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HomeMy WebLinkAboutTruss3r-r
Products
PlotlD
Net Qty
Product
Length
Plies
J1
9
16"BCI04500s-1.8
18.0"
1
J2
3
16" BCI94500s-1.8
16' 0"
1
J3
10
16" BCI® 4500s-1.8
16' 0"
1
J4
1
16" BCI® 4500s-1.8
16' 0"
1
J5
1
16" BCI® 4500s-1.8
16' 0"
1
J6
3
16" BCI® 4500s-1.8
4' 0"
1
J7
10
16" BCIO 6000s-1.8
21' 0"
1
J8
1
16" BC 10 6000s-1.8
20' 0"
1
19
4
16" BCIB 6000s-1.8
20' 0"
1
BM1
2
1-3/4" x 16" VERSA -LAM® 2.0 3100 SP
20' 1 1/8"
2
Bkl
18
16" BCI@ 4500s-1.8
2' 0"
1
Bk2
4
16" BCI@ 4500s-1.8
1' 0"
1
Connector Summary
PloUD
Qty
Manuf Product Skew Slope
Hut
24
Simpson ITS1.81/16 - -
Hu2
15
Simpson ITS2.37/16
Hui
16
Simpson IUS1.81/16
(SEE STRLNGBACK LETTER
IN ENM PACK)
FQ1 YA)�aa r774L'lIL9aS% NSTALL SIRCHMAC S
tasue: sainla m ,,V= To Tl AMM
Y
r,
4
's
4
-s
4
4
F
t¢ 4 -r
}. ¢
lac Av&&t*nwA
OFL UC- M-00►130r
PLL
CONNECTION.I ,
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
DESCRUnM PILL DATE
am
Imm IE
ruin
Imo
V FQXa ILwa a lace rtta RM
447M
Ito
aIt race as
van
are
ut raw ace
veto
ace
rIt Ian u
alnvn
I[i!
art Lou la
Fv v
ew
lAt Lam lar
+nun
Ito
aAa I= w
and
to
art laD u
un
LOAD% DESCRIPTION MR. DATE
tv
taW m, rw = wr
vane
aA
11O D OM am
erne
w
rw. res JIR
vain
m
RM'a aaema ■tra WL u
tuna
a'e
®eD M wa as r M
eAa/n
ao
Icwaa ME wa t>,clu u
S"
oa
a Hw Dew
ewoia
mr
ran®v u
mule
v
aaa aslmpmr� rrx
rearm
T
dA= HUS 26 (SIMPSCN)
A L= HUS26-2 (SIMPSON)
Labd.d End Mark
1�
Total Truss Livantlty o 107.
THIS IS A TRUSS PLACEMENT PLAN, ITS INTENDED TO AID IN THE INSTALLATION ❑F TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT,
m1Of °iar cur M ALTIa telsss vmorr t9ltJli 6 71� 6r>S aAOI
OVAL M AT E Aaarrm vnlart ERNi eland APHeVAI. sr Q6
aAVD E OFARnOW AT 01RPF11Td @aR11Ci0ii 6 Alaaff.Jl" IIG
mm
ALL W-4M WN S HE 10 E aSflalID PIa61 70 gfiQe iW69S
General Notes
1) N PWM &ad hum% Oat Enmw and Oat
fdaN.nh U* painted grw
2) N�li "a to In atp. Kwa trim mea/Ye
3) nM tram Maft 1524 Or trim tttludae
4) �Parma"iit X halm' q�BCS"l ah A be plaord' w at a
mwknm opxN 15' O.G aTu the Wet, to
be lapatd at a Kad un of 2G' Glacier each
X-hlaa Oaayta t fla aLltadaa.
� Tatr to =1-91 for lay adOwd Waft
ROOF LOADING SCHEDULE
TCLL = 20 PSF
TCDL = 7 PSF
BCU- 0 PSF
BCDL = 10 PSF
TOTAL = 9.2 PSF
DURATION = 1.25 %
WIND SPD/TYPE= 160
ENCLOSED
BLDG EXPOSURE = C
USAGE= RESIDENTIAL. CAT II
WIND IMPORTANCE FACTOR= 1
UPUFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Truce member design & connector plates
arc desigood for ASCE 7-16 and maximum
On— from both components and cladding
and main rind foreer drig systems.
• These trusses have been reviewed to tarty an
additional ION psf non-aroncunent bottom chord live
lead.
EFORADING SCHEDUL= 40 PSF
= 10 PSF
= 5 PSF
= 55 PSF
ROOF DESIGNS) FOR
SHINGLE
ALL RFACNONS OVER AND UPIhTS OM 1 SOOOJ
ARE SHOWN ON ENGINEERNG.
PALL KEY
D8'-8a
®te'—t't40
DESCRIPTION INM DATE
tea I== u 7/
I= Meta u WaI®
as Mee ran u IrnArn
I 1 �
Ng --CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G. N. M.
MINTER HAVEN FLORIDA 33880
PEON4E100W 959-8806
FAXt (863) 294-2488
BUILDER DR HORTON-BREVARD
PROJECTCHIMMME
MODEL 4EBB/ HAYDEN/ H
CCA PROJ/MODEL/ALT
7A5/S20/4EHBH/01
ALT DESC 10' % 8' COV. LAN.
OTC 3308 HOMESTEAD DRIVE
LOT 95 BLOCK
DESIGNER
FAAL
PAGE
1
DATE
10 24 17
�N4362326R
SC
3ALE 6"=1'
ENGINEERING PACKAGE
Builder: ID.R.HORTON / BREVARD
Project: 7A5/320 CREEKS IDE
Model/Building: 4ERPT
Lot Alt: 01 H
Lot: 95 Block: _._ Unit:
Address:
JobNumber: N362326
Revision Date: New Load #: FRR=Loi--::-]
CARPENTER CONTRACTORS OF AMERICA, INC
F.I4E copy 3900 AVENUE G. N.W.
1N'INTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ALPINE
March AN, rTW_CM`qpAW'
Mir. Bob: Michaelis:
Carperrter Contractors Of America,: I hid..
3909 Avenue 'B G, Northwest.
' L Wibt6r .Havers, :F 33880-6201
"Re: AtternatN6:lh'stdilafions..'for a single 01y carried truss with: a width Jess. shad t'ho-hangprwidthAnd."
Wbod..bIobetngfq4qh-ieve fJ1.) design lo.qd:va6-fCHACe-m.. ouhtod.:hang.eratt hiii6nt *6ift_alohe PlY
.supporting girder (Rdfefbh6d detail WA37-02)-..
Dear Bob,:
For' :a s! ply carried truss"W`ith- a width less than 'the 'h.Ahget. vWdth-yod.can, jhs1qlI .a. prqfabrippfe'd jack...
scab truss: (?') for wood.filler bI6ckihgi.--rhe, 6hprd: sLEes; qhprd..gr.1des, and -AlpirTE:-`QbhnecAbrpkA6(s) to.
-be thd. sairrie ! as t4b single: ply -carried truss.. The (*Y,Wili have a.minimum
jengt of 4W and will. have a. mini ppmpit6h-:of t5l.129.1. cpr6ed truss -shall have -A. reaction of
' `Attach
.1 . r. . _ . .... .. . . . The, single ply
3,;500# or les�s. Attachprefaibdcateid,jack:��b:truss- with. two. (4 towsof DA280x3,O'I_?'GCin Nails at.2'
Sim pson,.8trorg
201 9- page 216:. Fjgqrq-I*fqr Mprp Infpirmatibm,
Figurd.-I
Fora sirIgj6-
-j'gIrdeat I
.06ird$ Wobdblocking to,'adhiove:full design load value for face -mounted
hangers:attach:one woad: block
jqr#Ip back face ofthe single1.:.p-!ygirder With thesameSiZ6-ari
l
grade..as the bottom chbrd.of girder The wood: block 10*gth to 156. such that.--the"W66d
.esinge-pyg
b tc earn adj6d&ntpario . l�oihts�(Vvi�b�:.Afidb6tt6r�.ch6rdin -secfi wood
i2kx p
block: .5.row of 0. . 8. .3.0" 0un Niiiiis at ppr;r(>W,. stag
gered 3. 0"'appli d W, the
-685
.www.alpirleitw=m
• ALPINE
:ANO�rMIA-
single ply-girderfapq; With an PjOOoLna.1 (29) 0,1.28.x3',.4"'Gun'.NW..Ispt.-.eaob:panel.p.pj'n-f app th �iod *to' A
W6odbIobk.fa0e (See H§UOB';Z WWb.*)...P..Ieas6 refer to thb-Simpson Strong-Tle.:CaWbg C-G2019;
pa'de 216,flaure.Tfor m'dre ihfdftnati6h.
ki9:Uf&1,:i
The applibatio.fi of- pr&bbhbated jack" sca-b tf-digs fbir-Wbod fiI1&*.b1odkin'g-.or wood blocking tp: ac * ieve f
design load value for face=mount6d hangers must be.apprqveo bYthe. hardware manufacbU.*w..
All edgettinc
-and bhd: distances, arid-sp6diboldr.'-all nail connections* mdtt�.,o suffidi6nttd'. i
"Wood.., .
If I can.be of any further assistance, -or if you have any.questions; please 7 give . I .
P
W104ip
-Chief Enjihoer,
Engineering
Odandoi FL
6750'ro"r"U'M'-Diiv&.Suite '306'�011and6, F4.3282.1 -(PDQ.Y.5.2179.790 -(863) 4.22 - 8685
1�iVWuV.alpineifuv cam .
ALPINE
W"C(W-%kw
A.Oni 26;':2019'
Mr. Bob Mlcl aells
Carpenter Goritraidtort -of Atherida, Inc.
'39*.60 Avenue Northwest
Wintet Haven, FL 33880-.6201:
Dear Bob,.
Re; Stronoback bridgiho'. on fb6f.tru§se0.
I understand, -there is -.some. concern over our febdrYi nendati6ns f6rstrdhghafok. bridging oh. :roof trusses,
*!§ gba.-k-bqoging-�orro.o'f,trusspsiisippt.p:.�!pqu.jr.ement'o.f:ANSI.�TP12014n I it 1 mentofthe
..koh _c . . . ... . . : ... . - ..pr g;.., a require ,
'BUIlding Component -Safetyl information- .requirement
strongback. brldqihg* '"on: roof-* irwgges 'isi
Am--bej,,&a:;---Strohqb'ack- -brid VO
. erm 04 0. _WV_ tll&jOiIPWiQ_9:- 7777-
functiob.s:.'
-afte they are- are along the''ceilihg
One, .bridging aligns the bottom chords -e- sptsp- so -they p nffp..
fine and b6i:pi*8'"vi;ith'--.cb.ilingserviceability'
T-woj bridging redupet r61ative d6fiecti6fi .6f. adjab&btlrUss6s::
Strongback b6dginj-do6s: tiotpr&Ventor r6dud��-ovefzfll indiVidual d6flectldti, especially -arty. �'66f ti-Us96s,
... " *" ' than Aef Lqgtbg. mp�r n 1W inch.
.... .... .... tq __ — ---- -
Sfrongback- bridging in roof. trusses doe's not serve -as. temporary. be. *.maridht: bracing .and is not.
!hten 'd&d td.dis-tr IbUtO or share design joads. beWe-eh trUtses- Consequently, -no design lbad"
have'e.
been accoUn.tedfor-'Withthis. detWI and d�)hfitiUbLis-�,trcibgbefek'.bddgirig"s�hciiild'iidt:bLi:;�ft6'ched between
... an .. g* trusses: shall des'
common and , 'irder usses-.. The. use strongback bridging -�(I.not.JnWfere with other !gn-
cbrigidefati6h's as spiecifie'd b'y'-the' En gn��&r'.df Record or the. Building: Designer.
T h6- difter Birds of the ttronigbaclk bridging .s shall a4ai . -hedla o wall:Or anpthierlsecure end. restraint; -or
.1 be,
as..specifled'.by the Eng- lheeir"o'rf Reibotd-dr.thd WildinO.D&sijbdr..
.Sfr6h b6ck- bridging',§hall. be �a- niinimUm :of 2.x.6 horbihaf lumber. oriented with thedepth-Oftic;a[*.*. Attach9
Iffi (3) 16d -.ppmrpQp. pails (OABZ�xl nails at. each intersecting When -extending the:
.strdngbabk bridging overlap ap by At. ajTfinimpn-oftwa tmsse.s. The -' I ocation, of fhe. strongba"c bridging
maybe specified bythe-Trti§s Manufacturer,.. Engineer' of Record,. orBuilding De§i0ri&- Please ref&to -
bbs! -Strang .ckirg. . or to Alpine; 14 detall for more. . information. The. g.ra.p.
hid
tho -(FjUre.l) isfbr.gener;d:illustrative purpose orily.
6760 F6rum'Drive:Suite 305, Qr%ndo, -FL32821:- (800)5214790 (863)42M685
*vvw'AOin6itw ..Com
ALPINE
I -, %,V..; V L_ t: P -A eL L_ ' `.1 X . I .. .; )
Figure
'if [ can . b6 of any fUrfhbf assistance` orl ffypuheive:-.ariy- questions; pieqse-give. .me *a C.a'll..
WRW. H...Keck
Phief . Engkqper
Alpine an ITW..:Co ' Mpany
Engipe6riqd*DOAttrrie'fit
-Orlando;. FL. 32821
-67-50 . Forum Drive Suite:3W6, TL 32821'; (800) 52-f-9.790- - (863) -.4224685-
STRONG -BACK. `13RLDGIN'G RECOMMENDATIONS
BUTT :
® All scab -.on blocks -shcdt be� a .minimum. -2'x4
i
.STRONGBACI�
BRIDGING 70GET}YR
stress graded .lumber:
�• AIC.strongback brlc{ging .and bracing shall :be:-.a-
minlrnUri 2x6 ressgraliecl..lurikier:'
4F
.p..
0;-.The Our ose of �tron :ba ld :bridging:::(s: to-
9
"0:' .ATTACH SCAB 'i�TH'lOd:BOx/GUN ..
N�IJ)S
,
develop load sharing between' ladlvldual,' trusses,:
:4r _o.' eii6. (0.128x3.D;5 7N' P ROWS:' AT
Ao O.C. • I
resial'tln I q ;: overall .InCreas.,e In the
s n n
SCAB'
NOTE' :IN LIEU. SPLICING. AS -SHOWN, i
"S.TRONGBACK•'BRIAGING
stiffness- of -;the. floor system 2X,6,
LAP. MEMBERS'
FOR-:ATLEAST ONE.TRU=::SP..ACING ('
t
t
StM`Ongba6k bf'idging; .po§I,. Ibrted•,ds: sl owri In
STRONGBACK BRIDGING` ;SPLICE DETAIL•
details, 7s recommended .aa 10, =b' .o.c. .(ma'x,>
N[]7EI De i ails J. and 2. ar.'e the ;qY ef.err•je oittaC irieait rietMod5.
be.:TMe terms: 'bridbIrig' o;nd 'br`acind" -are sometimes
ATTACH `STRONGBACK TO
wEB i+/• c3) llld.:cGMMaN `'
'OR �
i
ristakenl'.y' �used'•Interchangeably. `•Bra�fhg' Is. qn
kpor ont' s-tructiiral, ne; uiretnent bf an floor
y
,.NAILS .•
.(.4):a0a :BOXIGUN
i"to'..
.• •
gr rao.f �°sys.tem. Refer t.o•' ghee: Truss. Design
O. eB x3.0'h NAILS `.
Arqwln g(TDD) 60— .redulr'etYten#'s 'for
each Individual .truss component, Bricigingr,�
particularly, "strongba�k•",bridging As-
' r• eeomrlendatioh for a -truss system .to help
contr..ol . vlbratiovl. In: additidn: t6 : aidirig.. In the.
! distr Ibutlon of poln.$ loads be#14eePr adjacent
truss., •str_ongback bridging. serves' -to reduce
°
(e) 10d cOMMON'.(aa495a0•) OR %
BpwGUN. (o,I28'x3A.? NAILS AT EX6 (MINIMUM) STRONGBAEK,.'.
7DP' JiM13M, OF 2x RESTRAINED .AT' EACH .END. ' r \
STRONGBACK BRIDGING. ,
REM S
to I7 bne� re utred i
d im I-r"A d C a er ar
z0''�° 2' i "i
aeer 47 tt-toffs al-w b4
bounce. or residUal vibration: r00j ting, ♦~'tort
Mguing polri# loads; such as fop'tsteps:
The Performarlce. of 'all floor systel+Is 'are'
enhanced 'b the. install'atlon bf :s'trori bac
y 9. • • k'
bridgit%g and they efore Is: strangty, recommended
"SU9IlrUl'fL[1GKr A'7" L;" i YAlpine,
STRONGB R TII. BLOCK W' (3) I. •
-lad COMMON COA48!x3,p;U, NAILS For additiondL ,Infdk°feia igri rre
OR t4)1bd'BOX%GUN,, 50 RB.'x8.0') � I go:rciltig strdngba(k
NAILS. i,., brIclbing, refer to' :BCSj CBul(ding Component
` Safety Informaticin).
i
ATTAR $TRQJGBACKI {{1Nliwilmill IIpyr
BOITQ4,CF•QIRD'NITII ,
STRNNG$ACIC BfI'DGING' FITTACHMI`NT AL_TY RNATIVES �: ���"'a'•'e.;`:AL7.'0�
.,.
. e4 whoma- i •READ An-Fm 1N'ALL,kjRr Off to , BIUVINi • .
al�aRTN+r.:,runasa:T=.'MA M'.M Au,c�aA=Iu c ut�tlmm9.ne.wsr�urxs �' ' L L: PSF` REF .ST.RONGBACjC
Tmm6'r'i. *x*V;M•rd'1 h'febrkathp, {ipndlhp:. a'1�1•pptrp. ���61 antl•IKwdr`� Rifir:.4o':oM
Par°o the t4iFs.,t, eati°n'of%ECS[ tyWaMp Conopxna.snfNy 1 fe'nniti:n..by'7Qr erd;iRCN.f°r Adfstys ,? y TGS DL :PSf' DATE '10%01/.1�}
. p cuffs 'prior in pci•fwe:•.p..ihn.'fSeflogs.`:Irut aers sMU kcy-,9;it .'brnekat por.,] S= :,� No, / 4861.
ea "qw Ahiroioi. tap lard. aholl igve ooppf�rl� atiadrd'itrvV4, I �sh" Bed L°i. d nl . 8
... snarl I+pva:pp,propn•ly attaaAed ���, Le�eotMs:.shoin F ' Wrparxr %laiero ersie•nht o8.s' - , C L• PSF DRWG STRI3RI1R1014'
shollFnv, prn kotnl4d N e . t psr• seet6n•89i8Tor:818ros•n hr�6.; aces to% nehf41
�] 4f .tpus'ord' loer as•slarni. n,Rw wr•.the roa,e•armrt:, ui` r.°.two her..md.. s '' CLL.. P$F
Btfer. lo:.drorhpt .IsQA-Z:fx.sfondard ptntr-�p°sY4brir,'. .. 9 a .�.
Mw»: n:. drsban cf atv twVensrlp rap inp. .hn!i:nni ssppnAA.:.r°n:arvwtbne „o STA
i1NIIM/aOMRANY IN. dfne4p my:fdwr +y'r�in. trys■`1�°con9wgonar,.ra, ANSI/TF4.4,ar f°r h•!u!�w :!MNw �. � D. PSF
e�sikftiirxt L.hrnehq a#. irwwq , : .
.A senl'on.ihlr'i•se►iD or•pover .11elh0 din*.Yw°ates.'pci'°P1kQhw Qf professleri6{ '�� •�.� ..
137231ikeipcit p�Iya '.sa41Y t�°ir w , .n: m.swoeuty "A uk nr. +fn•,r.,n,an �1 .,�(� 0,� o F'AC.. i:OQ .
Sidle 100 , ar�A+rM • k •iM �respa+sbMHY: df ' . DeIdY+G`8!aJUMe` Pn' NK�lfPL1 ° S►aC' �. (. ..0� i i �:s r .
Msrra°dtie hrs,M083043 ..f°r•'t7arra�f°rhntloeVstrtthla:,jd.�l 01IHraI';eafss,papt and ihfef ee{I AM"v! .
�. . NrD+a m.ndPt+itlrsaU YPIi r.stpYutora's'BCM ...sbckdus ..era IGo sssJcesafeary F4 S PACING.
r.
tri f
M N1 D: E D S: F 1, . 0 - RR IN
. . . . . . . .•. . . . . . . . . ------
1. N.
-.11 M�
-7-1221
AL up-ralim
IF' 0:AUXTS'0F J Wk-lftuetido AN Oil- G. MORE
U00A T' BE R-4ACf�.U. 0+R-
Z.. ;R MY I R M_
N RA TE a'
L A PV!,E`!T0.- ;-UPP -F .T MA'TC-SIAL..
Ma . , ' 3 -A.' - -!::A fi 0117
iti
W.V.
P.-A PALM� -1 AP . .,#*.A. . . . . .
0 ov
RFG'UMCE.S, PLATE8 A NI.:
-UTHEQ 00A ., Ell :NOT- lUAHdg
'TOI A. LU F S RPI, L
UAjVIM l D.TVIPVS
tM 'IRIS IS
W'. 6 VaToll. A i
Lm. b 0, Za fi-sf li,518 f4dr.
4_11,g tu
p AMR,
ul
* 4 XA
u
14: 1—
P STS
CK,
A.R S .0 1
ou X..
t
e-,Zl • Etc,
ci* �59PWA
Mri p
SAO"
J
P m
-lam
M. i J D, P leiw�
L,
1: tttl
Cracked or Broken
This drowing specifies repairs for a trust with broken chord
j I
or web member.
This design Is valid only for single ply trusses with 2x4 or
2x6 broken members,. No More than one break per chord panel
;.
and no more than two breaks per truss are allowed.
Contact the truss manufacturer for any repairs that do not
comply with this detail.
;
(B) = Damaged area, 12' max length of damaged section
(L) - .Minimum nailing distance on each side of damaged area (B)
I
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
iP
species as damaged member. Applyy one samb per face,
Minimum side member lengths) = (2)(L) + (B)
' .`•
Scab member length (S) must be within the broken panel.
Nall Into 2x4 members using two (2) rows at 4' o.c., rows eta gel'O.
Nall Into 2x6 Members using three (3) rows at 41 o,c„ rows s-tagge,ned.
Nall using 10d box or gun nalls (0,1281x3', min) Into each side Memb
,.
The maximum permitted lumber grade for -use with this
to Visual 01 and MSR 1650f.
t
E.
detail Is liml'ted grade grade
This repair detail may be used for broken connector plate at
nld--panel splices.
I
This repair detail may not be used for damaged chord or web
sections occurring within the connector plate area.
l
P y:
Broken chord may not support any tie -In loads,
s•
l
:.t
L L Me
4' o,c
�TYpicai
+ 0 + o + o' + 0
0 + 0 + o + 0 +
1:.
Stagger
r.
Back Face 1MM0d Box (0.128' x 3', min) Nails,.
ro
= Front Face 2x6 Member — Double
Row Staggered
l
Nail Spacing Deto ll
Member-, Repair Detail
Load Duration = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force -
Member;
Slze
L
SPF-;C
HF
DF—L
SYP
Web Only
2x4
12'
620#
635#
7304t
800#
Web Only
2x4
18'
975#
1055#
12954
14150
Web or Ch, ord
2x4
24
975#
1055#
1495#
1745#
Web or Chord
2x6
1465#
15854
2245#
2620#
Web or Chord2x4
30'
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
42,
2975#
3045#
35054
3835#
Web or Chord
2x6
43554
4500#
52254
5725#
Web or Chord
1
2x4
.48, .
3460#
3540##
4070#
4445#
Web or Cord
2x6
5165#
528041
6095#
1 6660#
LHlnlnun. I L
Imam
Hinman
L blstnnee
8
..vAR�Nd+■ IiiAO AND rpLltly ALL burrs oa TNis41RAVIHUI REF MEMBER REPAIR
nrW ORTANTwr FURNISH THIS �RAVWG TC ALL CCNTRAOTCRS INGIfiI]11NG TFi INSTALLLTtS,
Trusses ppequlre, ewtrene cart In fabrleailn0, hWdl►a. dfPp Inctaiilrj and braclna Rotor to And I DATE 10/01/14
rolloe the laUrt rdtlan of ICSI Oufldho Cmporent Safely In oMatlon,, Y TP! and SHCAf roe safety
pr oczes prior -to perforrinO iMsr funetlAna InstAllors ■hA provide ;tanporory �hraefnp pop ICSI.
Ikilera noted otMrrh4 top chord ehtll'Fsve property attach*d dtruG=I sheatiwn0 a d boitan herd DRWG REPCHRD1014
.. s U have a properly At ac)fed rl Id arlI� Loeatioha shavn Far percun•nt lateral re. raht of robs
ALP !i4N
Il have hraeln0 hstall.d por Byii secs. )3, or ID, AS app adhip, A y plates to each Face
iruaA and osltlon os shorn oboe. And an the Jo1n} J1etAls, wtesA' IwtedpoiMrvlse.
Refer to drneInoe IaDM2 for rtandord plot. poll}Ion.
AIpIN, A &WIslon of ITV IUX CoapwwniA Oro4p Inc, shall pat bt espanslhte For o devla}ion IrAn
AN RW COMPANY WW11,. drorinp, ny fa9 rat %a bullrPthe,irusa to conFoerAncr akh ANSI/ Pj I, or, For her.1 21 shlppIrd,
Nstollailan 16. AdAp o!' Sruswes. i
A •ioAl'm dri or RV" po Uikv ihls dmehp. hdmUs cc■ptance oI p7f•r+knRt
eryt... yrino rrgwura v M. v Kr 1 dolIppnn Ahern TN aitah� „nd use of thl• ur10V
for an actor. Is the rn of tfx INAW2 )KOPer A�rr I seed,
13300 Lakefront olive ror non Inforpat)an iced this Job's pentral notos ppa0t h»tl ihtst web Itt►sl SPACING 24.0' MAX
FgdhCKy.M003045 ALPIIlF] evr,al naltr.eonl Ph vrr.tp4rtoro) SICK Weeotc w. are; )Crrrrlccsafe.orl I
■ 1
0
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purrrm Ant
WALl.EY F.!,.: f N
numum Roquirsryie;'nf*s.
F
WAY
Tlw4s-
T 11 JES- UN 13ER VALLEY FRAMING
LdY RAFTER.OR ft(E)GE
�
+-Crfp01eb'-41-D'Ndr,3d Osft:M)I�d-26 pof(.TDJ M.ic,
lspa+t:eft(ie,GFILpd?.'(C)t.!�ao�hr Ir -thawdilaysbraleep m
irrdworking:M, V130 from
'TQd*feURTj d§c.
p
BOARD
(2M)
FAR -or RAYTQRS
-VAL4 L-E.t.,
mntf�q s
Orithr.040 b
P-01 L 6, ,tciftfiu.
+
of VaUe.y
SPA-laNG
4.
sle-operv.
4 10 ta"alk
bldck
4 164 toe -mills
J3 1;:;i--ASRFkVD.PDR pgc.H
.7. -widia-le(afAl fa.trp95:*
2,e4 Joe- fa pqd. hy,gjherr.)
,2x -at. N lied) 2XV01.
Ty -. .1 rf ww �E�At�M '1
S FX-d tit] 94-•OX', (wimr4no, aulirre.op, kA.ClT �E40#".fF,:SLEEpERZAM USED)
-12 crlortw-th.�Wln,.
-13.
4 Iffel'tole-nalls.
CRT -P&4;- B"4 A 0.(� (I-
d-MRAL MM P 9L 'F 91011�9-
NAILS
rn abspAw btpljw 30CAPIN4 r;,0111f6; ldl-b� 14:
dd jkr 1.-JjpN �tent
-VAthoutshRotAlpl.apptie,4mtiA.be evAf�!aje� Gly, •hill'
0.0.-
Ir..Uasv ?Atlat IN
a,e ivi and nil'
.jjnffAurp.of,6-sd lolt go 00 WIN 4.14.�H§j
p.r.ov..tog del6nq 1s��'thafrqp �tum - qwl a a.re
e ,e r 8erqf
fa, dliforls: ,T. ft _&Wj0g.a 11 n t iatis , I f"t (6 6 -1� I t4tWs.4 n•-
1'16i-v.alliy Wgfitt 4-*b-
.
Apply .N39 lreqqks;
4aximum tflg3,0-foeL Na94,iyd,v#ls AAljbld-6(hjH4. i.
lokd,1xp C� Xzt-1-0 i
?Or A, stx,frpu m -at ASCF 7-10, go X. 9TId
V Ni
40 54 Rt -
W t4
fw2w the- TC DL IP ZG 7 '? DAT9 10
W.G
�qc ft 0 -0 o 0 DR
t
. W 11
Bc. - LI, .0
' 01WOn of I d. ' TOT. LD-PQ
al
or 0R1 .00
*A"', prof 1
I PM .16
b.;d • o.ov r.-
9
Simpson Strong-TeO Wood Construction Connectors
Face -Mount Hangers - I -Joists, Glularn and SCL
MW
W_
A-M �
These products are avaita le with additional corrosion protection. For more information, see p. 15. Codes- See p. 12 for Code Reference Key Chart.
Actual ,tUal'.
Joist:,
s
-Model'
Carried
Member
Dimensions
T in.,
Max
Fasteners
Allowable,
code
R
E -
:46
Stiff,
i,
H
B
OIS t
Header 1
Reqi�p r
.,,SPF/.HF
""
Species Header&
6'6I ift
(iW
Floor
_Snow,
Roof
,Floor
'(100)
Snow ,L
(115)"
Roof
(125
IUS2.56/16
2% I 16
2
Min.
(14) 0.148 x 3
7
11,660
Ji,805
i,80511,425
1,5555
1,555
Max.
(16) 0.148 x 3
-
1 700
1,805
11,805;
i R0511,555
1,555
1,555
21h x 16
MIU2.56/16
29AB j 157As
21h
-
(24) 0.162 x 31h
(2) 0.148 x 1 1h
230
3,455
3,920
14,045
2,970
3,37013,480
U314
2-A. 10 1h
2
-
(16) 0.162 x 31h"
(6) 0.148 x 11/2"
9,70
1,94512,205
2,375
1,675
1,895
2,045
HU316 / HUC316
✓
2-A. 14 IW
21h
-
(20) 0.162 x 31h
(8) 0.148 x 1 1h
1,515
2,975
3,360
.3,610
12,565
2,895
3,110
.113C,
FL,
'177/ls
'(26)-0. - L
162 -x:3,1X,
0.148kllk'�'
236,,,3.746�
4045UL4
80.
LA
21/2 X 18
HU316.11HUC316,
1 6'"
29AS' W/
�21
.12
X �Jh,�
(2b) dn�
8)PI48 x
15515..1,2;975]
8,360�1
8,610'1256512;895
21h x 20
MIU2-.56/20
12% 197As
21h
(28) 0.162 x 31h
(2) 0.148 x 1 1h
230
14,03014,060
14,06013,465
3,495
�13,495
210 22,
to 26 -
MIU2'56/20,T_
%V
I
d.1 6zx
�23q
4,030'
1�;06 0
4,060
3,�65
'i��5-
1'3"4'1�
3 495
29Ar x 91/4
to 26
29A6" wide joists use the same hangers as 21h" wide joists and have the same bads.
MIU3.12/9'
9 'A 6
21/2
.0.162 x
(16) 3 1h
(2� ILI 4'8:x 1 Ivi
'236'r
12,30 5'1
2j615
2 820
1,98OLl-2,245
1.2,425
H1.1210-2'iHUGZib-2
2W.,
Mdi.
(113),0162 x3l/2.'
:.':(.1oyb.148x3.'
1,795,
2;680
12,3D5
2,605
2,800
IBC,
MIU3.12/11
11U2'12-2-/-flUC212-2
131/a
11 'A
F2 1h
Zvi'
(20) 0.162 x 31h
2) 0162 x,31&'
(2) 0.148 x 1 1h
230
-f,7S
2,880
3,135
3,135
2,475
21;82G
2,695
3,180
2,695
3423z;a
FL,
H0325/12,1,�HUC3.25/121
24 31h (24), OA 6
-148
(12):0. y3_
o
0
.030
4 335,
3 075
13;47
1`11213.25/161":
HUC3.25/,
31/4
'13%
21h
(.;Max
Min.,
(2010.162 Olh
(8) 0.14 x 3
1.S1512,91513.3601
-3:610
2 6&
5
2 B901
P,105
I
Ma�.,
.162x 1/2,
(�b) 6'�
(12) Q.,J k
tea
1,3,870:14,365:14;09513,330
3,755
4 040,1
9
(12) 114".X211e SDS�
-(6) 4" x
"
'is
4_1 --
5]3,300
FL
AtfS3.25MI.
31/4
8�h
2
-(46) 0.162 x 31/'T-:(i%6.162k31h
4,095,
9. 00]
9,106,1
§.ibo]
7,825.1
7,b25
1.7,825
IBC,
HGUS3.25/12�-
4
31/
/8,
(86)'OA 62 kL31h
31h
5 4
10
�9; 00
A
9,400:l
9,4601
8j(3851,8j()85:[8,P85
FIL
$1/4�1'.
8 to 30
hi'
7
4'
(1'6j'1/ ','i21W SDS
(72) I/Vi 2'N'SDS
5 555
Zi72
6
5,
HHUS46
35h
1 51A
3
-
(14) 0.162 x 31h
(6) 0.162 x 31h
1,320
2,785
3,155
13,405
12,395
12,715
12,930
31hx51/4
-
HGUS46
3%1
4M6
4
-
(20) 0,162 Y, 31/2
(8) 0.162 x 31/2
2,155
4,360
4,885
5,23013.750
14,200
4,5001
AS48'
%
6 '.-'A 6
2
(6) 0162 31h815'96T
'(6) 0.1 62,x 31h-
1,365
11,555
-1;680
31h x 71/4,
HHUS48
35A
:3
(22) 0.162,x 31/i,,,
(8) 0.162 x 31/2
7,780:
- 4.2i 0
4 77Q
5 140
614
14,095
4,415
P
JHGUS48
I
�SA"I
71A.-
;
`��3fl _6.12x3lV2
.�(12)�0.162i3l/
3,235-
7460I
460
7i46 Q]
7418
1 6;41'`
Z 4
IUS3.56/9.5
3%
1h
2
-
(10) 0.148 x 3
70
1,185 11,34511,455
1,020
11,160
11,250
MIU3.56/9
13%1
81-Ae.
21h
-
(16) 0.162 x 31h
(2) 0.148 x 1 1h
210
12,30512,615
1 2,820
1,980
12,245 12,425
U410
✓
13-A.
1 83/.
2
-
(14) 0.162 x 31h
(6) 0.148 x 3
970
12,015
2,2851
2,465
1,735
1,965
2,120
HUS41 0
39A61
81-'As
2
-
(8) 0.162 x 31h
(8) 0.162 x 31h
2,99012,125
2,420
2,615
1,820
2,070
2,240
HHUS410
3 6/a
9
3
-
(30) 0.162 x-31h
(10)-0.162 x 31h
3,56-515,635
6,380
6A45
4,845
5,486
[5�
31/2 x 91/2
HU410/HUG410
3%
8 5A
21h
(36) 0162 x 31h
(12) 0.162 x 31h
3,235.17.460
7,460
7,460 16,415
6,415
6.415
H000410-SDS
13-A6
1 9
�3
(12) 1/4" x 21/2" SDS
(6) 1/4" x 21h" SDS
1265
4,5.00
4,50 0
4,5001
13,240
3,240
HGUS410
3 -%
9 'A.
4
(46) 0.162 x 31/2
(.16) 0.162 x 31h
4,095
9,100 19,100]
9,100 17,825
.3,240
7,825
7,825
IBC,
L(3U3.63-SDS
35h
-
� 89toA30
41h
-
(16) 1/4" x 21N'SDS
(12) 114" x 21V'SDS
5,555
6,720 16,72016,720
14,84
0
4,840
4,840
FL.
LA
MGU3.63-SDS
3 sh
191/4 to 30
41h
-
(24) 1/4" x 21h`SDS
(16) 114" x 21h" SDS
7,260
9,450 19,450
19,45015,80516,80516,80-5
.88"
IUS3.56/1 1.
7
'2
(12) �0.1 48 x'3
1,420,11,61
745
;2�b
1 -1�1,39d]
I 41351
3%.
11,11e
21h
:-(20)0.162x31W..
_(2)'0.148.x11h
zi 0.
2;880:13,1351.3135
12,475]2,69512;695�
U414
3
1
-2
0.1.62.� 31h,
:-(6)�0.148,0
K 0 42,3051
'615'
2;8 N�l
1,080],2j245]
4
2, 25.
HHUS4104
(3())'O.*1132 3?h
'(l 0) 0.1 62k,3 i/2.-
5'635
"
6,380
380]
6-� 141514,845],5,48615545-
I
�HUS412
6
lwh
:2
(10);0.162 -.x 31/2
(10) 0.16 2 x 3 112.
3, 433 5;
2, 6 6 0 13,025
1
L3-265
2 2t,�
2 706'
31/2 x 11 Ma
HU412 /:HUC412,
Min:
(16) 0.152
�6)10.148,x 31,
1,1 35
23130-1-2
613�'12;
9D'1,Zo56T
1
2 i315]2,490'
Max.,
(22)-b.1K!k,3?/2'
"(10)DA480 -
7-'-, 5
75
3, . 2 11
3,695
3,970 1]
2,82b
3J80 1-
3,425
flUCQ412-SDS
-
7, J
39AG
1'
(14) N' x 2112.'
(6),1/4,' x 2112. SDS
2;
_65L�
.
�E,
04,5:1:---645],u3q
-u-.3013'eiao
HGUS4,12'
34
�:10 7AG"f
4-
P)'Q.16� x3l�
`,(213) 0.1 �2'� 31/2
5 440
9,400
q,400]9,16Q;1.8,b851
8,0135],13,085
-LGU3.'63-SDS -
3$
8,tb 30'_
41h
(1 6)1/4'.1/2" X 2SDS'
(12) 11A',x 2'N'-,SDS
5:55
6,720 '6-720
11'6,7261
,
4,MD -1
4,840,14;840,
MGU3.63-SDS-,
3%
[91/4 tb, 30
(24).1/4'X21/2" sbs'
(16)W'x 21h` SDS1
.7,260
9,450,
94 L 0
.1' 5
-�IAGL13.63-SDS
3%
11
41h-
�36)1?4'�i.�'/�'_SDS 1
(24) 1/4" i2W:SDS:1
-E 0
I s 1� 0
-1-31
13, 50113.
1 C 616,475
1
9A 75
46
See footnotes on p. 150.
'u - Simpson Strong-TieO Wood Construction Connectors
Adjustable Truss Hangers
�G��EE�O
m
v�
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
See Corrosion Information, pp.13-15,
�j Installation:
d
CUse all specified fasteners; see General Notes.
0 The following installation methods may be used:
C)
y • Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
!= Install top and face nails according to the table. Top nails shall
'a3 not be within 1/4" from the ed.ge of the top -flange members. For
wxtsed farjdist attachmrre t:a
angle so that they penetrate through the comer of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
y the joist.
' • Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes -in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
3s/a" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
to/4 for
THAC422
for
422-2
426-2
ko THAC422
Face nails Top nails
per table per table
f'i typical
2+h' for THA422.2
and THA426-2
THA418
Double 4x2 —
Use full table value
Single 42—�
See
nailertable
Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of heade
® Double —Shear ;, Dome Double -Shear
! Nailing
Shear Side View; i .' Nailing Side View
Double
t Nailing y°Do not (Available on
Top View ° + bend tab ! some models)
2 face nails
(total
^' 4 top
tots
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
ryprcai r nnca
Top Flange Installation
:or tb
tnote 5
p.187
86
Simpson Strong -Tie ° INood'Cons'fruction Connectors
THA/THAC
Adjustable Truss Hangers (cont.)
Ed
M
These products are available with additional corrosion protection. For more information, see p.15.
Dimensons
Fasteners
DF/SP
SPF/HF
( m)
"Min.
Mm
�
in j
Allowable Loads,
Allowable Loads
Model
Top
Header
W
Code'
No
�a
Flange
,Depth
Carrying Member Camel
Roof /
Uplift Floor` Snow "Wind
Roaf / :Ref
Uplift Flooi Snow ;Wind
:.
W
H
0
in
(n)
Member
(i fiD) (10D) (115
).
(.160) (100) (115)
p _
To Face .`. _ , ..
. (25/160};
,:
w• .. = : s (125/160)'
-`ToFletnstallatton� '' `
an g
*
g
R,•
,�'�,.xr•
M
1'/2
-
(2) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
1,750
1,750
1750
450
1,330
1,330
1,330
THA29
18
1s/s
91fis
5Ya
27Ar
-
(4) 0,148 x 3
(6) 0.148 x 3
(4) 0.148x 3
525
2,610
2,610
2,610
450
1,985
1,985
1,985
THA213 -
:18
is/a
133Ss
r,
5'h
2
- .
'(4)'0;148 x 3
.(2) 0148.i;3,,
(4) 0:148 Xl'h
THA218
18
1 s/a
17%
5'/2
2
-
(4) 0.148 x 3
(2) 0.148 x 3
(4) 0,148 x 11h
-
1,460
1,460
1,460
-
1,110
1 ,1 10
1,110
IBC,
THA218-2
16
3'/e
1Ttis
B "'
2
-
(4} (1162 x 3'/z
(2) D 162 x 3?/2
(%0.148 x 3
-
1 Z
1
-
9u
1 1 s'
1
FL,
THA222-2
16
3'/a
22-/s
8
2
-
(4) 0.162 x 31h
(2) 0.162 x 3'/2
(6) 0.148 x 3
-
1,960
1,995
1,995
-
1,490
1,515
1,515
LA
THA413' -
18,
35/s':13'41
:4?h
2 "
-.-
(4)0.146X3
.'(2)0148X3
(4)0:148x3
:-
„'',i
3r+,
'
THA418
16
3s/a
17%
77/a
2
-
(4) 0.162 x 3'h
(2) 0.162 x 31h
(6) 0.148 x 3
-
1,960
1,995
1,995
-
1:490
11,515
1,515
THA422
16
3s/a :
- 22
771e
2
-
(4).0.162 x 31
{2) 0162 X 3'h
(6) 0.148 x 3
-
1
? �?
-
U
I s 1
. 1 ,15
THA426"
14
3s/s
26
71A
2
-
(4) 0,162 x 3'h
(4) 0.162 x 31h
(6) 0.162 x 3'/2
-
2,435
2,435
2,435
-
2,095
2,095
2,095
;( D 167.x 3'V2
(6) 01S?Y>3'l
c
33p
3�0
:3 330
-
-(4)
THA426 2
14 7'/a 2G'tis 93/4 2 - (4) 0.162 x 3'h
0.162 x 3'h
(6) 0.162 x 3'h - 3,330
3,330 3,330
-
2,865 2,865 2,865
"Y a
aCPi-'M ount(Max.)lrrstallatfon
..-.-,. ,.i .R
�,.,.._, r,,. .,c _. <. Xc ... ... ,� sa ... ..:.-„x< .. .,3
.. ..,..-.,-,a.....-v ..,� ..-".KX'..
•.. .. .
.:....
...gym _ .t_
THA29
1 18
1 1 Y.
9"/is
51h
1
911As
-
(16) 0.148 x 3
(4) 0.148 x 3
525
2,265
2,265
2,265
450
1950
1950
1950
THA213 "-:
"18
1 s/a ,
135Ss
_.
5'%z
1344s
-
{14) 0148.X3
(4) D.148 x 3
`-5s
c 04>
2.0
_ �0
,�
i C
20}U'.:
` 2105`
THA218
18
1 s/a
173/is
5'/2
(18)0.148x3
(4)0.148x3
855
2,450
2,450
2,450
735
2105
2105
2105
THA218 2
l6
3 /a
:..�
tis
B
0 r
t
2),0162 x'3 h
6 0162 x 3 h
(�
1 855
L L'4
8
s
�..
,
,1:7
• :�.)
, , ..
., .;
z .
..
FL
THA222-2
16
3'/e
22'As
8
-
14'/is
-
(22) 0.162 x 31h
(6) 0.162 x 31h
1,8-55
3,310
3.310
3,310
1,595
2:845
12,845
2,845
LA
THA413 '
18
3s/s =13540
4%.
133/s
-
4) 014
(18:x 3,
{4) 0.148 x 3
°-K
�'
' o4r1
4aQ
THA418
16
3%
171h
77h
-
14'/,s
-
(22) 0.162 x 31h
(6) 0.162 x 31h
1,855
3:310
3,310
3,310
1595
2:845
2,845
2,845
TMA422
16
3s/s i
: 22
T/e !,
14yis
-
(22) 0162 X'3 h
(6) Q.162 x 3'fz
1;855
3
845
THA426
14
3%
26
77/s
-
16346
-
(30) 0.162 x 31h
(6) 0.162 x 31h
1,855
4,415
4,480
4,480
1,595
3,795
3,855
3,855
THA422 2;
14
.7.'/a
2'IA
93I4
163fis
=
(30) 0162 x_3?/z
(6) Oc1fi2 x 3'h
1. 855
5170.
5 a20
. ;5 520 '
7,595,
4,445
4 745 ;
. 4 745 ,
FL
THA426-2
74
7'/4
26'tis
93/4
-
18
-
(38) 0.162 x 31h
(6) 0.162 x 31h
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 albwed. Reduce where other bads govern.
2. Wind (160) is a downbad rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 1 Ih' min.
top flange are based on a single 2x carrying member, all other top -flange installation bads are based on a minimum 2-py2x 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 1 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 Ooist) 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.
18
Simpson Strong-Tiee Wood Construction Connectors
Sm' PSON
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 fight -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovatlle double -shear nailing that distributes the load 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 ZMAXe 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 tp achieve the table bads; _.__ .-.
'Nof designed' of � we e br`ffa er a�pprications. '
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
Naiing Side View
(Available on
some models)
t' for us
VAB for4xs
L-US28
HHUS210-2
uV_4-
- MUS28
IETA
HUS210
(HUS26, HUS28,
and HHUS similar)
HGUS28-2-
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
0
:-Simpson Strong-Tieei Wood Construction Connectors ; : ` '
Face -Mount Joist Hangers (cont.)
D
Ss
i
> Model
No
Mm
He ght t`
Ga
Dimensions (m }
Faste'riers
I W
l:
H
g .
Carrying Carried '
Member Member
Single 2x Sizes
18
Q?/ar
(4)
(2 0:148 x 3
'LUS26
41/4':
1�i6
-°43/�
13Ja:
": {4) 018 x 3:O's148x3
MUS26
4"As
18
1 %,
5%
1 2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
45/6
16
15/e
5%
3
(14) 0.162 x 31h
(6) 0.162 x 31h
12 :
; 16/s :"
i 59/e ;
5 �- -,
"(20) 0-182 X 3?/2'
ll " 48)-0:162. 31h a?'
LUS28 :=_J
43A6•�
MUS28
I 6%
I 18
1 §S6
673A6
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61h
16
15/6
7
3
(22) 0.162 x 31/z
(8) 0.162 x 31h
HGUS28
6%.
12
15/s
71/6
5
(36) 0.162 x 31h
(12) 0.162 x 31h
11JS210°,.
4✓a
18`;:,�'
19AG..
';71946
=13%d,
. '(8)0:148X3
(4)„0748:x3;°'
HUS210 =
83/s ; -`
i 6.
15/6 .
^9
3
(30) 0.162 X 31h
. (10) 0;162 x`3?Iz
HGUS21.0=1,
'12','''
15/a
`'81/a
•, 5'-
(46)0.462x31W;:(16)0162.x31/2
1. See table below for allowable loads.
These products are available with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
t with Strong-DriveO SD Connector screws.
See pp. 335-337 for more information.
a
DF Allowable Loads
. SP Allowable Loads
SPF/HF Allowable Loads -
z,Code °.
No Uphft1 Floor'; Snow Roof Wmd Upliftl Floor Snow Roof .Wmd Uplrftl Floor Snow ; Roof .a Wmd Ref '
(160) �(iD0) -� (115) _1 (125) _(160) (115) (125) ' : (160)
- Sm le tic Sizes - - -
LUS24, '
3
67D '
, 765„'
I,?820 ;'
;1,045+
;_ r
„° 725 ..T'825
,':
`$90
1, 2v -
3ii0"
495v
. 565 ,
605 '•
,.770
LUS26
1,165
865
990
1,070
1,355
1,165
935
1,070
1,150
1,475
865
635
725
785
1,000
IBC, FL,
MUS26 '
J ,:'
-1;295.
7
1,560-,
„1.,a0,,'y
o;u. ',.1405
s 1.560
1;5 D
15
8i0'`
<955:
' 1;090''
..1,180' <,
LA
HUS26
1,320
2,735
3:095
3,235
3,235
1,320
2,960
3,280
3:280
3,280
f,150
2,350
2,660
2,780
2,780
HGUS26
r
.4;340"
, 4,850'r
5,17D-,
„5,390 ,�
..";> 7 x ''
` 4,fi9Q .
, :5 220- ,
39D ,
'' 5',390
. ^'78t)'
3;225;-,
' 3;610. i
.:3;870 :"'-3;9B5
IBC, FL
LUS28
1,165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1,465
1,730
865
810
925
1,000
1,270
'MUS28 .
1,U20%
.1;730,-.
1975
. 2,125 `
=z25 -_
` 32. s
1;875,
: 2,135
,2;255
; _.%5�
,150
`1,270
1,455.'
1,575 ..
;, 5.
IBC, FL,
LA
HUS28
1,760
4,095
4,095
4,095
4,095
1,760
4,095
4,095
4,095-
4,025
1,480
1 3,520
3,520
3,520
3,520
HGUS28
1.,E-C
_ZS;.
7.275"!
7,275 :
' 7275 .:-
i t5-v
,72 ..
-'._1r{.
- 7;275 ...7,275,
.. is[r
:670
••3,82D
3;915;
_ 4;250 ,
IBC, FL
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
1 985
1,120
1,215
1,500
IBC, FL,
HUS210-
° 6 5
` '.50,.
5 .
° 830 `;
�30
6 63
_5;
;:7 '
�3
5.t=t
2 [[D
s?0
[ �5
ra .
, r,_5;
LA
HGUS210
2,090
9,100
9„00
9,100
9,100
2,090
uMoj
9,100
9,100
9,100
1,545
0,340
1 6,730
6,730
6,730
IBC, FL
1. For dimensions and fastener information, see -table above. See table footnotes on p. 195.
H H-US/HGU-S
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 bads are:
HGUS Seat Width
Joist
Down. Load
Uplift
W < 2"
Square cut
0.62 of table load
0.46 of table load
• W < 2"
Bevel cut
0.72 of table load
0.46 of table load
2" < W < 6"
Bevel cut
0.85 of table load
0.41 of table load
2" < W < 6"
Square cut
0.46 of table load
0.41 of table load
• W > 6"
Bevel cut
0.85 of table load
0.41 of table load
94
*_'Acute
side
0° 1
Specify angle
Top View HHUS Hanger
Skewed Right
(/oist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
6L
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Simpson Strong -Tie' Wood Construction Connectors
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/a". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1h" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/a" per ASTM D1761 and D7147). See technical
bulletin T C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
W Finish: Galvanized
L _
0 Installation:
U
(D Use all specified fasteners; see Geheral Notes
oCan be installed filling round holes only, or filling
V round and triangle holes for maximum values
y See alternate installation for applications
using the HTU26 on a 2x4 carrying member or Min. hee.
HTU28 or HTU210 on a 2x6 carrying member heighl
for additional uplift capacity per table
cc
11 • HTU may be skewed up to 671/z°. See Hanger
HTU26
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1W maximum gap,
Options on pp. 98-99 for allowable loads.
• See engineering letter L-GHTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Cha
4�� Many of these products are -approved for installation with Strong-Drive
SD Connector screws. See pp. 335-337 for more information.
Standard Allowable Loads (1/s" Maximum Hanger Gap)
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar]
Min
. Model
No
-
Height-
Dimensions pn)
Fasteners
-
Carry"ing Camed
, Member � Member.(100),
DF/SP Allowable Loads
Upllft? Floor Snow Roof Wnid
(115) •(125) (160)
SPFJHF Allowable Loads
..
Uphft,r Floor know :Roof Wihil
'{760)• (100) ;(115) - (125) ;{16b)
'
Code'
Ref.
Single 2x Sizes
HTU26 '
!39h.
.15/e:
5?ha
31h,',
�(20) 0;162 x.31h
(11)`0148 x 11/z
r':G -
7.G C
^_iwr„
.-z.c?+l
� 55�� ,
8 ..,6
.i 64:::;Ec
o
':HTU26 (Mini),
$�/a
1%a
.'Sha
31h
(20)�0.162 X31h
� t(14)Y=D.14$ x i?h
1;25D.'
2,940 '
3,200 1'32D0 `
3,2O0
• 1;075
1;852';i
:2.015 `,
2;01f; �'�2;Q15
HTU26.(Maxi)
: � 51h
.1 �a
;?tia
'3?h �
:(20) 0.162x 31/z-'J
'(20);0148')01h
1,555'°1
2,940'
'3. �} �.:.;5a .
•°-0;01D`;
.1,335 :
2;5301
, 2 So
3' �G ; 3,-050-
IBC,
HTU28 (Min.)
3'/e
15/a
7%
31/s
(26) 0.162 x 31h
(14) 0.148 X 1 Yx
1,235
3,820
3,895 3,895
3,895
1,060
2,865
2,920
2,920 2,920
FL,
HTU28 (Max.)
71/a
15/e
71fia
31h
(26) 0.162 x 31h
(26) 0148 x 11h
2,020
3,820
4,315 4;655
5,435
1,735
3,285
3,710
4,005 4,675
�
HTCI210:(Mln:)
/a
."8�
91fia ;
>31h
(32) 0.162X 31h
<(14)-0198:z 1'/s
' 1,330
4 °3_
_,
�.1,145
a,2 F 1.2.__c
0.2z55' I S 22 .
HTU210,(MaX), ,I
9?1a
1 /e='9'1/ia
31h
:(32)0.162'x31h
'(32)'0.148x`-11h
3,315,',4,705
�Ez..,'.1 53731
.5;995.;1
2;850,
4,D45:''Fsoo
4';9..i? i'5;155"
Double 2x Sizes
HTU2`6-2;(Min)
f5?fia•
31h
;(20).0.162X,31h
,=(14)0.1487l3-
1,515,
2,940
1. ;5rn�
-3910,
1305.�
1,85D,",`2,090'�:2;255
<2;4,G5"
(Iv1'n)
7
•
`(26)
14,310
�
HTU28-2 (Min.)
3'/s
33'ia'
7?tia
31h
( ) 0.162 x 31h
(14) 0.148 x 3
1,530
11 3,820
4,310
4,310
1,315
2,865
13,235
3,235
3,235
IBC,
HTU28-2 (Max.)
7Ya
3s/ia
734a
31h
(26) 0.162 x 31/z
(26) 0.148 x 3
3,485
3,820
4:315
4,655
5,825
2,995
3,285
"�'1D"
`4t',5
' �:;0°icy.
�p
�HTU210-2,(Min),
`3'%-.
3�4e`91fic
3'h;`(32)0:162.x31h
=(14)0148x3.'
-1;755',
4,705;
'4;615
4;815
.1,510',3;530::)
3,610.3,'610'
3,610'
HT1121D-2:{Max)`-'97/a
35fie,9?fia":31h;(32);0,162X31h,':;(32)0.1413x3
;4,110,`
4,705'.•=5,?iG�'aD
:;
.e;�:5''
3;535'
4;095-;-,aoJ:
�:�Jn
+��DJ
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 leading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/e° and 112°, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector' software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148° x 1'h" nails in the header and
reduce the allowabb download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
S. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
96
Simpson Strong -Tie® Wood Construction Connectors
Face -Mount Truss Hanger (cont.)'
�y Many of these products are approved for installation with Strong-Drivem
E SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
Min I
m
Fasteners (m) :
DF/SP Allowable Laads
5PF/HF AllowahleLoads '
Model
No
Heel
Height
'Minimum
Code'
Ref.
(6
[HTU26
"(in)
Member
Member ""
Member
(6I0)
(100)
{715)
(125) i
(BD)::
(100)"`
(115}
N(125}
( 60):
(Min)
37/a
(2) 2x4
(10) 0.162 x 31h
(14) 0.148 x 11/z
925
1,470
1,660
1,790 1,875
795
1,265
1,430
1,540
1,615
HTU26 (Max.)
51/z
(2) 2x4
(10) 0.162 x 31h
(20) 0.148 x 11/z
_ 1,240
1,470
1,66D
1,7.90 12,220
1066
1,265
1,430
1,54D
1,910
IBC
HTU28;{Max)
" -;71ia
�m= (2)'2x6
;(20) 0162x 31/z
(26) Q..148x 111z
,
1 970
, . •....
2;940
3 905
1695
2;530:',
F 1...
J
3 360`
FL, LA
HTU2 i3O (Max }
911a .I
'(2)'2x6 "
(2b) 0162 X 1 1/z
"(32) .148] 1 Yz
'--:2 760"""
2'940
3LJT.
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 listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
iYl4de1
No
ti7ln
-Heat
Height
Dimensions (m)
ryW H r B
Fasteners (in)
t;arrymg Carved
Member Member
DF/SP Allowable Loads : '
Upbft Flo or Snow Roof ` Wm�
SPF/HF Allowable Loads
Uplift Elliot Snow Roof Wind
Guu,
Ref.
Single 2x Sizes
HTU2`
02/
.4/z
;
'
4'31/
J
1
7 J-
HTU26 :
371a ,
. 7 �h
5*s
; 31/z•
(20) 0162 x 31/z
{14) 0.148 x 11h
;1,175
2,940
3,100
3100
3100
1 010
1,955
1 955
1955
1 955
HTU26,(Max)
: 51h
13/e
57h6
: 31h
"(20) 0162x31h
(2DJ 0.148x11h
1215
2;940
i �2
nc?.'
0 0':
1045
' 1;850
11;9
_5a;
2 285 `
IBC,
HTU28 (Min.)
37/a
15/a
7146
31/z
(26) 0.162 x 31/z
(14) 0.148 x 1112
1,110
3,770
3,770
3,770
3,770
955
2,825
2,825
2,825
2,825
FL,
LA
HTU28 (Max.)
71/4
15/8
71ti6
31/z
(26) 0.162 x 31/z
(26) 0.148 x 11h
1,920
3,820
4,315
4,655
5,015
1,695
2,865
3,235
3,490
3,765
HTU210 {Mm) .'
' 37/a
1;�
9'/
31h'
;(32) 0.162-x 3a/z
(14);D.148 x 1?fz
125.0
3'600
3 600
3 G001
3 fiOD
,',075
,2,700.
2700
2 Z00
A,7
2)A148x.1
3 255'
4;7D5
5;020
5 020i
5 020;'
"2,800
.3 530:,
:3;765'
3,765:
Double 2x Sizes
HTl126;2 (Min.) ,`'
37/a
(20) 0162 x 3ih
(14);0:148 x 3 i
:,1 515'
2;940 1
3 500
3 500,-
1,305 ;
;2;205
2,205
2,205
2.205
HTU26-2 (Max.) ;,
51/z '
.394a
57/16: a
31/z .
;(2"0) 0162ix 31/z
_.
(20) 0:148 x 3'
` 1910
,.
2;940 `; i'
3 50D -'
3 500 !
1, 645
2,205
2205
2 205'
2,205
HTU28-2 (Min.)
37/a
3-546
71A6
31/z
(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
113C,
FL,
HTU28-2 (Max.)
71/4-
3-A6
71/ie
3?/z
(26) 0.162 x 31/z
(26) 0.148 x 3
3,035
3,820 4.3i 5
4,655
5.520
2,610
2,865
3.235
3,490
4,140
LA
HTU216 2 (Min:) `
.37A `.3:�,6
9'fe-
31/z
(32)"0.162 x 3yh
' (14) b:148x3 ,
'-1755:
4,2oa 4;255
4'255 :
4,255 :
1510
3,190
.3,19b
3,190
3,190
HTU2 0 2 {Max:)
. 91/a
3§46 ,
.9Y6
31h
;(32) 0162 z31iz
.{32)'"0A 8.x 3
3 855
4,7D5 i 31'
� _:
6 4701;
3 315
'i3,530
3,980
4;300 ,
41855
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind bading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between Ma" and 1Y, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVFPI 1-2014. Simpson Strong -Tie® Connector Selectore software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional infomiation, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148' x 11h' nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uprd is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
I•=
19
Simpson Strong -Tie° Wood Construction Connectors � - .
�'SIIVIPSON
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additiona%4 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/ie" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 2-5V' at 100% of the table load. Specify as an `X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model 7TN2-25134H) for concrete and 1;4` x 23N' Trite? ; 2
screws (k/iodel T T I\12-25234H) for GFCMU. Follow all
installation instructions and use the loads from the say.•n
lumber or E MP 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 0/4" x 23/4" —
Model TTN2-252344 and for concrete 0/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/1e"-diameter hole to the specified embedment
depth plus 1/z".
• Alternatively, drill the 3/ie"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
Will reduce or -eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Fits are available. They include a
3/15" drill bit and hex -head driver bit (Model T FNT01-RC);
a 3/16" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/a" is required as shown in Figure 1 for fv16 uplift load.
• Vvbere no uplift bad is required, a minimun, end distance
of 1 ?h" is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
H UC410
HU214
Figure 1 — HUG410 Installed on
Masonry Block End Wall
Figure 2 — HU0410Installed on
Masonry Block End Wall
e
23
.: -Simpson Strong -Ties M%od Construction. Connectors . `. Y
Medium -Duty Face -Mount Hangers (cont.)
Nil
These products are available with additional corrosion protection. For more information, see p.15.
- x Model
No
Standard Concealed �e
' � Fasteners
fin)
GFCMU n Concrete x
Titen®2 Titen° 2 is
� Allowable Loads (DF1SP) z ,� xr i
Code
Ref
'
GFCMII i
Uplift Down
(i6D)j10D/125)
` Concrete �
Uplift- Down
HU26X
(4)1/4 x 23/4
(4)1/a x 1 a/4
(2) 0.148 x 116
335
1,000
335
1,545
HU28X
(6)1/dx23/A
(6)'/bxl?/4
„(4J0148x1?/z45
`1500
764,
2400
EM
HUC24 2
(4) /4 x 21/4
(4) 1/a x 1 a/a
(2) 0.149 x 3
380
1,000
380
1,545
;HUC26, 2-
(8j'✓a X gala , f
, ' (8)'/4 x Y-
(4) 0148 x 3
78D
2 000
760
3 200
;
.HUC26 2
(1211/4 x 23/a {
: (Y2)'/4 x 1;a/a
_(6) 0148 x 3`
1735
3 ODO
Y 135`
3950
HU26-3 (Min.)
HUC26-3 (Min.)
(8)1/4 x 23/4
(8)'/4 X 1 3/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)114 x 23/4 I
(12)114 x 13/4
(6) 0.148 x 3
1.135
3,000
1,135
3,950
HU28=2 (Mm)
=HUC28=2 (Mm } `` '
..(1 D),'/s"x 2a14
~`;(10j 1/4 x 13/4
(4) 0.148 x 3
7.60
?2 5D0 ,;
760 '
3,725
HU28 2;(Max) -
`HUC28-2 (Max)
(14)1/4`x 23/a
;;; (14)1/a X 1'a
(6) 0148 x 3
1;135
3 500
1135
4;926 ,
HU210
HU21 OX
(8)1/4 x 23/4
(8) 1/4 X 1 3/1
(4) 0.148 x 11/2
545
2,000
760
2,415
HU210 -2 fMin) .
' HUC214 2 (Mm)
(1 ) 4x 23I4
''N (14)1/bx 13/a
(6) 0148 x 3''
1 Y35
3 500 k'
113a;;
4 92Q
I rU2v{vlat(
r3uC2I0'2(Sb1aX} w.
(1flj'lrS�3✓4
( {litjv$"ys-
jr£}0i49it2
1800
4500
HU21 D-3 (Min.)
HUC210-3 (Min.)
(14)1/4 x 23/4
(14)1/4 x 13/a
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUG210-3 (Max.)
(18)114 x 23/4
(18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212 °
:: HU212X; , _
_.. ...
j10},1/a_x 2ai4
(10)'I4x ]a/a
{6j`0 Y48 x ]'h
1,135
„` 2,500
1135''
2865
HU212-2 (Min.)
HUG212-2 (Min.)
(16)1/4 x 23/4
(16)1/, x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUG212-2 (Max.)
(22)1/4 x 23/4
(22)1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
H1.1212-3 (Mm) ' 1
HUC212-3 (Mm) z'
(16)'!a x 2
i .= (16)1/4 x 13/a
` (6) 0148 X 3-
1:;135
) 4 000
11351
4j920 ':
HU212-3 (Max)
HUC212 3 (Max} :`
(22)1/asx2"a
;{22)'/4 xv1'3/4
(10) 0148;x3
1;800
; 5 085-
HU214
HU214X
(12)1/4 x 23/4
(12)114 x 13/4
(6) 0.148 x 11/z
1,135
2,665
1,135
2,665
HU274-2 (Mm) ,;
. HUC214 2 (Mln)
(18) Y.>X 23/a
(18)1/4x 1:3<
(8) 0 Y48 z 3 `
1 510
= 4 50D
1 515-
5085
HU214 2 (Max.)
HUC214-2 (Max)
= (24)'?/4 x 23/4
i '; (24)1/4 xw1:3/4
„(12) 0148 x 3
2;015
5 085
2 0�5
5085 ='
HU214-3 (Min.)
HUC214-.3 (Min.)
(18)1/4 x 2a/a
(18)'14 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUG214-3 (Max.)
(24)1/4 x 23/4
(24)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
Hi '
HU216Xi'' f
(1$)'/4x 23/a .,.
` (1$)'/a X_T3/a
(8) 0148 x 1?%z
1510
2 92II -,
1;515.
2;920 w
HU216-2 (Min.)
HUC216-2 (Min.)
(20)114 x 23/4
(20)1/4 x 1 a/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26)1/4 x 23/4
(2 6) x-1 a/a
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216-3 Min.),,
HUC218 3 (Mm) ; ;?
"(20)1/<X2a/a
:;" (20)1/4 z 13/4
;;(8) O 148 x 3'
j510
4 920
1 515
4,920 ,
(26)'/4 x 1a
=:;(12) 0148 z 3
2;015
5 D85
2,015
HU7 (Min.)
(Not available)
(12)114 x 23/4
(12)1/4 x 13/4
(4) 0.148 x.11h
545
2,980
760
2,980
HU7 (Max.)
(Not -available)
(16)1/4 x 23/4
(16)1/4 x 13/4
(8) 0.148 x 11/z
1,085
3,485
1,085
3,485
H119;:(Min)
(Not ava'�able)
(18),"/4:x 23/4
(18)1/4 x 13✓4
41
(6) 0148 x 1,?h
1;135
3 23D
1,135
3,230 "
HU9 (Max)
(Not avairlable)
(24)'/ax1/4
0148 x 1?/z
1 445
3 735
1445
3;735,
HUii (Min.)
(Not available)
(22)1/4 x 23/4
(22)1/4 x 1 a/4
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(30)1/4 x 23/4
(30) 1/4 x 1 %
(10) 0.148 x 11/2
1,445
3,735
1,445
3,735
HU14,(Mln)
(Not available) . '-
(28}:I x 23/a
{28)'/4 x _13/4
{8) 0148 z 1�?7z
1r515
3 485-.1,515',3a485
HU14.fMax)
;(Notavailable}
(36)'IaX23'4„
_ (36)Yaz:1'al4
4)0.148x"1;1/
2015
4245 `
2,015
4,'245
38
STAGGER JOINTS - TYP.
RAI5FP HEEL ROOF TRUSSES
B/SKI
SEE PLAN
EI
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MASONRY WALL t'
EACH TRUSS - SEE
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PLAN
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NOTE: ADD'L FRAMING NOi
SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARING
A
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SKI
ROOF SHEATHING- SEE
SOFFIT/FASCIA- SEE ARC{
RAISED HEEL ROOF TRUSSES
-SEE PLAN
RIBBON BOARD -
SEE SCHEDULE --
:ii
FOR SPACING I
FASTENING TO w
TRUSSES
WALL SHEATHING -BEE PLAN 41:-
MIN. 15/32' GDX PLYWOOD OR
1/16' 05B WITH 8d GUN NAILS
(0.131' X 2 1/29 6 6' O.G. TO
UPLIFT/SHEAR GYP. CEILING -
RIBBON BOARD5
ANCHOR EACH 5EE PLAN I
iRU55-SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRUSS
MASONRY WALL -
BOTTOM CHORD
5EE PLAN
RAISED HEEL TRUSS BEARING B
' 6C41E. NT8 SKI
RI5l30N 5CHEDULE1-
DESIGN CRITERIA
RIBA iq MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
WIL=165 MPH
ji
(2) 12d GUN (0.131' X 39
(Vaed-125 MPH)
4 SPFn
24'
TO EACH TRUSS, (4)
EXP. B,
((�Ij
NAILS AT JOINTS
ENCLOSED
6
VUILzIW MPH
I' °'
(2) 12GUN T
(Vaed=1313 MPH))
rc
1,"21(4 SPFS"1
16'
(, 4)
TO EACH TRUSS,
E
EXP. G,
NAILS AT JOINTS
ENCLOSED
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SHEET TITLE:
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cA,sfn S,Eu xoof 5wssfs
SHEET INFORMATION:
!Deno: „16
UAif ISSUER IIA0.16
OMYMOT: -
SK.I
ALPINE
m,.riwcc.v.pA.w.
januaiy,10,,,20'20
Carpenter-Diitractor's' of America, Inc.-
,3.960* Avenge G, NW
Winter Haven, FL 3 3,996-62-0,1
Dear Matt:
Ithas come tip my attention: that some que9tibns were raised concerning diameter
holes. drilled thru the chords '(wide face),of:sy_542 gable end trusses tp, allow for,
threaded rods used for -Iie �Abwns." If these gable ends are -over cons lnuqps s,qpgort
farce no dogie�*-.thftn 4'-Q.0 witbout damagingapy, �o'nliedbfPlAte�or veriia(l' .�sihen
n6 repairis Teqjjjred. The truss only suPPorts: 2 feet, Of floor loads And no additional,oadditional,-
1,:Q-ad;,
Ifybuhave .any -questit),ns.-,'pl,e'ase give
4. 01
4:.
No. 8,6367 S�
STATE OF
ON.
, Yoo hw.ak
6750.',F6ruT.n.brivp; SWte 365 - Othand p,L FL 328Z1 1- (800) 521-9790 (863) 422-.8.685
WWW:aipine.itmeq.M
,,,OojjI I It p f flPI i
���w �• \C41 �191 C •9 �'".� 03/25/2021
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ALPINE
AN QW COMPANY
FL REG# 278, Yoonhwak Kim, FL PE #86367
�4 ORIptf ' ��� ikismNlt i�f b•+n �� sl�nsd
- ��tlb/ibiill►�� uarirtyonw1owolw*�vrrsi0n..
Cusfemer.- _Carpentdr Contractors of America Job Number. N362326
Job Descrition: 7.A.51320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS
Address:
Design Code FBC 7th Ed. 2020 Res lntelliVlEW Version: 20.02.00A
JRef#.• 1X4089750120
Wind Standard. ASCE 7-16 Wind Speed (mph): 160 Design Loading (pso' 37.00
Buildin Type: Closed
This ,package contains general notes pages, 34 truss drawing(s) and 5' detail(s).
1
084.21.1459.59139
Al
3
084.21.1459.59218
A3
5
084.21.1459.58889
A5
7
084,21.1500.00295
A7
9
084.21.1500.01109
A9G
11
084.21.1459.59655
B2G
13
084.21.1500.00983
L1
15
084.21.1459.59452
EGE
17
084.21,1500.00889
EJ3
19
084.21.1459.59436
CJ3E
21
084.21.1500:01045
CJ1 L
23
084.21.1459.59656
EJ7
25
084.21.145959217
CJ5A
27
084.21.1500.00828
CJ52
29
084.21.1500.00623
CJ3A.
3`1
084.21.1500,00453
CJ1
33
084..21.1500.01014
HJ3
35
A16015ENC101014
37
A16030ENC101014
39
GBLLETIN0118
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www.alpineitw.com
{
2
08421.1500.00577
s.:
A2
4
084.2.1.1500.00827
A4
6
084.21.1500.00123
A6
8
084.21.1459.59967
A8G
10
084.21 A 500.00186
B1
12,
084.21.1459.59561
MEG
14
084.21,.1500.01015
L2G
16
084.21.1459,58998
EJ6E
18
084.21.1500.00092
CJ5E
20
084.21.1459.59889
CJ1E
22
08421.1500.01108
MG1
24
084.21.1500.00420
EJ72
26
084.21.1459.58952
CJ5
28
084.21.1459.59358
CJ3
30
084.21.1500.00670
CJ32
32
084.21.1500.00733
HJ6E
34
084.21,1459.59827
HJ7
36
A16015ENC160118
38
A16030ENC160118
Florida Certificate of Product Approval #FL1999
Printed 3/25/2021 3 03:50 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or 1310, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es.oro.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.orq.
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.sbcindust[y.com.
Page 3 of 3
SEQN: 67490 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T6
FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59139
Truss Label: Al / YK 03/25/2021
rn
bo
6''3
12'2"9 + 18'3"4 + 21'4"12 27'5"7
6'1"4 6'1"5 6'0"11 31"8 t 6'0"11
1' 9'10"
9'10"
.5X5 =5X5
E F
39'8"
10, 10,
19,10" 29'10"
33'6"12 + 39'8"
6'1"5 6'1"4
9'10" 1'
39'8+
Loading Criteria (psi)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.259 L 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 1546 A /- /861 /785 /303
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.481 L 983 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.097 K - -
N 1546 A A /861 7785 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.179 K - -
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 22.84 ft
TCDL: psf
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00
BCDL: 5.0 psf
5.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.865
N Br Width = 8.0 Min Re
9 q = 1.8
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.863
Bearings B & I are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.392
Bearings B & I require a seat plate.
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
o n
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
��,t„t�� rt w f►rr���ri
fi
o No, 86367
77ff .d
o �
STATE
- --V 1ul0 -Lull
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
oN+� ` e
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v 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 1310,
as applicable. Applgy plates to each face of truss and position as shown above and on the Jomi Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibilitty� solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Buildingq3esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.oro: AWC: awc.oro Orlando FL, 32821
SEQN: 674911 HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4O8975O12O T12 /
FROM: RAA Qty: 2 7A5/32O ,4EHJH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00577
Truss Label: A2 / YK 03/25/2021
12'2"9 17' 22'8" 2T5"7
4 + 6,1"5 4'9"7 5'8" �- 4'9"7
�'i 9'10"
T :'loll
=5X5 =5X5
E F
39'8"
10 10
19,10" 29'10"
33 f'12 39'8"
6'1"5 6'1"4
=ynotoc)
9.10.1 1'
39'8"
Loading Criteria (psi)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.264 L 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 1645 /-, /- /867 /786 /284
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.466 L 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.091 K - -
N 1645 /- /- /867 1786 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.160 K
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 22.58 ft
TCDL: psf
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Soffit: 0.00
BCDL: 5.0 psf
5.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.680
N Br Width = 8.0 Min Re
9 q = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.542
Bearings B & I are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.323
Bearings B & I require a seat plate.
Loc. from endwall: not in 9.0o ft
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE 1VIEW
o n
Lumber
Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1;
Bot chord: 2x4 SP 2400f-2.0E;
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.
CENS
go A
No. 86357
• 'a
v at STATE OF a 4Q
fi
iwa -ccui
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
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
—WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have 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 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildingq�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawingor cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enccttlneenng responsibilitty�r solely -for the design shown. The suitabiliffy and use of this
drawing for any stgructure is the responsibility of the Building -Designer per ANSUTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com: TPI: toinsl.ora: SBCA: sbcindustrv.com: ICC: iccsafe_Ora• AWC- awcnrn Orlando FL, 32821
SEQN: 674921 HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T11 /
FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59218
Truss Label: A3 / YK 03/25/2021
4Xti(t5Z)
7'8"6 15' 19'10"
7'8"6 7'3"10 4'10"
:5X5 III2X4 =5X5
D E T3 F
31'11"10 39,8"
7'3"10
1116X8 V� =_8X8 yv 1116X8
39'8"
I
io
t__+18'812
=4X6(B2)
9'10" 10, 10, 9.101,
9'10" 19,10" 29'10" 39'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in lac Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf. NA Ce: NA
VERT(LL): 0.278 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 1692 /- A /874 1789 /255
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.480 E 985 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.092 J - -
M 1692 /- A /874 /789 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.159 J
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 22.16 ft
TCDL: psf
Creep Factor: 2.0
B Br Width
g = 8.0 Min Req = 1.5
Soffit: 0.00
5.0
BCDL: 5:0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.757
M Br Width = 8.0 Min Re 1.5
g q =
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.840
Bearings B & H are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.385
Bearings B & H require a seat plate.
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
o r
LU111Uer - - ... ---'
C - D 2224 - 3172
Top chord: 2x4 SP #1; T3 2x4 SP #2 N; D - E 2062 -2703
— ' --"' "' ""
F - G 2225 - 3172
G - H 2277 - 3391
Bot chord: 2x4 SP 2400f-2.0E; B2,B3 2x6 SP #2 N;
Webs: 2x4 SP #2 N; W1,W4,W7 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Loading Chords Tens.Comp.
Chords Tens. Comp.
Truss passed check for 20 psf additional bottom chord B - L 3045 -1981
live load in areas with 42"-high x 24"-wide clearance.
K - J 2456 -1533
L - K 2456 -1552
J - H 3045 -1963
Wind
Wind loads based on MWFRS with additional C&C ���ii 11 rr��vr► Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
member design.
�`j®
Wind loading based on both gable and hip roof types. ��®��rr`�0 /�•'rS• • �j�®,o�� L - D 639 - 00
252
F - J 639
1v C + �. °��
-300
w� • D - K 411 - 252
J - G 447 - 349
•"'•
No. 86357
a
v
ter° a STATE OF r
10 e
rve�'�s•••ep•••
`ev
1"SJaNfA, e
1�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
**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 to
safety practices prior performing these
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing
attached rigid ceiling Locations shown for Permanent lateral restraint of webs shall have bracin
functions. Installers shall provide temporary
and bottom chord shall have a properly
installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face otruss and position as shown above and on the Join
Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional
information.
ALPINE
Alpine, a division of ITW Buildin$1Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling,
ANMCOMPAW
shipping,, installation and bracing of trusses. A seal on this drawingp or cover pa a
listing this drawing indicates acceptance of professional en ineering responsibilityy solely -for the design shown. The suitability and use of This
drawing for any structure is the the Building -Designer
675o Forum Drive
* responsibility of per ANSI/TPI 1 Sec.2.
Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: 1pinst.orq; SBCA: sbdnduslrv.com: ICC: iccsafe.ora: AWC: awc.ora
Orlando FL, 32821
SEQN: 67493 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T10 /
FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1600.00827
Truss Label: A4 / YK 03/25/2021
7'4"5 13' 19'10" 26'8" 32'3"11 39'8"
5'7"10 6'10" 610" 5'7.11
e5DX5 III 2E4 T2 =5F5
axti(tJz) III6X8 ✓� =8X8 yV 1116X8 4X6(B2)
9'10..
9'10"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 21.75 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,B3 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.
39'8"
10,
19,101,
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 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
VIEW Ver: 20.02.00A.1020.20
���tt����R►fr�to�i
No, 86367
s +
STATE DE
0 • F �,q
9.101. 1'
39'8"+
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1657 /- /- /875 /790 /225
M 1657 /- A /875 7790 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 1.5
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 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
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3 B7 or B10,
as applicable. App�y plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Al int , a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY
tr ss m conformance with ANSIl� PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover paWe 675o Forum Drive
listing this drawing indicates acceptance of professional enc�sneering responsibility solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 67494 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T9 !
FROM: RAA Qty. 2 7A5/320 ,4EHJH ,01H ,RL01 / 4EHB ! 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.58889
Truss Label: A5 / YK 03/25/2021
7'4"4 11' 16'11'A 228"12 2.8 8. 323"12 i 39'8"
7'4"4 3'7"12 7 5'11"4 '+ 5'9"8 r 5'11"4 37„12 T 7'4„4 '1
—,5X5 -5X5 =4X4 =5X5
D E F G
5 2X4 ar2X4 T
C W H
(a) (a)
W6
rn
A B I J1
�18'8"12
=axs(ez) -8z10 B2 =8x8 83 =8x10=4x6(62)
39'8"
910" 10, 10' 9.101.
9'10 19,10" 29'10" 39'8"
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des d::
D
Des Ld: 37.00
Mean Height: 21.33 ft
.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1; B2,133 2x6 SP #2 N;
Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" cc.
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 ]cc 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: 20.02.0 OA.1020.20
6.
f r
No
.86357 •
p v
�a STATE OF
® • /. A%
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1546 /- A /872 /791 /196
N 1546 /- A /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 - 1 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
IdII1
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
"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 er BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attache. rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracincl 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 i 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 Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY
truss in conformance with ANSIITPI 1, or for handling, shipping,, installs ion and bracing of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en lneenng responsibility 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 ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbdndust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 67495 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T20 /
FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00123
Truss Label: A6 J YK 03/25/2021
12'8"
1 10'
7'1"1 10,101, i 19'10" 24'8" 30'8" 32' "5 39'8"
T1"1 ; 15 l T2" 4'10" 6' 1'7" 7'4"11
=5X5 1112X4
�� D `=6X6 __ X5 �Fxr
1' i 910" 10,
9'10" 19,101,
- 39'8"
9'101,
i' 29'8" "}
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Sid: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
Des Ld: 37.00
EXP: C Kzt: NA
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. ,
Defl/CSI Criteria
PP Deflection in ]cc Udefl 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
0111111
lAolrrrar�/�'
�►` L�CENSF
a
s
y
0
STATE OF�Z° 4447
j
10, 1'
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ 1 R- / Rh / Rw / U / RL
B 1546 /- /- /855 1788 /193
O 1546 /- /- /859 1791 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
0 Brg Width = 8.0 Min Req = 1.8
Bearings B & 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 1-1 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
.,B" *+NAi ,die
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the JoiniDetails, 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 res onsible for any deviation from this drawing, any failure to build the ANMCOMPANV
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installa�on and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enpsneering responsibilitty�r solely or the design shown. The suitability and use Nis
drawing for any structure is the responsibility of the Building -Designer perANSVTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 67496 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T8 /
FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00295
Truss Label: A7 / YK 03/25/2021
" 2339'8"
7'19' 681'210'14 "212T'12 111A"
�I
1F3
:5X5 =4X4 =5X5 =5X5
12 ���2X4 D E T2 F T3 G -9YA
9'10"
9'10"
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: 20.91 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 i— 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 Udefl 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
1t��ti�tarrrrrr��►
QtkH WA
r,EN,9 ail 'i
*' No.86367 8
s, d
® a w
..
STATE OFr,;Accg�
fi
=Ynotoc/
9'101, 1'
39'8"�
♦ 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 - I 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
CORID� tea'
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
**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 c� SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid 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 Joint9Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE
Alping, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the RNMCO.GAW
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawingp indicates acceptance of professional en meenng responsibility solely for the design shown. The suitabilii9y and use of this
drawing for any sfr'ucture is the responsibility of the Building�esigner per ANSI/TPI 1 Sec 2. Suite 305
For more information see these web sites: Alpine: alpineitw com• TPI: tpinst org; SBCA sbcindustrycom• ICC• iccsafe or • AWC• awc.org Orlando FL 32821
SEQN:67499/ HIPS Ply: 2 Job Nber: N362326 Cust:R8975 JRef.,1X4089750120 T14 /
FROM: RAA Qty..
1 ,�7A'51270,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59967
Truss Label: A8G / YK 03/25/2021
2 Complete Trusses Required
■1
P
ih
E3
7' } 13'5"14 19'10" + 267T + 32'8" 39'8"
7' 6.5"14 64"2 6'4"2 6'5"14 7'
12 =6X6
5 C
=4X4 =8X8 =4X4 =6X6
D T2 E F T3 G
T
;X%(A1) =XFFA1)
r`
I 1 �18'8"12
N M L K J O
1112X4 =8X8 =3X8 =8X8 1112X4
6'10"4 6'5"14
6' 10"4 13'4"2
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP: C Kzt: NA
Mean Height: 20.50 ft
NCBCLL: 0.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.97 It
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N;
Bot chord: 2x6 SP SS;
Webs: 2x4 SP #3;
Nailnote
Nail Schedule:0.128"x3" nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
Loading
#1 hip supports 7-0-0 jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
39'8"
6'S"14 66 "14 V5"14
19'10" + 2'3"14 + 32'9"12
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.434 E 999 360
VERT(CL): 0.813 E 581 240
HORZ(LL): 0.071 C - -
HORZ(TL): 0.133 C -
Creep Factor: 2.0
Max TC CSI: 0.542
Max BC CSI: 0.411
Max Web CSI: 0.743
Ve r: 20.02.00A.102 0.20
,44111111►1111'//�I
A�f
� oa�•e i� i
• o
No. 86367
OF STATE 4F e .
`ee
6'10"4 i
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 3115 /- /- /- /1614 /-
0 3115 /- /- /- /1614 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
0 Brg Width = 8.0 Min Req = 1.8
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1762 - 3442 E - F 2781 - 5458
C - D 2492 - 4892 F - G 2493 - 4893
D - E 2781 - 5458 G - H 1763 - 3443
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - N 3147 -1600 L - K 4957 - 2539
N - M 3136 -1600 K - J 3137 -1601
M - L 4956 - 2539 J - H 3148 -1601
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
C - M
1951 - 991
L - F 553 - 267
M - D
488 - 672
F - K 488 - 672
D - L
554 - 267
K - G 1951 - 991
110o �o "�iCiQsi �•a
�dlllll101N"
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/25/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint 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 Buildin Components Group Inc. shall not. be responsible for any deviation from this drawipg, any. failure to build the A -COMPANY
truss in conformance with ANSIl� PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional 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: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 67500! SPEC Ply: 2 Job Number: N362326
FROM: HMT Qty. 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS
Truss Label: A9G
2 Complete Trusses Required
Tl"4
7'1"4
,2 T
5 �
E=4X6(A1)
c3 A 6
, 0'
10'
10'10" 14'8"
38"12 T 3'10:: T
=5X5
D
g 2X4 = 8X8
C E
(a)
N
=8X10
10,
20;
19'10"4 248"
5-24 4'9"12
1112F4 T3 -SG8
M B3 L
=H1014 =10X10
39'8"
7'8"
T 27'8"
Cust:R8975 JRef:,X4089750120 T38 /
DrwNo: 084.21.1500.01109
AK / YK 03/25/2021
32'8" 39'8"
8' T
6X
T4 = 6 T
H TI
4X8(B1)
II J t
K O
1112X4
5'112 6'10"4 1
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 Udefl U#
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
B 2756 /- /- /- /1633 /-
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.789 F 598 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.092 D - -
0 3785 /- /- /- /2265 A
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.170 D
Wind reactions based on MWFRS
Building Code:
NCBCLL: 0.00
Mean Height: 21.30 ft
TCDL: psf
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.6
Soffit: 0.00
5.2
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.730
O Br Width = 8.0 Min Re
9 q = 2.2
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.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: No
Max Web CSI: 0.791
Bearings B & I require a seat plate.
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE HS
o r
Lumoer wintl 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
M - L 5151 09
and attached at both ends to a suitable support by -3
erection contractor. ,1>1�1��l11I1l1/!►I
Nailnote ,' `"A°, s°� Maximum Web Forces Per Ply (Ibs)
Nail S hedule:0.128"x3" nails
4�',••� �1^ A, h 0 �'®� Webs Tens.Comp. Webs Tens. Comp.
Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. �� N - D 1975 -1124 G - L 797 897
ap a
Webs : 1 Row @ 4" o.c. ` s No. 8G�367 e � N - E 2091 -3404 L - H 2117 -1255
Use equal spacing between rows and stagger nails s► o p E - M 1625 -973
in each row to avoid splitting.
Special Loads �,9 a
----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) v �1 d SYATE OF o (�
TC: From 55 plf at 1.00 to 55 plf at 22.60 0 o ea ®�
TC: From 28 plf at 22.60 to 28 plf at 32.67 Q ►9 4� �� /
TC: From 55 plf at 32.67 to 55 plf at 40.67 Ia • P, IC -
BC: From 20 plf at 0.00 to 20 plf at 22.60®®S/ N ^t1
BC: From 10 plf at 22.60 to 10 plf at 32.64 / r
BC: From 20 plf at 32.64 to 20 plf at 39.67 l�ll1111)i19��11
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 03/25/2021
"WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 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 ANRWCOMVANY
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracingq� of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engiineering responsibility solely for the design shown. The suitabiliply and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/T I 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: 67475 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef1X4089750120 T2 /
FROM: RAA Qty: 1 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00186
Truss Label: B1 / YK 03/25/2021
1 i 9'1"12
9'1"12
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: 3.00 It
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1; T2 2x4 SP #2 N;
Bot chord: 2x4 SP #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
12'8"
38,
C8 T2 =5XD5
FAY
3'4"8
12'6"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):
8'2"4
20'8"8
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
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
``g�iN1t11H1��t�
A WAS
No. 86367
z m 4V
STATE 4Fft
{3�"8
'2Y'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 850 A !- /475 /536 /137
F 778 /- A /396 /486 /-
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
oil 0NAL
1/(oi1401�0
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/25/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for saty practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a properly
attachetl 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. Pefer 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 resRonsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engTeenng responsibilittyy solely or the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 67478 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T5 /
FROM: RAA city:
1 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59655
Truss Label: B2G / YK 03/25/2021
1, + 6'10"4
6' 10'4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 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.OE; 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.
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.
14'8"
78"
6X6 ; 6X6
C T2 D
Ah
T11"8
14'9"12
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl 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
VIEW Ver: 20.02.00A.1020.20
AwAkrl �V
CEN
e �
No. 86367
®, tl • 2
w
SKATE OFW--*- �
a�rifi o .`
21'
6'4"
5'10"12
20'8"8
�3'"8
'2i'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1605 /- /- A /997 /-
F 1559 A A /- /953 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 1967 - 3258 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
°,,ass••.+m•' 4. L
004,004NM `�
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/25/2021
'"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10,
as applicable. Applplates to each face of truss and position as shown above and on the Joinf etails, 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 AN rtwmA+aANv
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili��vv solely or the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC. awc.org Orlando FL, 32821
SEQN: 67479! HIPM Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X4089750120 T39 /
FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59561
Truss Label: MEG / WHK 03/25/2021
fi
M
(V
I I-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 "
5'9"8 11,81,15
5'9"8 5' 11 "7
5' 11 "4
5'11"4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wnd 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
17'8"6 17'H11"14
T 5'117 T8
1112X4 =4X12
D E
TT
N �9r4"
8-8„
HUM = 5X14 = 3X6
1113X6
17'11"l4
5'9"11
11,81,15
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):
5'11 "7
17'8"6
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.142 D 999 360
VERT(CL): 0.262 D 813 240
HORZ(LL): 0.024 C - -
HORZ(TL): 0.044 C
Creep Factor: 2.0
Max TC CSI: 0.877
Max BC CSI: 0.796
Max Web CSI: 0.824
VIEW Ver: 20.02.00A.1020.20
\0.4110EN
���trtrinrrvrr�e
Otak�wAk f''�
• No, 86367 0
A
m STATE 4F cv��
� 3"8
17'11"14
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 1248 /- /- /- /541 /-
F 1537 /- /- /- /686 /-
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 - 1 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
if,
• •
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING
"IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face opF truss and position as shown above and on the Join QDetails, 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 BuildinggComponents Group Inc. shall not, be res .onsibl for any deviation from this drawing, any failure to build the AN MNCONTANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation andebracinccl1� of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawingq indicates acceptance of professional engineering responsibilittyy solely for the design shown. The suitability and use of This
drawing for any sTructure is the responsibility of the Building -Designer per ANSIfT 11 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 67476 / COMN Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T24 /
FROM: MRS Oty: 2 7 A51320,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00983
Truss Label: L1 AK / YK 03/25/2021
5' 10,
5' r 5' 1
12 = 4X4
4 T
B D ih
4LJ
E �8 8
F
2X4(A1) 1112X4 =2X4(A1)
10,
1 + 5' 5'
5' 10,
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Lldefl L/#
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
Mean Height: 15.00 ft
HORZ(TL): 0.009 F
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
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)/l0(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
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
♦Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- ! Rh / Rw / U / RL
B 429 /- /- /273 /206 179
D 429 /- /- /187 /206 /-
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 - 641
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 578 - 825 F - D 578 - 825
1111111111 If
0�HW Ak P°r'`•
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o.
No. 86367R
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® �m
- a STATE OF Q
ft
414C.
''isS' •s0e�• �,
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face ot truss and position as shown above and on the Join gDetails, 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 AN 1wcoMVANY
truss in conformance with ANSIf� PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engBneenng responsibilit solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building Designer per ANSIMI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: 1 inst.or ; SBCA: sbcindusl .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 674801 HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef1X4089750120 T36 /
FROM: MRS Qty: 1 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.01015
Truss Label: L2G �AK / WHK 03/25/2021
13 5
3' 1 7' 10,
3' 14' 3'
12
4 F7:- =4X4 =4XX4
T
B E
q- \--/ I L; E
Li
F r 88
H G
2X4(A1) 1112X4 1112X4-2X4(A1)
10,
1 { 3'1"12 1 3,$„8
3'1"12 6'10"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
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 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 55 plf at -1.00 to 55 plf at
3.00
TC: From 27 plf at 3.00 to 27 plf at
7.00
TC: From 55 pif at 7.00 to 55 plf at
11.00
BC: From 20 plf at 0.00 to 20 plf at
3.03
BC: From 10 plf at 3.03 to 10 plf at
6.97
BC: From 20 plf at 6.97 to 20 plf at
10.00
TC: 98 lb Conc. Load at 3.03, 6.97
TC: 63 lb Conc. Load at 5.00
BC: 119 lb Conc. Load at 3.03, 6.97
BC: 50 lb Conc. Load at 5.00
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
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):
3'1"12
4-
10, 1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.037 G 999 360
VERT(CL): 0.074 G 999 240
HORZ(LL): 0.011 G - -
HORZ(TL): 0.020 G
Creep Factor: 2.0
Max TC CSI: 0.337
Max BC CSI: 0.502
Max Web CSI: 0.070
VIEW Ver: 20.02.00A.1020.20
`o
off+••all �" 0
N0, 86367 'R
..r
�r
STATE of w
♦ 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 G - E 1226 - 466
H - G 1249 - 461
NAI.
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
guire extreme care in,fabricating, handlin-g, shipping, installing.and bracing.. Refer to and follow the latest edition of BCSI
lb 1 ovrrZ_ wr srdnudro pule positions. Kerer 10 )oD"S ueneral Notes page Tor additional Intormatlon.
a division of ITW Buildingg Components Group Inc. shall not be responsibl for any deviation from this drawing, any failure to build the
conformance with ANSIrtPI 1, or for handling, shipping,. installation anc�bracin of trusses. A seal on this drawing or cover page
,is drawing indicates acceptance of professional enUeering responsibilityy solely -for the design shown. The suitability and use of this
1 for any structure is the responsibility of the Building esigner per ANSIrfPI 1 Sec.2.
e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA• sbcindustry com• ICC: iccsafe org• AWC• awc or
ALPINE
ANR COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEON: 67477/ EJAC Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X4089750120 T17 /
FROM: RAA pry: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21,1459.59452
Truss Label: EGE / YK 03/25/2021
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 "
1'8"12 1'1 "8
1'8"12 "12
12
4 1112X4CD
B 00
T T
TA M
6"1
EF
B 8
G
4X4(131) 1112X4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
For
8"12
—�� 12"12 —�
1, { 1 8 12 112
1'8"12 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 L/defl L/#
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 A A /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#
No. 86367
a
r R �
r
-®b STATE OF a44vQ 7
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
It Safety Information, by TPI an fabricating,
fo'r sa shipping,
practices rior to performing these functions. Installers shall provide temporary.
r BCSI. Unless noted otherwise, top chord shall have properPY attached structural sheathing and bottom chord shall have a properly
aid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
le. Apply plates to each face of truss and position as shown above and on the Join gDetails, unless noted otherwise. Pefer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ivision of ITW BuildincLComponents Group Inc. $hall not be responsible for any deviation from this drawing, any, failure to build the
lformance with ANSI4PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page
Jrawinq indicates acceptance of professional en�neering responsibility solely -for the design shown. The suitability and use of This
any structure is the responsibility of the Building esigner perANSUTPI 1 Sec.2.
formation see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.oro
ALPINE
MI COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 674591 EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef.lX4089750120 T7 /
FROM: RAA Qty: 7 7A51320,4EHJH ,01H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 084.21.1459.58998
Truss Label: EJ6E / YK 03/25/2021
6"1
4X4(B1)
519118
1 r 519118
9
10'9"11
Cn `—
N C0
N
818"
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT CL : NA
( )
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- ! Rh / Rw / U / RL
B /- /- //117
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.007 D - -
106
D 106 /- !- /58 58 A /- /-
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
HORZ(TL): 0.012 D - -
C 141 /- /- /85 /126 /-
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.805
B Br Width = 8.0 Min Re
9 q = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.356
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
Bearing B is a rigid surface.
Bearing B requires seat plate.
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
aa,1��tii111tPftl/10
,�,Qase
� WA -''�•
CENs s41 0
_.
No, 86367VA
s
s �
®�• STATE OF i ,Z
0.mo+� 0RI >$
i�l.� •r,tAG b
�,�ffslON'Ae
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
**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 properV 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 Buildin Components Group Inc. shall not. be resRonsible for any deviation from this drawing, any, failure to build the ANMCOMPAW
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enpmeering responsibilitty�r solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com: ICC: iccsafe.oro: AWC: awc.ora Orlando FL, 32821
SEQN: 67460 / EJAC Ply: 1 �J7A5,3ob Number: N362326 Cust: R 8975 JR&AX4089750120 T42 /
FROM: MRS Qty: 3 20 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00889
Truss Label: EJ3 AK / YK 03/25/2021
12
4 C
V
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
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
Ln
m
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.135
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
9'8" 7
ti
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /149 /85 /67
D 50 /- /- /27 /- /-
C 63 /- /- /36 /54 !-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
w I I I I I IIIplfft
ood�
CEN
No, 86367 °
m
@mow
s •
or
s® STATE of ®�
Ir 0�•toR���
���/ S•��•ie• pie
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, Installation and bracingciof trusses. A seal on this drawing or cover page
listing this drawin indicates acceptance of professional en Ineering responsibility solely for the design shown. The suitability and use of g is
drawing for any sfructure is the responsibility of the Buildingesigner per ANSI/T 11 Sec.2.
For more information see these web sites: Alpine: alpineitw.com: TPI: tvinst.oro: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC, awc_orn
ALPINE
ANMCOWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 67461 / JACK Ply: 1 Job Number: N362326 Cust: R8975 JRef1X4089750120
FROM: RAA Qty..
2 7A51320 ,4EHJH ,01 H ,RL01 / 4EH8 / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00092
Truss Label: CJ5E / YK 03/25/2021
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
Spacina: 24.0 "
12 C
4 10'6"5
cM
T
r�
B N N
A8r8rr
D
1, + 411"4
4' 11 "4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 it
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 Sid: 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): 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
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 252 /- /- /191 /108 /102
D 90 /- /- /49 /- /-
C 119 /- /- 171 /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#
��*ittai�ri�rhh
9 No, 86367
.e
® a a
% STATE OF
�o cc, "
®ft
: ZOR1D�:
ON�Ae
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
**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 c7 SBCA) o'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent laterel 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. 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 Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the A—COW
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This
drawing for any sgr'ucture is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com: ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 67462 / JACK . Ply: 1 Job Number: N362326 Cust: R 8975 JRef1X4089750120 T32 /
FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB ! 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59436
Truss Label: CJ3E / YK 03/25/2021
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
Tl
12
4 F7—,-
C
1, 2' 11 "4
a�e
2' 11 "4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: 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):
co
T_
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
9'1T5
::
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 183 !- !- 1147 /82 /66
D 52 /- /- /27 /- /-
C 64 /- A /35 161 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#
,�,,J j j I I I I I I? rrrl!
CEN
a No, 8636� 8
ib STATE OF
� p w
Sid 0NAli, , 4V
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attache. rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, _
as appllcab�le. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ��1�'-�
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE
VN
Alpine, a division of ITW BuildinccLL Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANmvmMaANv
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installatlon and bracingp� of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyy solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbdndustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821
SEQN: 67463 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T33 /
FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59889
Truss Label: CAE / YK 03/25/2021
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"1
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min, toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
12
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):
A
_F T
o
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: 0.186
Max BC CSI: 0.025
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
01PAR7
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 139 /- /- /129 /95 /32
D 14 /- /- /11 /3 /-
C - /-11 /- /28 /30 /-
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#
II II IIIlIfto
pNW WAk
No. 86367
o � • • w
•
� A f
e� STATE OF
it A •���g• q
dreoUO S,0N A 1 t� ,
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have 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 f 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 BuildincQ�Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional en ineering responsibility solely -for the design shown. The suitability and use Nis
drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 67464 / JACK Ply: 1
FROM: MRS Qty: 4
Job Number: N362326
,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS
Truss Label: CAL
Cust:R8975 JRefAX4089750120 T40 /
DrwNo: 084.21.1500.01045
AK / YK 03/25/2021
3
12
4
C
B
A
D
2X4(A1)
rr
11 "4
T 9' 0"3
T11
_ $r$rr
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 141 /- /- /134 /102 /31
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.000 D
D 10 /-1 /- /16 /11 /-
IDes Ld: 37.00
XP: C Kzt: NA E
HORZ(TL): 0.000 C - -
C - /-15 /- /29 /27 /-
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
BCDL: .psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.198
B Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.025
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Bearing B r a rigid surface.
Bearing B requires a seat plate.
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20
uuwm
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.
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o� STATE OF
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FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
**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 BC 1. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bragin installed per BCSI sections B3, B7 or B10.
as applicable. AppTgy plates to each face of truss and position as shown above and on the Joint9Details, 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 Buildin$Components Group Inc. shall not, be res onsible for any deviation from this drawing, any failure to build the ANMCOMPANY
truss in conformance with ANSI/) PI 1, or for handling, shipping,. installa�on and bracin of trusses. A seal on this drawingor 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
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: tpinsl.oro: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC* awanrn Orlando FL, 32821
SEQN: 67482 / MONO Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T23 /
FROM: RAA city: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 084.21.1500.01108
Truss Label: MG1 AK / WHK 03/25/2021
2 Complete Trusses Required
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
Soacino: 24.0 "
9M
T
1
6'3
3'2"8
3'2"8
7'
3'9"8
1112X4
12
5 U7--
48X4
n
�n
io
lX4A(A1)
18'8"12
E D
1114X6 1114XB
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 20.70 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 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.
3'0"12 3'11"4
3'0"12 7' "7
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): 0.021 E 999 360
Lu: NA Cs: NA
VERT(CL): 0.038 E 999 240
Snow Duration: NA
HORZ(LL): 0.005 D - -
HORZ(TL): 0.009 D
Building Code:
Creep Factor: 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.244
TPI Std: 2014
Max BC CSI: 0.667
Rep Fac: No
Max Web CSI: 0.439
FT/RT:20(0)/l 0(0)
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
WAX/P
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r
No. 863670-0
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ode s' •f0000® o�
air��►r<tut►
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 1508 /- /- /- /956 /-
D 1445 /- /- /- /945 /-
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
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
—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. rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10.
as appllcab)le. Apply Oates 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 Buildin Components Group Inc. shall not, be respponsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI/ PI 1, or for handling, shipping,, Installatlon and bracin4 of trusses. A seal on this drawing or cover pa a 675o Fon,m Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilifY and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. 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: 67434 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRetlX408
FROM: RAA city: 22 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 9750120 T18 /
084.21.1459.59656
Truss Label: EJ7 / YK 03/25/2021
6"3
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 20.50 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
7
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl 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
C
21' 10"3
M (h
co
1 S'S"12
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 327 /- /- /224 /164 /210
D 129 /- /- 170 /- /-
C 177 A A /99 /208 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#
,g111111111111/J�P
MACCE Ns
a No. 86367
-,b STATE aF
NAI: '
Pdo11d1mikkl"a�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
"WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
Der BCSI sections B3, B7 or 1310,
nless noted otherwise. Refer to
Alpinq, a division of ITW Buil
truss in conformance with AP
listing this drawing indicates
drawing for any structure is tl
For more information see these
deviation from this drawing, any failure to build the
of trusses. A seal on this drawinq or cover page
or the design shown. The suitability and use Nis
ALPINE
ANIMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 67443 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef1X40897501211 T22 /
FROM: RAA Qty: 3 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNc: 084.21.1500.00420
Truss Label: EJ72 / YK 03/25/2021
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
Spacinq: 24.0 "
C
21' 10"3
12
5
ED c` )
c'7
O
V'
B
A 18'8"12
D
dXd(R11
2,
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 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.012 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
VIEW Ver: 20.02.00A.1020.20
`011IIII IIIfliffo`
4J ►1Is� 1 P�
0
e No.86367
® ® d w
STATE OF a
's 0
♦ 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 /- /- /90 1199 /-
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#
aRjVr ®b"
cis a m g ,
'144 it till 010
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
)er BCSI sections B3, B7 or 1310,
iless noted otherwise. Refer to
ne, a division of ITW Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the
s in conformance with ANSIf� PI 1, or for handling, shipping,. installation and bracin.1 of trusses. A seal on this drawin or cover page
ig this drawing indicates acceptance of professional enccLLsneering responsibilit(y� solely -for the design shown. The suitabilify and use Nis
Ning for any structure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2.
more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq• SECA: sbcindustry.com; ICC: iccsafe or ; AWC: awc.orq
ALPINE
AN" COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 67444/ JACK Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X4089750120 T4 /
FROM: HMT Qty: 1 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59217
Truss Label: CJ5A / YK 03/25/2021
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
Soacino: 24.0 "
7
9)
19
C
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 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;
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' 10"4
4'3"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 Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
21'0"2
zo
N
18'8"12
Defl/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
Ver: 20.02.00A.1020.20
S�
0
No 616367
o s
y
► � ,m'�'.mu P .e
� � w
0
STATE OF
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 161 /- /-
/95 /60 /114
D 80 /- /-
/44 /- /-
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#
'�P ��• •. ORIVr
ONAL
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
"`WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an � SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless
per noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
attache.. ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
as applicabgle. Applgy plates to each face oT truss and position as shown above and on the Join QDetails, unless noted otherwise. F�efer to
drawings 160A-Z For standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,. mstallapon and bracin44 of trusses. A sea( on this drawm or cover paWe
listing this drawing indicates acceptance -for
A"m CC.PA
6750 Forum Drive
of professional encLineering responsibilift�� solely the design shown. The suitability and use of this
drawing for any sfr'ucture is the responsibility of the Building4 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.orq
Orlando FL, 32821
SEQN:67445/ JACK Ply: 1 Job Number: N362326 Cust:R8975 JRet 1 X4089750120 T26 /
FROM: RAA Qty: 8 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.58952
Truss Label: CJ5 KID / YK 03/25/2021
6"3
i
1, } 4'11"4
4'11"4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 20.07 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
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):
C
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
VIEW Ver: 20.02.00A.1020.20
,,�o��f�farPrv�
goes* P,
0 7 i
N0.8636
*2 / ► $ 0 � p
�� STATE OF�,�v�
20'11"14
�r
00
z
N CV
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 P P
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#
°% SORIV
& �Vl
i0,0S104 NA964 ii
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
"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 pnor to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint otywebs shall have bracingq installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face oT truss and position as shown above and on the 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.
Alpint , a division of ITW Buildin Components Group Inc. $hall not.be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional anppmeering responsibilittyv solely or the design shown. The suitabilily 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• sbcinduslrycom• ICC• iccsafe or • AWC• awc org Orlando FL 32821
SEQN: 67446 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T30 /
FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00828
Truss Label: CJ52 / YK 03/25/2021
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
12
5 F�:7-
00
N N
B c�
18'8"12
A D
4X4(B1)
1 2'
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 Udefl U#
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
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 325 /- A /259 /186 /173
C 109 /- /- /53 /131 /-
D 90 /- /- /47 /- 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#
Wok
N0, 86367
® �w
STATE 4F
q
ORIV IS,
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
**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) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicable. 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
Alping, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANR COMPANY
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4q of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional eng6neering responsibility solely for the design shown. The suitability and use ofThis
drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 67447 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X408975012o T27 /
FROM: RAA Qty: 8 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB 126011 HAYDEN EXPRESS DrwNo: 084.21.1459.59358
Truss Label: CJ3 KID / YK 03/25/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
SDacina: 24.0 "
T
12 C
1, 2'11"4
a+a
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 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
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
a0
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: 0.291
Max BC CSI: 0.080
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
20'1 "14
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 A /- /28 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#
No, 86367 to
STATE OF
h
Of 0
®'Soi
S;QNiA j
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper!Y attached structural sheathing and bottom chord shall have a properly
attached r! id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply lates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for sfandard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildingp� Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawin indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabiliFy and use of this
drawing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 67448 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T13 /
FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00623
Truss Label: CJ3A / YK 03/25/2021
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
i
4X4(B1)
Wind Criteria
Wind Sid: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 19.86 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wnd Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
12
5 B
211 "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 Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
20'1'14
ao
018'8"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
e, r
No. 86367 °
r � Y • ,a
em � ma�.a. • •r
STATE OF��v`��
♦Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 115 /- /- /69 /44 /76
B 74 /- /- /42 /88 /-
C 54 /- A /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#
ra S C
S°e•°oa°° ��
ION A
` `1
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing
per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
Apply face
as applicable. plates to each oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildinQQComponents Group Inc. $hall not be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI ITPI 1, or for handling, shipping,, installation and bracingp of trusses. A seal on this drawing or cover pa a
listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this
drawing for is -Designer
A COWAW
675o Forum Drive
Suite Fos
any sgr'ucture the responsibility of the Building per ANSIRI 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: 67449 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T31 /
FROM: RAA city: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00670
Truss Label: CJ32 / YK 03/25/2021
T
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
Soacina: 24.0 "
i 2'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 19.44 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Lac. 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.
--r/.-rku I
2' 11 "4
2' 11 "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):
IN
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
20'1 "14
d-
z 00
r- -
N
18'8"12
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 268 /- /- /233 /165 /118
C 44 !- /- /27 /61 /-
D 51 /- A /27 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#
�,,<<1`I111111f1/III
o A-
No
.86367 s
S b STATE OF
d
oePdS�0 � p�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
**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 satPety 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 rig4id 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. 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 BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI 1, or for handling, shipping,. Installation and bracingof trusses. A seal on this drawing or cover pare 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyy solelyor the design shown. The suitabiligy and use ofg Is
drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821
SEQN: 67450 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T28 /
FROM: RAA Qty: 10 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00453
Truss Label: CA / YK 03/25/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
SDacina: 24.0 "
T
6"3
i
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 19.23 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 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 [�:77- C
11 "4
11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
co
o �—
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: 0.168
Max BC CSI: 0.022
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
�a�r��fr,lrrr►or��o
•� No.86367
ar p
STATE of
19'3"14
18'8"12
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 135 /- /- /123 /90 /44
C - /-11 A /29 /31 /-
D 14 /- A /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#
0NA�.
�ei��adrr►►�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an � SBCA) fo'r satPety 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 applicab a. Apply lates to each face otruss 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 BuildinctComponents Group Inc. shall not.be res onsible for any deviation from this drawing, any failure to build the AN" CCWAW
truss in conformance with ANSI 1, or for handling, shipping,. mstallapion and bracingof trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional enpmeenng responsibilit�yr solelyor the design shown. The suitabilipy and use of this
drawing for any structure is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 67467! HIP_ Ply: 1 Job Number: N362326 Cust: R8975 JRef1X4089750120 T1 /
FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00733
Truss Label: HJ6E / YK 03/25/2021
12 C
2.83 10'97
N
T_
N CD
B N
s_�i�a AN 8'8"
D — +
2X4(A1)
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: 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.
8'2"5
8'2"5
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.017 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
VIEW Ver: 20.02.00A.1020.20
,��a���rrrrnor
E rr
0
No.86367
STATE 4F
00, L; 0z[,/w�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh !Rw /U /RL
B 250 /- !- /- /127 /-
D 115 /- A /32 A /-
C 273 /- /- A /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#
lop XN
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
"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 saty practices prior to performing these functions. Installers shall provide temporary,
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached 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 Details, unless noted otherwise. Defer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Bui ldiTh Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN mvcoMaAN�
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracingp� of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional an sneering responsibilittyy solely for the design shown. The suitability and use of this
drawing for any s9r'ucture is the responsibility of the Building perANSlffP1 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: 67468 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef1X4089750120 T43 /
FROM: MRS Qty: 2 7A513 20,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.01014
Truss Label: HJ3 AK / YK 03/25/2021
2.83
12
E777— C
B
� A
E
2X4(A1)
ie 1 Y +
4'2" 3
4'2"3
T 9'8'4
N
ti
c7
T8'8"
D
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
E 142 /- /- /- /86 /-
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.001 D
D 69 /- /- /- /6 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.004 D
C 36 /- A A /8
Building Cade:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.120
E Brg Width = 10.6 Min Req = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.144
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Varies by Ld Case
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
from endwall: Any
FT/RT:20(0)/10(0)
Bearing E is a rigid surface.
Bearing E requires a seat plate.
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20
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 pif 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.
`, �ri��4trrrrh
N�4WAk''''�e
CENO
VF°4
a
s N0. 86367 i
STATE OF
po o0®�'� • 40 R 1 D f--v �,/ONA1.
d •pp� 9
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
"*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 r� SBCA) fo'r sa�ety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinlComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANRWCOMPANY
truss in conformance with ANSI/) PI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional encLsneering responsibility solely -for the design shown. The suitability and use of This
drawing for any sQr'ucture is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine., al ineitw.com; TPI: tpinst.org; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro Odando FL, 32821
SEQN: 67452 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:lxaoas75o12o T19 /
FROM: RAA Qty: 5 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59827
Truss Label: HJ7 / WHK 03/25/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
57"8 9110"1
57"8 4'2"9 '1
D
2 V 10"2
12
3.54. 4X4
C
in 20
io i_
co
B
A 18'8"12
G F E
4X4(B1) 1112X4 = 5X5
�-- 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
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Refer to General Notes for additional information
Provide (3) 16d common 0.162"x3.5", toe -nails at TC.
Provide (3) 16d common 0.162"x3.5", toe -nails at BC.
5'5"12
5'5"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):
3'6' 3 10
8'11"15 �9'1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.044 G 999 360
VERT(CL): 0.082 G 999 240
HORZ(LL): 0.008 C - -
HORZ(TL): 0.014 C
Creep Factor: 2.0
Max TC CSI: 0.512
Max BC CSI: 0.699
Max Web CSI: 0.268
Ve r: 20.02.00A.1020.20
,�O AH WAk fIrl �
J
41
No. 86367
®"� o STATE OF • '°
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 324 /- /- /- /205 /-
E 363 /- !- /- /142 /-
D 211 /- /- /- /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
••m�©• a
°°'Prsr N 4A
/�llillilll0®1!
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/25/2021
**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) attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint otYwebs 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 f Details, unless noted otherwise. f�efer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin44Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWA-
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingq� of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en meering responsibility solely or the design shown. The suitability and use of This
drawing for any s9r'ucture is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
Gable Stud Reinforcement 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, Partlally Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Ori 120 mnh Wind R-A 15' MPnn HPlnh+ Par•+hIL, r-i-4 r.,., n vim+ - I nn
S
2x4 Brace
Gable Vertical
pacing Species Grade
No
Braces
(1) lx4 'L' Brace w
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace Ilex
(1) 2x6 'L' Brace x
(2) 2x6 'L' Brace *31
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
S
#1 / #2
U
#3
3' 8'
S' 9'
6' 2'
7'' 8'
g' 11'
9' 1''
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Stud
38'
59
' '
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
p
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' 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, ill
11' 8'
14' 0'
14' 0'
d
ai
P
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
li' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U
_
#1 / #2
4' 5'
7' 6'
7' 9'
B' 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'
13' 9'
14' 0'
14' 0'
14' 0'
U
l� P
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13, 9'
14' 0'
14' 0'
14' 0'
O
�l
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10' 5'
10, 10'
12, 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, B'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10, 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Q 1
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10, 2'
10, 10'
11' 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
_
S P P
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
l�
U
I I
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�I
r
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10, 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
rt
D P L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0' 1
13' 7'
14' 0'
14' 0' 1
14' 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 600#
at each end. Max web
total length Is 14'.
Vertical length shown
In table above.
Connect diagonal at
AN ITW CO
11
Earth\ Cityl Expressway
\ \ Suite\ 242
\ \ Earth\ City,\ MO\ 63045
2x6 DF-L #2 or
better diagonal
brace) single
or double cut
(as shown) at
upper end.
Aboutjc
T
18' �
,ace L
31E 31E
T
L 1
`lit `9t Refer to chart aboTW
"VARNING1- READ AND FGLLOV ALL NOTES ON THIS BRAVING! r
'-DVMTANTww FLIMSH THIS DRAVDIG TO ALL CONTRACTORS INCLLMM THE INSTALLERS 0
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and
,flow the latest edition of BCSI (Hullding Component Safety Information, by TPI and SBCA) for safety
•Actices prior to performing these functions. Installers shall provide temporary bracing per BCSL
,less noted otherwise, top chord shall have properly attached structural sheathing and bottom chor
call have a properly attached rlgid ceiling. Locations shown for permanent lateral restraint of webs
dill have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face
truss and position as shown above and on the Joint Details, unless noted otherwise.
efer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc
,Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
-tallatlon 6 bracing of trusses.
A seal on this drawing or cover page Listing this drawing, Indicates acceptance of profe slam)
gineerI g responsibility solely for the design shown The sultaMlty and use of this drawing
r any structure Is the responsibility of the Building Designer per ANSI/iPI 1 Sec.2.
For more Information see this Job's general notes pane and these web sl4?3✓15L7,LL')1 _.
jgV11P?r?ff if
A WA
a�
'mQaiUIEZ GICQ
ORIpP.=
Si aeo
Bracing Group Species and Grades)
Group At
S ruce-Pine-Fir Hem -Fir
#1 / #2 IStandarl#2 Stud
#3 Stud #3 Standard
Dou las Fir -Larch Southern Pinewww
#3 #3
Stud Stud
Standard Standard
Group BI
Hem -Fir
#I & Btr
#1
Do u ins Fir -Larch Southern Pinexwx
#I #1
#2 #2
lx4 Braces shall be SRB (Stress -Rated Board).
wwFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values maybe used with these rndes.
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing <5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3.0' min) nails.
)K For (1) 'L' brace, space nails at 2' o.c.
In IS' end zones and 4' o.c. between zones.
)K)KFor (2) 'L' braces, space nails at 3' o.c.
In 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 80% of web
member length.
11 Gable Vertical Plate Sizes 11
Vertical Len th
No Slice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11' 6'
I 3x4
Greater than - 6'
4x4
I+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
not addressed by this detail.
AX. TOT, LD, 60 PSF
Yoonhwak Kim, FL PE #86367 IMAX. SPACING 24.0'
F ASCE7-10-GA1116015
TE 10/01/14
WG A16015ENC101014
Gable Stud Reinf orcement Detail
ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Ori 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
T1r, ipn mnh W1r„4 Cnoo.J 19, m- w_i_"+ o,..,,+i.. n.. r__i--- 1 r,...__..__ n v_� _ . -
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) lx4 'LBrace w
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace wx
(1) 2x6 'L' Brace 1R
(2) 2x6 'L' Brace
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
S P r
#1 #2
CT)3'
U
r
#3
8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 11
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
0
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'
1 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'
d
P
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U
_
r
#1 / #2
4' 5'
7' 6'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P r
#3
4' 2'
7' V
8' 9'
9' 1'
10' 5'
10, 10'
13, 9'
14' 0'
14' 0'
14' 0'
U
I _I I-
Stud
4' 2'
7' 1'
N7'll'
8' 9'
9' 1'
10' S'
10' 10'
13' 9'
14' 0'
14' 0'
14' 0'
0)
0
f f
Standard
4' 2'
6' 1'
B' 1'
8' 8'
10' 5'
10, 10'
12, 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
9'0'9'4'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0#2
S P
4' 5'
7' 6'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' S'
8' 6'
9' 1'
10' 6'
10111,
13' 4'
14' 0'
14' 0'
14' 0'
0j
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'
_
Sr
P r
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
U
I I P
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
I�I
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'V11''
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
#1
5' 1'
8' 5'
8' 8'
9' 11'
10' 3''
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 10'
8' 3'
8' 7'
9'9'10,
2''
12, 1'
14' 0'
1#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
'
12, 0'
14'.--I
DPL
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
'
12, 0'
1Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 600#
at each end. Max web
total length Is 141,
Vertical length shown
In table above.
Connect dlagonnl at
mldoolnt of vertical
AN ITW COMPANY
11
5141 Earth% City\ Expressway
\ \ Suite\ 242
\ \ Earth\ City,\ MO\ 63045
A,,
About
18'
L
'L' Brace End
Zones, typ,
2x6 DF-L #2 or
better diagonal
r
bracer single
8,
or double cut
(as shown) at
L
upper end,
_
`411, \W\ Refer to chart abo;e
wwVARNMww READ AND FOLL11V ALL NOTES a THIS DRAVDR 0
"INPORTANTww FlAi11ISH THIS DRAVM Tn ALL CIINTRACTTIRS usLUBM THE INSTALLERS.
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and
Row the latest edition of BCSI (BuldIng Component Safety Information, by TPI and SBCA) for safety
•actices prior to performing these functions. Installers shall provide temporary bracing per BCSL
,less noted otherwise, top chord shall have properly attached structural sheathing and bottom cho
!all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of web:
fall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to each face
truss and position as shown above and an the Joint Details, unless noted otherwise.
Ifer 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
Is drawing, any failure to bulld the truss In conformance with ANSI/TPI 1, or for handling, shipping,
;tallatlon 6 bracing of trusses,
A seal on this drawllg or cover page Ustft this drawl g, Indicates acceptance of professlannl
gineering responsMty solely far the design shown. The sultnbRlty and use of this drawing
r any structure Is the responsibility of the Bu0.tltng Designer per ANSi/TPI 1 Sec?_ L
For more Information see this Job's general notes page and these web si ��j,;
ALPINE, wwwa(pineitw.coml TPB www.tpinstorgi SBCA, www,sbcindustry.orgi ICO wwwac s L
J11111IFFFOf
�1 WA, - ,rPlj
63 7
e_
Bracing Group Species and Grades)
Group At
S ruce-Pine-Fir Hero -Fir
#1 / #2 IStdnclarc-11 1 #2 Stud
#3 1 Stud #3 IStonMrd
Dou Las Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Stnndnrd Standard
Group BI
Hero -Fir
#I & B"#1
Dou las Flr-Larch Southern Pinewww
#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 Qrades.
Gable Truss Detail Notes)
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3,0' min) nails.
)K For (1) 'L' brace, space nails at 2' o.c,
In 18' end zones and 4' o.c. between zones.
)K)KFor (2) 'L' braces, space nails at 3' o,c,
In IS' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 807 of web
member length,
II Gable Vertical Plate Sizes II
Vertical Length
No S lice
Less than 4' 0'
2X3
Greater than 4', but
less than 11' 6'
3X4
Greater than IL' 6'
4X4
+ Refer to common truss design for
peak, splice, and heel plates, 11
Refer to the Bullding Designer for conditions
not addressed by this detail.
AX, TOT. LD, 60 PSF
Yoonhwak Kim, FL PE #86367 IMAX, SPACING 24,0°
REF ASCE7-16-GAB16015
DATE 01/26/2018
DRWG A16015ENC160118
Gable Stud Reinforcement Detail `
ASCE 7-101 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or i 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or, 120 mph Wind Speed, 30' Mean Height, Partially Enclosed Exposure D Kzt = 100
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace x
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace x■
(1) 2x6 'L' Brace x'
(2) 2x6 'L' Brace AN
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
p
S F
#1 / #2
3' 8'
6' 3'
6' 6'
7' 5'
7' 8'
8' 9'
9' 2'
11' 7'
12' 0'
13' 9'
14' 0'
0)
U
I
#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' ill
9' 8'
10' 4'
13' 1'
14' 0'
#1
3' 10,
6' 4'
6' 7'
7' 6'
7' 9'
8' 11'
9' 3'
11' 9'
1 12' 2'
13' 11'
14' 0'
—J
S P
#2
3' 8'
6' 1'
6' 6'
7' 5'
7' 8'
8' 9'
9' 2'
11' 7'
12' 0'
13' 9'
14' 0'
#3
3' 7'
4' 10'
5' 2'
6' 5'
6' 11'
8' 9'
9' 1'
10, 1'
10, 10'
13' 8'
14' 0'
d
OJ
D F L
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' 6'
6' 1'
7' 9'
8' 3'
8' 11'
9' 7'
12, 2'
13, 0'
U
_
S P
#1 / #2
4' 2'
7' 2'
7' S'
8' S'
8' 9'
10, 1'
10, 6'
13' 3'
13, 9'
14' 0'
14' 0'
-
_
#3
4' 0'
6' 7'
7' 5'
6' 4'
8' 8'
9' 11'
10' 4'
13' 1'
13' 7'
14' 0'
14' 0'
U
H F
Stud
4' 0'
6' 7'
7' 0'
8' 4'
6' 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'
6' 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
#2
4' 2'
7' 2'
7' 5'
6' 5'
8' 9'
10, 1'
10' 6'
13' 3'
13, 9'
14' 0'
14' 0'
#3
4' 1'
5' 11'
6' 4'
7' 11'
6' 5'
10, 0'
10' 5'
12' 5'
13, 3'
14' 0'
14' 0'
0J
D L
Stud
4' 1'
5' 11'
6' 4'
7' 11'
8' 5'
10, 0'
10' 5'
12' 5'
13' 3'
14' 0'
14' 0'
Standard
4' 0'
5' 3'
5' 7'
7' 0'
7' 6'
9' 5'
10, 2'
11' 0'
11' 9'
14' 0'
14' 0'
-Q
n
S
#1 / #2
4' 8'
7' 11'
8' 2'
9' 4'
9' 8'
10' 1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
d
_
f F
#3
4' 5'
7' 7'
6' 1'
9' 2'
9' 6'
10, 11'
11' 5'
14' 0'
14' 0'
14' 0'
14' 0'
L�
U
H F
Stud
4' 5'
7' 7'
8' 1'
9' 2'
9' 6'
10, 11'
11' 5'
14' 0'
14' 0'
14' 0'
14' 0'
U
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'
ill 2'
11' 8'
14' 0'
14' 0'
14' 0'
14' 0'
d
sp
#2
4' 8'
7' 11'
8' 2'
9' 4'
9' 8'
11' 1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
(Ni
#3
4' 6'
6' 10'
7' 3'
9' 1'
9' 7'
11' 0'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
D F L
Stud
4' 6'
6' 10'
7' 3'
9' 1'
9' 7'
Il' 0'
11' 6'
14' 0'
14' 0'
14' 0' 1
14' 0'
Standard
4' 5'
6' 1'
6' 5'
8' 1' i
6' 7' T
10' 11' 1
11' 5
12' 8'
13' 7'
14' 0'
14' 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 690#
at each end. Max web
total length Is 141,
Vertical length shown
In table above.
Connect dlagonnl at
AN ITW CO
11
5141 Earth\ City\ Expressway
\ \ Suite\ 242
\ \ Earth\ City,\ MO\ 63046
2x6 DF-L #2 or
better diagonal
bracer single
or double cut
(as shown) at
upper end.
Aboutj�
T
18'+^ace L I
r
1L 1
Refer to chart abdTe
■-VARNnxa.v READ AND FOLLDV ALL MTES RI TMS DRAWM O
—IMPORTANT FURNISH THIS DRAVDIG TO ALL CWTRACTORS INCLUDING THE INSTALLERS.
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and
,flow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety
Tow
prior to performing these functions. Installers shall provide temporary bracing per BCSL
,less noted otherwise, top chord shall have properly attached structural sheathing and bottom chor
call have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
,all have bracing Installed per BCSI sections 13, B7 or 1110, as applicable. Apply plates to each face
truss and position as shown above and on the Joint Details, unless noted otherwise.
!fer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc
,Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
stallatlan 6 bracing of trusses.
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional
gineering responsblUty solely for the design shown. The sditnb4ty and use of this drawing
v my structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2.
For more Information see this Job's general notes page and these web sltl'6/_S/_�11�L,�f
ALPINE, www.alpineltw.coni TPI, vw.tpinztargi SBCA, www.sbcindustry.orgi ICC, wwwJdc 6 d.1�rt"fn•YF'J
�1n WA i1forlifffo� f ,'P�0
V A
00
63 7
CQR��C:tt..
Bracing Group Species and Grades)
Group At
S ruce-Pine-Fir Hen -Fir
#1 / #2 Stnndard #2 1 Stud
#3 1 Stud #3 Standnrd
Dou las Flr-Larch Southern Plnewww
#3 #3
Stud Stud
Standnrd Standard
Group BI
Hero -Fir
#1 & Btr
#1
Do, u Ins Flr-Larch Southern Plnewww
#1 #1
#2 #2
lx4 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 -des.
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 Slid (0.128'x3.0' min) nails.
)K For (1) 'L' brace, space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones.
)K)KFor (2) 'L' braces, space nails at 3' o.c.
In 19' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 80% of web
member length.
Gable Vertical Plate Sizes
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
not addressed by this detall,
REF ASCE7-10—GAB16030
DATE 10/01/14
DRWG A16030ENC101014
Verticnl Len tin
No S lice
Less than 4' 0'
2X4
Greater than 4' 0', but
4X4
Less than 12' 0'
AX, TOT, LD, 60 PSF
SPACING 24,0'
Gable Stud Reinforcement Detail
ASCE 7-161 160 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
n- ion mnk wi—i cmee 4 'an, m_ usi a.+ o + , —i--- r..___...__I I - _ . —
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Brnces
(1) lx4 'L' Brace w
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace ww
(1) 2x6 'L' Brace ll
<2) 2x6 'L' Brace w
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
.P
#1 / #2
3' 8'
6' 3'
6' 6'
7' 5'
7' 8'
8' 9'
9' 2'
11' 7'
12' 0'
13' 9'
14' 0'
0)
U
SPF
#3
3' 6'
S' S'
S' 9'
7' 2'
7' 7'
8' 8'
9' 1'
11' 3'
li' 11'
13' 7'
14' 0'
0
HF
Stud
3' 6'
5' 4'
5' 8'
7' 2'
7' 7'
8' 8'
9' 1'
11' 2'
ill 11'
13' 7'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' ill
9' 8'
10' 4'
13' 1'
14' 0'
#1
3' 10'
6' 4'
6' 7'
7' 6'
7' 9'
8' ill
9' 3'
11' 9'
12' 2'
13' 11'
14' 0'
—�
S P
#2
3' 8'
6' 1'
6' 6'
7' 5'
7' 8'
8' 9'
9' 2'
11' 7'
12, 0'
13, 9'
14' 0'
#3
3' 7'
4' 10'
5' 2'
6' 5'
6' 11'
8' 9'
9' 1'
10' 1'
10, 10'
13, 8'
14' 0'
d
D F L
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' ill
9' 7'
12' 2'
13' 0'
U
S
#1 / #2
4' 2'
7' 2'
7' S'
B' S'
8' 9'
10' 1'
10' 6'
13' 3'
13' 9'
14' 0'
14' 0'
_
P P
#3
4' 0'
6' 7'
7' S'
8' 4'
8' 8'
9' 11'
10' 4'
13' 1'
13' 7'
14' 0'
14' 0'
U
i_ I F
Stud
4' 0'
6' 7'
7' 0'
8' 4'
8' 8'
9' 11'
10, 4'
13' V
13' 7'
14' 0'
14' 0'
IOU
O
f� 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' ill
10' 2'
10' 7'
13' 5'
13' 11'
14' 0'
14' 0'
S P
#2
4' 2'
7' 2'
7' 5'
8' 5'
8' 9'
10, 1'
10, 6'
13' 3'
13, 9'
14' 0'
14' 0'
#3
4' 1'
5' 11'
6' 4'
7' 11'
8' 5'
10, 0'
10' 5'
12' 5'
13' 3'
14' 0'
14' 0'
Q1
D P L
StuE
4' 1'
S' 11'
6' 4'
7' 11'
8' S'
10' 0'
10' S'
12' S'
13' 3'
14' 0'
14' 0'
Stnn
4' 0'
5' 3'
5' 7'
7' 0'
7' 6'
9' 5'
10, 2'
ill 0'
ill 9'
14' 0'
14' 0'
#1 /4'
8'
7' 11'
8'2'9'
4'
9'8'
10, 1'
il' 6'
14' 0'
14' 0'
14' 0'
14' 0'
S P P
#34'
5'
7' 7'
8'1'9'2'9'
6'
10'11'
11' 5'
14' 0'
14' 0'
14' 0'
14' 0'
U
I I [
Stu4'
5'
7' 7'
8' 1'
9' 2'
9' 6'
10' ill
11' 5'
14' 0'
14' 0'
14' 0'
14' 0'
O
f� I
Standard
4' 5'
6' 6'
6' 11'
B' 8'
9' 3'
10, 11'
11' 5'
13' 7'
14' 0'
14' 0'
14' 0'
X
# 1
4' 10'
8' 0' 1
8' 3'
9' 5' 1
9' 9'
11' 2'
11' 8'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 8'
7' ll'
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' 1
9' 7'
11' 0'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
D P L
Stud
4' 6'
6' 10'1
7' 3' 1
9' 1' 1
9' 7'
11' 0'
I1' 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' 0'
Bracing Group Species and Grades:
Group At
Spruce -Pine -Fir Hem -Fir
#1 / #2 Standar 1 #2 1 Stud
#3 1 Stud 1 #3 IStandnrd
Dou las Fir -Larch Southern Pinexww
#3 #3
Stud Stud
Stnndnrd Stnndnrd
Group BI
Hem -Fir
#1 & Btr
#1
Dal u ins Flr-Lurch Southern Pinewww
#1 1 i #1
#2 1 1 #2
1x4 Braces shall be SRB (Stress -Rated Board).
wmfor 1x4 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.
Ab.a
Attach 'L' braces with 10d (0.128'x3.0' min) nails.
able Truss
)If For (1) 'L' brace- space nulls at 2' o.c.
In IS' end zones and 4' o.c. between zones.
Diagonal brace option.
)K)KFor (2) 'L' braces space molls 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 80% of web
brace Is used. Connect
member length,
diagonal brace for 690#
at each end. Max web
WA, v-
Gable
total length Is 14'.
'L' Brace End
q4 >j
Vertical Plate Sizes
Zones, typ,
f1 ' g1 �/ `
Verticnl Len th No S lice
2x6 DF-L #2 or
>\
,
v P
Less than 4' 0' 2X4
better diagonal
rPOR
Greater than 4' 0', but 4X4
Vertical, Length shown
bracer single
Is,4'�
t! 1
less than 12' 0'
In table above.
or double cut
45'
(as shown) at
L
+ Refer to common truss design for
upper end.
m
peak, splice, and heel plates.
Connect diagonal at
Q s
onOilllsoBenring ry,
1Ldb' iZEIea �i„''#
Refer to the Bullding Designer for conditions
midpoint of vertical web.
Refer to
chart abo
o ma
not addressed by this detail.
wwvAR!@lCdww READ AND F0.LDV ALL NGTES �( ras DRAVDJIB e'd
.wDPMTANTww FLWaSH Tiffs DRAWM TG ALL CGNTRACTDRS V LUDM TIE INSTALLERS ''a
tee
a : � Ohio `o
REF ASCE7-16-GAB16030
Trusses require extreme core W fabricating, handling, shipping, Installing and brncing. Refer to and
follow the latest edition of BCSI (BulCing Component Safety Information, by TPI and SBCA) for safety
i'S
�.(� b ® 06
d U.(�
DATE O1/26/2018
P ractices prior to performing these functions. Installers shall provide temporary bracing per HCSL
Unless noted otherwise, top chord shall have attached structural bottom
/�d I % `�� t
�✓j�
DRWG A16030ENC160118
properly sheathing and chord
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
shall hove brnclng Installed BCSI B3, B7
�V
` ,
//Ii1���
eRl
per sections or BIO, as applicable. Apply plates to each face
of truss and position as shown above and on the Joint Details, unless noted otherwise.
Refer io drawings 160A-Z for standard plate positions.
Alpine, a divlslon of ITV BWInc.an
tding Components Group Inshall not be responsible for y deviation from
�AX
AN ITW COMPANY
this drowing, any follure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,
Instnllatlon 6 bracing trusses.
T❑T, LD, 60 PSF
of
A seal on this drawing or cover page Listing tHs drawing' Indicates acceptance of professlannl
\ \ 514\ Earth1 Cit 1 Expressway
Y P Y
engineering respons6lUty solely far the design shown. The sultabllty arb use of this drawing
\\Suite%242
for ony struebre Is the responsDlRlty of the Bu0.8ng Designer per ANSI/TPI 1 Sec2.
\\Earth\City,\MO\63045
For more Information see this Job's general notes page and these web site
ALPINE. wv.nlpineltw.coml TPD vw. Inst.orgl SBCA, v..slocIndustry.orgi ICC ..
MAX,
SPACING 24,0'
r
'T'
Reinforcing
Member
Gable
Truss
Gable Detail
Fnr I Pt -in \/Prtirn 1 c
rnhlp Trucc Plntp 4Zl c
pproprlate Alpine gable detall for
:e sizes for vertical studs,
Engineered truss design for peak,
?b, and heel plates.
vertical plates overlap, use a
lte that covers the total area of
Lapped plates to span the web,
eI2X4
2X4 2X8
Provide connections for uplift specified on the engineered truss design
Attach each 'T' reinforcing member with
End Driven Nalls
10d Common (0.148'x 3',min) Nails at 4' o.c. plus
(4) nalls In the top and bottom chords.
Toenalled Nolls.
10d Common (0.148'x3',min) Toenails at 4' o,c, plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail. for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings r
A11515ENC100118, A12015ENC100118, A14015ENC100118, 0 I
A18015ENC100118, A20015ENC100118, A20015END1001 �A
A11530ENC100118, A12030ENC100118, A14030ENC1 ! Q€ISC�Oi1I(`�
A18030ENC100118, A20030ENC100118, A20030EN .�O
S11515ENC100118, S12015ENC100118, S14015EN 0118 AV 3 1 1�Q�•�I
S18015ENC100118, S20015ENC100118, S20015E*10011% S 15P 1 8
S11530ENC100118, S12030ENC100118, S14030QC1001%8, S f •
S18030ENC100118, S20030ENC100118, S20030 Njj0p11118, S20030PED100118 •
i r�� •
See appropriate Alpine gable detail. for maxlm� unrwlnforcecI 6*oe'°°vertical la
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End -nail
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
✓eb Length Increase w/ 'T' Brace
'T' Relnf.
Mbr, Size
'T'
Increase
2x4
30 %
2x6
20
Example)
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
� :
STATE
27' s
of
"VARNBx�. REm AND FOLLDV ALL MITES IN THIS DRAVBUU s`
"IMPORTANT" FURNISH THUS BRAVING TO ALL CONTRACTMS INCLUBBIG THE BiSTALLERS, l"r
• : , 0�`��
r<'` • r+ • +ems
REF LET -IN VERT
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 CA) for safety
• ``
I h,? • + ®e 0 �'
�I
DATE 01/02/2018
practices prior to performing these Functions. Installers shall provide temporary bracing per BCSI.
Unless noted otherwise, top chord shall have properly attached structural sheathing bottom
��� Jl I n
Vj
DRWG GBLLETIN0118
and chord
shall have n properly attached rigid calling. Locations shown for permanent lateral restraint of webs
+�/
H 1
/r\�
¢
shall have bracing Installed per BCSI sections B3, B7 or B30, as applicable. Apply plates to each face
PI
of truss and position as shown above and on the Joint Details, 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 from
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hondUng, shipping,
PAX.
AN ITW COMPANY
Installation & bracing of trusses.
T❑T, LD, 60 PSF
\1614\Eadh\Cilyl Expressway
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional
engineering responsbntty solely for the design shown. The sultablUty and use of this drarhg
\\Suite\242
for any structure is the responsibility of the BuRdIng Designer per ANSI/TPI 1 SecZ
DUR, FAC, ANY
\\Earth\Cily,\MO\63046
tL
For more Information see this Jobs general notes page and these web slt� Wl7
ALPINEi rwr.alpineltw.comH TPD vw.tpinst.orgt SHCA, vwsbdndustryorgh ILG wvlc
YOOnhWak Kim, FL PE#86367
MAX, SPACING 24,0'
VALLEY FRAMING & BRACING DETAIL
of
RI
BC
of
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"x26") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05,140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
:e the crippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gored between rows.
;TYP)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(e•) 816d face -nails
Rafter to sleeper or blocking
5 16d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
3 16d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
t..,, ncrtcu it oi.mm CRJ AKC UJCU) 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, &BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Iong
nailed w/ 2 -10d (0.148'W") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge
of cripple with 10d 40.128"x1i)") nails at 6" o.c. "1" or scab must be 90 % of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress
graded lumber & box or common nails.
,Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
installed into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples If cripples fall between
lower truss top chords and lateral bracing is not used.
-Apply all nailing in accordance to current NDS requireme
Nails are common wire nails unless noted otherwise.
�}F i••••e•••
Ely
i
raVARlmICillos READ AND FULLDV ALL HI ES ON TInS DRAVMi v • •v • •• •- �• - - •
-OFORTMTa IMUSH TM DRAVDIS M ALL CMaPACMRS DLClIMM TIC D=NJXM • * C LL 20 30 40 54 REF VALLEY FRAMING
Trusses require extreme care h fabrlcatlrit, humAVQ, shippbp, kirtatlkp and bracing Refer tL ajip
follow the latest adtlon of SCSI (BLIldrp Ccpo t Safety Information, by TPt and sacAi for gfety ; C DL 10 20 7 7 DATE 10/01/14
practices prior to performtrq these functions. Installers shall provide temporary brae f z. L •
Unless rated oth—Ise, top chord shalt have properly attached etrct—i sheathlrp and bottoi{; ; STATE lZ+ BC DL 0 0 0 0 DRWG VACNV1801015
stall have a property attached Mold eel4p. Locations shown for perranent lateral restraint of 'm o • ' `
d (7 �^ n� shall have brad hstnlled per BCSI seetlons ➢h ➢7 M Beta m opplkahle. dApplyot plates to each •• • �V �
I I(,I�\VI I of tress and sttlan as shown obove and on the Jdnt Detols, hitless noted otMrwt a "m • �►
Refer to dra.hps leoA-Z for nnndord place posWons. m6br ,p ••o•C o�,Q:•'•f � BC LL 0 0 0 0
AN iTWCOMRANY Atplx, a dMslon of IN &ddnp Components Croup Inc shalt not be respanslbie for my deviation f H,,•••ar...o•e rr F
this d-awFq, any FaRL" to btAld the truss In conformance with ANSLgPI 1, or for hanmkw, ~nD, o `�v TOT. LD.30 50 47 61
Installot1.fon bradp nof trusses. / G
erpAFs�ewntirponrteh�ise1dr�-a.tie or cover page U.*Q this d-awbp, trdmtes acnptmi:* of professloral �/jf NAL
'trr.CMi re t -01AY for the deslpn shoer, Tne -Wt- y and use of this dwhp h+sr �,utai` DUR. FAC. 1.25/1.15
13389 Lakefront Drive for ory k rsi porist•Lty of ➢LA&V Dett r_ Psr ANSL TPI 1 Svc2. �y
EaM City, M063045 For v'e Infamatton see this Job's Der 1 notes ppaage and these web stten H'f / 0'J SPACING SEE ABOVE
ALPM wwwalpirwltwcart TPir www.tpFis+cry SK& •ww.sbdndustry"Vi DX] wwwtr .3nfe.orD l/ / l
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