partially Fnrinced. Fxnnsure TI_ IC7+ = 1 (In
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace x
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace xr
(1) 2x6 'L' Brace x
(2) 2x6 'L' Brace x
Group A
Group B
Group A
Group B
Group A
Group B
Group 'A
Group B
Group A
Group B
#1 / #2
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12, 2'
12" 8'
14' 0'
14' 0'
U
Sp
f F
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' l'
9' 6'
12' 0'
12, 6'
14' 0'
14' 0'
H F
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
o
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
J
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'
F
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
d
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
6' 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'
_P
_
S P F
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
I H II—
Stud
4' 2'
7' l'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10,
13, 9'
14' 0'
14' 0'
14' 0'
o
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10' 5'
10, 10'
12' 8'
13' 7'
14' 0'
14' 0'
\
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, e'
11' l'
14' 0'
14' 0'
147 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'
D F L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10, 6'
10' 11'
13' 4'
14' 0' 1
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 F
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0
14' 0'
14' 0'
14' 0'
LJ
U
u F
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
0
�I
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' l'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
1 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'
.--I
D F L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12, 0'
14' 0'
14', 0'
14' 0'
14' C'
Standard
4' 7'
1 6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
1 13' 7'
14' 0'
14' 0'
Diagonal brace options
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 dlaponnl at
AN ITW CO
11514\ Earth\ City\ Expressway
11 Suite\ 242
\ \ Earth\ City,\ MO\63045
2x6 DF-L #2 or
better dragon-(
bracer single
or double cut
(as shown) at
upper, end.
AboutIL
T
18' X
L
race18,
r
� L 1
NU'` NN Refer to chart about
NAVARNINGirr READ AND F313V ALL NDTES IN THIS IIRAVMCd V.
■■DIICRTANT" FURNISH THIS DRAVMG TD ALL CONTRACTORS DELUDING THE INSTALLERS. S
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety
practices prior to performing these functions. Installers shall provide temporary bracing per SCSI.
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
shall have bracing Installed per SCSI 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.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr,
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
'nstallation & bracing of trusses.
A seal on this drarIng or cover page Listing this drawing, Indicates acceptance of professional
engineering responsibility solely for the design sham The sultabLlty and use of this drawing
For any structure Is the responsibility of the Bu0.dtrg Designer per ANSI/TPI 1 Sec2. LL
For more Information see this Job's general notes page and these web s�ta�l%f
ALPINE. wwv,alpineltw.comi TPIi rwr,tpinst.orgl SHCAi wwwsbcindustry.orgi ICC, www!
1l1111jiff o f
S ° A WA�Pi°
P
Bracing Group Species and Grades+
Group Al
S ruce-Pine-Fir Hen -Fir
#1 / #2 istandarmil#2 Stud
#3 Stud_j 1 #3 JStandqrcl
Dou Las Fir -Larch Southern Plnerwlwr
#3 �Stud
SStandard Sta
Group BI
Hem -Fir
#1 & Btr
#1
Dou Ins Fir -Larch Southern Plne!Kww
#1 #1
#2 #2
1x4 Braces shall be SRB (Stress -Rated Board).
xxFor lx4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values maybe used with these wades,
Gable Truss 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) malls.
)K For (1) 'L' brace+ space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones,
)K)KFor (2) 'L' braces+ space nails at 3' o.c,
In 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 807 of web
member length.
11 Gable Vertical Plate Sizes 11
Vertical Length
No Splice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11' 6'
3X4
Greater than I" 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.
X. TOT, LD, 60 PSF
X. SPACING 24,0'
F ASCE7-10-GAB16015
TE 10/01/14
WG A16015ENC101014
Gable Stud Reinforcement Detail
ASCE 7-16i 160 mph Wind Speed, 15' Meah Height, Enclosed, Exposure C, Kzt = 1.00
Or: 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Ori 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Ori 120 moh Wind Sneed. IS' Mann HPinh+. Pnr+inll,, Fnrincari_ P, nn ro n k,+ = inn
S
2x4 Brace
Gable Vertical
pacing Species Grade
No
Braces
(1) lx4 'L' Brace x
(1) 2x4 'L' Brace NE(2)
2x4 'L' Brace six
(1) 2x6 'L' Brace w
(2) 2x6 'L' Brace ON
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
p
#1 / #2
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12, 2'
12' 8'
14' 0'
14' 0'
0)
U
S I
#3
3' 8'
S' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6
12, 0'
12' 6'
14' 0'
14' 0'
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12' G'
14' 0'
14' 0'
o
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' Il'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' V
J
S P
#2
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
-7' 5'
9' 2'
9' 7'
10, 11'
ill 8'
14' 0'
14' 0'
P
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 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 P
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10' 10'
1 13' 9'
14' 0'
14' 0'
1 14' 0-
u P
Stud
4' 2'
4'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13, 9'
14' 0'
14' 0'
14' 0'
o
rl
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10, S'
10' 10' .
12' 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10' 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
ill 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'
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10, 2'
10, 10'
11' 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P 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
I�
H
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
ill 61,
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
r
Standard
4' 7'
7' 0'
7' 5'
1 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'
1 14' 0'
1 14' 0'
d
k
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
1 12' 1' 1
14' 0'
14' 0'
14' 0'
44' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
1 12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
r—t
D P L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
1 12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
1 9' 3'
11' 6'
1 12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
able Truss
I
Diagonal brace options
/I
vertical length may be
doubled when diagonal
18'
brace Is used. Connect
diagonal brace for 600#
/
at each end. Max web
'L' Brace End
total length Is 14'.
Zones, typ,
2x6 DF-L #2 or
better diagonal
r' 4
Vertical length shown
brace; single
8•
In table above.
or double cut
45'
(as shown) at
L
upper end.
Connect
oniy
diagonal at
midpoint of vertical web.
d.
Refer to chart ab0'�E
■.VARNBKiwN1 READ AND FOLLDV ALL NOTES ON THIS BRAVING! M
"TIV RTANTwr FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety
practices prior to performing these functions. Installers shall provide temporary bracing per SCSI.
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom cho
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of web:
n
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face
&RI
of truss and position as shown above and on the Joint Detafts, unless noted otherwise.
Refer to drawings I60A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr
this drawing, any failure to buftd the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN ITW COMPANY
Installation L bracing of trusses.
A seaton this drawing or Cover page listing this drawing, MBcates acceptance of professional
11
1514\ Earth\ Cit \ Expressway
Y P Y
e ngi ng responsibility solely for the design shown. The suitability arM use of this drawing
\\Suite\242
for any structure Is the responslAtty of the Building Designer per ANSI/TPI 1 Sec2.
11 Earth\ City,\ MO\ 63045
For more Information see this Job's general notes page and these reb sl LL
ALPINE www.alpineitr.coml TPh rww.tpinst.orgi SBCA, rrwsbdndustry.orgi ICC .. f L%
It WArHry��i
Irl
m© 1
63 7
Bearing ((/ /
"ma's � E�BVR1caL%
Cr�� Cop��`v s
# O d E Q
NAI. ; ao
�e1NI!ll�eM
Yoonhwak Kim, FL PE
Bracing Group Species and Grades:
Group At
S ruce-Pine-Fir Hen -Fir
#1 / 12 Stnndnrd 1 #2 1 Stud
#3 1 Stud 1 #3 IStanclord
Dou Las Fir -Larch Southern Piney■
#3 #3
Stud Stud
Standard Stnndnrd
Group BI
Hen -Fir
#1 & Btr
#1
Dou Ins Fir -Larch Southern Plnew*w
#1 #1
#2 #2
lx4 Braces shall be SRB (Stress -Rated Board),
wwFor, 1x4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these grades.
Uodole I russ Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d <0.128'x3.0' min) nails.
)K For (1) 'L' brace- space nails at 2' o.c.
In 18' end zones and 4' ac, between zones,
)K)KFor (2) 'L' bracesi space nails at 3' o.c.
In 18' end zones and 6' o.c, between zones,
'L' bracing must be a minimum of SOX of web
member length.
II Gable Vertical Plate Sizes II
Vertical Len th
No S lice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11' 6'
3X4
Greater then 11' 6'
4X4
+ Refer to common truss design for
ice peak, spl, and heel plates.
Refer to the Building Designer for conditions
not addressed by this detail.
TOT, LD, 60 PSF
MAX, SPACING 24,0'
F ASCE7-16-GAB16015
TE 01/26/2018
WG A16015ENC160118
Gable Stud Reinforcement Detail
ASCE 7-101 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or t 140 MPH Wind Speed, 30' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00
❑rt 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00
❑ri 12n mnh Wind Snood. an' Mon Hoink+ P,,+Inll. 9'1I ,d r....,...e n v,. - inn
S
2x4 Brace
Gable Vertical
pacing Species Grade
No
Braces
(1) Ix4 'L' Brace w
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace **
(1) 2x6 'L' Brace w
(2) 2x6 'L' Brace x
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 P
#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' 11'
13' 7'
14' 0'
o
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4' 1
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'
oj
P
Stud
3' 7'
4' 10'
5' 2'
6' 5'
6' 11'
8' 9'
9' 1'
10, 1'
10, 10'
13' 8'
14' 0'
d
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'
8' 9'
1W 1-
10' 6'
13' 3'
13, 9'
14' 0'
14' 0'
_
S P P
#3
4' 0'
6' 7'
7' 5'
8' 4'
8' e'
9' 11'
10' 4'
13' 1'
13' 7'
14' 0'
14' 0'
U
LJ P
Stud
4' 0'
6' 7'
7' 0'
8' 4'
8' 8'
9' 11'
10' 4'
13' 1-
13' 7'
14' 0'
14' 0'
QJ
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' 2'1
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'
QJ
D rr L
Stud
4' 1'
5' 11'
6' 4'
7' 11'
8' 5'
10' 0'
10' 5'
12' 5'
1 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'
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'
LD
I__1 P
Stud
4' 5'
7' 7'
8' 1'
9' 2'
9' 6'
10, 11'
11' 5'
14' 0'
14' 0'
14' 0'
14' 0.—
U
I�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'
8' 0'
8' 3'
9' 5'
9' 9'
11' 2'
11' 8'
14' 0'
14' 0'
14' 0'
14' 0'
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'
7' 3'
9' 1'
9' 7'
11' 0'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
.--1
D P L
Stud
4' 6'
6' 10'
7' 3'
9' 1'
9' 7'
11' 0'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 5'
6' 1'
6' 5'
8' 1'
8' 7'
10' 11'
11' 5'
12, 8'
13' 7'
14' 0'
14' V
Truss
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 141.
Vertical length shown
In table above.
2x6 DF-L #2 or
better dlagonal
bracer single
or double cut
(as shown) at
upper end.
About
T
18' �
ruce L
31E 31E
r
' lI
Connect din9 i
onnl at -I / z F"
midpoint of vertical web, Refer to chart abO!;e
4.
"WARN111131s READ AND FOLLOW ALL NOTES IN THIS DRAVM •
'mD1PORTANTww FlRMSH THIS DRAVDIG TO ALL CGNTRACTCRS INCLUDING THE INSTALLERS.
Trusses require extreme care In fabricating, handling, shlpping, Installing and bracing. Refer to and
follow the latest edition of BCSI (BuOding Component Safety Information, by TPI and SBCA) for safety
practices prior to performing these functions. Installers shall provide temporary bracing per BCSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom cho
shall have a properly attached rigid telling, Locations shown for permanent lateral restraint of web!
n shall have bradng 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.
&PI
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatlon fr
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.
A seal on this drawing or cover page listing this drawing, IMcates acceptance of professional
\\514\Earth\City\Expressway engineering responsibility solely for the design shown. The sultaWlty and use of this drawing
\ \Suite\ 242 for any Structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecP_ ����n
\ \ Earth\ City,\ MO\ 63045 For more Information_see this Job's general notes page and these web sitIN/q)c 2042 b
AWgk '!P,
i
Li
1 t2
"C'sTA1A`�{{v�i��itica
`QRIVC®ts
ZIONAll ii
Yoonhwak Kim, FL PE #86367
Bracing Group Species and Grades)
Group At
S ruce-Pine-Flr Hen -Fir
#1 / #2 Standard1 #2 Stud
#3 1 Stud 1 #3 IStandard
Dou las Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Standard
Group Fit
Hen -Fir
#1 & Btr
#1
Dou Ins Fir -Larch Southern Plnewww
#I #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
wwFor lx4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these qLaces,
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) malls.
)IE For (1) 'L' braces space malls at 2' o.c.
In 18' end zones and 4' o.c. between zones.
)KE EFor (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,
Gable Vertical Plate Sizes
Vertical Length No Splice
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Bullding Designer for conditions
not addressed by this detail.
REF ASCE7-10-GAM6030
DATE 10/01/14
DRWG A16030ENC101014
Less than 4' 0'
2X4
X. TOT. LD. 60 PSF
X. SPACING 24.0'
Gable Stud Reinforcement Detail
ASCE 7-16: 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt 1,00
Or, 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Uri 120 mph Wind Speed, 30' Mean Height, Partially Enclosed Exposure D Kzt = 100
S
2x4 Brace
Gable Vertical
pacing Species Grade
No
Braces
(1) lx4 'L' Brace w
(1) 2x4 'L' Brace w
(2) 2x4 -L' Brace ww
(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
Sp
#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
I 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'
7' 2'
7' 7'
8' 8'
9' 1'
11' 2'
11' 11'
13' 7'
14' 0'
o
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' e'
10' 4'
13, 1'
14' 0'
#1
3' 10'
6' 4'
6' 7'
7' 6'
7' 9'
8' 11'I
9' 3'
11' 9'
12' 2'
13' 11'
14' 0'
—J
S P
#2
3' 6'
6' l'
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
F
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
S P F
#1 / #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' 0'
6' 7'
7' 5'
8' 4'
8' 8'
9' 11'
10' 4'
13' 1'1
13' 7'
14' 0'
14' 0'
U
L I [
Stud
4' 0'
6' 7'
7' 0'
8' 4'
8' 8'
9' 11'
10' 4'
13' 1-
13' 7'
14' 0'
14' 0'
o
f l l
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' V
5' 11'
6' 4-
7' 11'
8' 5' 1
10' 0'
10, 5'
12' 5'
13' 3' 1
14' 0'
14' 0'
Q�
i
D F LFSStEa_ndQrd
4' 1'
5' 11'
6' 4'
7' 11'
8' 5'
10, 0'
10, 5'
12' 5'
13' 3'
14' 0'
14' 0'
4' 0'
5' 3'
5' 7'
7' 0'
7' 6'
9' 5'
10, 2'
11' 0'
11' 9'
14' 0'
14' 0'
4' 8'
7' 11'
8' 2'
9' 4'
9'8'10,
1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0SPF4'
5'
7' 7'
8'1'9'
2'
9'6'10,
11'
11' 5'
14' 0'
14' 0'
14' 0'
14' 0'
U
LJ F4'
5'
7' 7'
8'1'9'
2'
9' 6'
10,11'11'
5'
14' 0'
14' 0'
14' 0'
14' 0'
O
I�andard
4' 5'
6' 6' 1
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
4' 6'
6' 10'
7' 3'
9' 1'
9' 7'
11' 0'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
�--I
D F L
Stud
4' 6'
6' 10'
7' 3'
9' 1'
9' 7'
11' 0'1
11' 6'
14' 0'
14' 0'
14' 0'
Standard
4' 5'
6' l'
6' 5'
8' 1'
8' 7' 1
10' 11' 1
11' 5'
12' 8-
13' 7'
14' 0'
14' 0'
Bracing Group Species and Grades,
Group At
Spruce -Pine -Fir Hen -Fir
#1 IStanclard #2 Stud
#3 1 Stud #3 Standnrd
Dou ins Flr-Larch Southern Plnewww
#3 #3
Stud Stud
Standnrd I Standard
Group B,
Hero -Fir
#1 & Btr
#1
Do u Ins Fir -Larch Southern Pinewww
#1 1 1 #1
#2 #2
1x4 Braces shall 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.
Abou
Attach 'L' braces with IOd (0,128'x3.0' min) nails.
able Truss
3IE For (1) 'L' brace, space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones.
Diagonal brace option,
*)*For (2) 'L' braces, space nails at 3' o.c.
vertical length may be
In 18' end zones and 6' o.c. between zones.
doubled when diagonal
18'
'L' bracing must be a minimum of 807 of web
brace Is used, Connect@t�f'rr
member length,
diagonal brace for 690#
at each end. Max web
'L' Brace End
Ot WA/� i0
Gable Vertical Plate Sizes
total length Is 14'.
Zones, typ.
Q Ii ® �`/ 'Pf
Verticnl Len th No Splice
2x6 DF-L #2 or
+\
v # O
` ��p
Less than 4' 0' 2X4
better diagonal
I
��
Greater than 4' 0', but I 4X4
Vertical length shown
brace, single
8,
rA
# d
less than 12' 0'
In table above.
45,
or double cut
L
'01
(as shown) at
+ Refer to common truss design for
upper end.
peak, splice, and heel plates,
Connect diagonal nt
onTyls®Bearing ®
44}* �"�
Refer to the Building Designer for conditions
midpoint of vertical web,
Refer to
chart ab0
o ih0.5 Ica
not addressed by this detail,
"WARNING— READ AND FOLLI3V ALL NOTES 13N THIS DRAWINGI P/
■■IIIPORTANTu FURNISH TIOs nRAv1TrG TO ALL cwrRACTlats INCLUDING THE INSTALLERS °i
0 F� ` �(�
It1 0 (Q `© p W�
/
REF ASCE7-16-GAB16030
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety
p
/� L?O o a a '�
C..
DATE 01/26/2018
practices prior to performing these functions. Installers shall provide temporary bracing per BCSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom
4/
P MNA
DRWG A16030ENC160118
chord
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
�I/1�0�
eRINE
shall have bracing Installed per BCSI sections B3, B7 or BID, 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 16CA-Z for standard plate positions,
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from
VAX.
AN ITW COMPANY
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
Installation & bracing of trusses.
T❑T, LD, 60 PSF
A seal on this drawing or cover page listing this drawing' Indicates acceptance of professional
\\614\Earth\Ci11Ex resswa
Y P Y
eengineeri responsWlityy sreely for the design shown. The sultnbllty and use of this dra■41g
\1514\Eart
for any structure Is the sponslblllty of the Beading Designer per AN8I/TPI 1 Sec2.
1 \ Earth\ Cily,\ MO\ 63045
For more Infornatlon see this Job's general notes page and these web s
ALPINE, www.alpineltw,coni TPI, www.tpinst.orgl SBCA, www.sbcindustry.orgi ICO wwwl
MAX.
SPACING 24,0'
Reinforcing
Member
Goble
Truss
Gable DetaR-
For Let -in Verticals
Gable Truss Plate Sizes
opropriate Alpine gable detall for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
to that covers the total area of
.apped plates to span the web,
2*2X4
2X8
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven NaRsr
10d Common (0,148'x 3.',min) Nalls at 4' o.c. plus
(4) nails In the top and bottom chords.
Toenalled Nallsr
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 Detall Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings yy y
A11515ENC100118, A12015ENC100118, A14015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100^1� iy,s �P>j
A11530ENC100118, A12030ENC100118, A14030ENC1 58 opecsour-
A18030ENC100118, A20030ENC100118, A20030ENIZ 0��1'
S11515ENC100118, S12015ENC100118, S14015EN 0118 6 0 3 C}ObiTlgQ 40
S18015ENC100118, S20015ENC100118, S20015E*10011$, S��p0.�,11�5P 1 �8rr s
S11530ENC100118, S12030ENC100118, S140305�C10011 S3AD ka%
S18030ENC100118, S20030ENC100118, S20030iW11118, S2003OPED100118 6
See appropriate Alpine gable detail for maxim® unr�inforced"6* vertical loos
STATE OF e
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End -nail
To convert from 'L' to 'T' reinforcing members,
multiply 'T' increase by length (based on
appropriate Alpine gable detall).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord,
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
✓eb Length Increase w/ 'T' Brace
'T' Relnf.
Mbr, Size
'T'
Increase
2x4
30
2x6
20
Example,
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
..DIPmtTANT" FURNISHrTHIS RAREM "' NGFOLLOW 3 ALL �4�� THIS INCLUDING � INSTALLERS. oe �'h � � O � �'� � � r!� I� REF LET -IN V E R T
Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Refer to and �n e 0
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety 0 U + s s �� DATE 01/02/2018
practices prior to -performing these functlons. Installers shall provide temporabracing per BCSL fie// �t /s
Unless noted otherwise, top chord shall have properly attached structural shearything and bottom chord / 4/ j v„L.shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of we /a� DRWG GBLLETIN0118
shall have bracing Installed per SCSI sections B3, B7 or BIO, as applicable. Apply plates to each face
of truss and position as shown above and on the Joint Details, unless noted otherwise.
PI Refer to drawings 160A-Z for standard plate positions.
Alpine, a dlvlslon of ITV Bullding Components Group Inc shall not be responsible for any deviation from
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, )AX. T❑T, LD, 60 PSF
AN ITW COMPANY Installation & bracing of trusses.
\\514\Eadh\Cil\Ex Expressway A seal m tNs d-owing or cover page UstkV this drawing, Indicates acceptance of professional
v P y engineering responsamty 5alety far the design shown. TTie sWtnbNlty and use of this drawing DUR, FAC, ANY
\ \ Suite\ 242 For any structure Is the responsibility of the Balding Designer• per ANSVTPI I Sect.
\ \ Earth\ City,\ MO\ 63045 For more Information see this ,Job's general notes page and these web o
ALPINE, www.nlpineltw.comi TPI, www.tpinst.orgl SBCA, wwmsbcindustryarg) ICCj vw! MAX, SPACING 24,0
o I W
I VALLEY FRAMING & BRACING DETAIL
R
BC
t/2
01
Lumber Size and Grade Minumum Requirements
GENERAL NOTES
Purlins required T-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® "CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
ce the crippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gored between rows.
ITYP)
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
416dtoe-nails
Two 2x6 sleepers to truss
3 16d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
,.��.=.�,n=�===rcna Fwcc uocui 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples V-0" to 10'-0" Iong
nailed w/ 2 -10d (0.148'W") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge
of cri�ple with 10d 40.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length.
Cripp els over 10'4 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 fail between
lower truss top chords and lateral bracing is not used.
-Apply all nailing in accordance to current NDS require ff�4
Nails are common wire nails unless noted otherwise
c'E V IL
.(A) I
(B) ("`)
XWVive@loa READ NM FOUAV N1 MNES ON TWS MAWM r
�T,wTa FURNM TM MAVg4G To ALCOKTRACMRS tllallDM TW UWAU = .
Trusses regale extrene core In fabricatFq, handlbq, shlppMe, instal Ikq bracing - RefeY ,w"ff�a,,n,���
•
; e
TC LL 20
30 40 54
REF VALLEY FRAMING
DATE 10/01/14
and
follow the latest edition of BCSi �id►+o CeRonent Safety Infornatlanl�'�y TPt and Sscu faye6fety.
°
TC DL 10
20 7 7
practices prior to perfornkp these functions. Installers shad provide tenparary bracing pea BCSL
Uhie.s rated otherwise, tap chard shoo have properly attached .vueturnl sheathing and both, cror•Na
bat
STATE OF c
BC DL 0
h �
6�0
shall have a properly attached rigid cetlnp. Locations shown for perennent lateral "'M
yf
shall have bracFp Installed per BCSI sections 83, 37 or B10, as applicable, reply plates to coati f�\�� of truss and position as wham above and on the Joint Betatw..,,les. noted otherriee.
• :�•
•. [�`BC
0 0 0
DRWG VACNV1801015
..
ll V
Refer to drnwkips 160A-Z fa- sinMard plate positions. y
•�;c� R �pP•.� �`yg/ `���
LL 0
0 0 0
AN iTvvaot�PANy
MpM, n division of ITV Building Conponents Group 1r shag not be msponsWe for ary devlotbn�i
this a-awtw, any falure to build the truss h confornwce a" ANSI/IPI 1, or far hnrdltig, st plrp
at .•• ` ��
•'•'•••'��
TOT. LD.30
50 47 61
'illation L bracing of trusses.
�'Cr
S/ONAL
seat on this drawa,g w cover page U.ting tt+. ck-owiro Indicates a�p�e of
af any ..�+'' i.'te .�e`y ny a,,e` �—pert'',va"dTn'PmI t'se�.& D
``
DUR. FAC. 1.25/1.15
13369 Lakefront Drive
EarthCity, MO 63045
For nore FN'ornation see this Job's general notes page acl these web sates
gLPM wwwolpMitvconi TPI, wevApk.t-0i SBCM wse..bdr.1u.tryerg, tco wwe.i¢iaf:erg60
SPACING SEE ABOVE