HomeMy WebLinkAboutTruss21'-4" 4'-4" 14'-0"
39'-8"
TMS a A TRUSS PlA�1T Pura ININ TENDED m AID THE ZSTALLATMN aF TRUSSES EemEa�b TwoAN s VRAVDW D ARaDTEOTMALs SUPa=x n64 m LM".
ESTE ES
LN PLAN DE CM_WAC aN TRUSS
MS MSERAM PARA AYIDAR Of LA DWALAMN DE TRUSSES LOS =XLOS Y N OMECRNAS DE Did1UER2A :E DOGMERfA SIPERAN ESTE mUR04M
kLn-
My am= COME=MM
Ma. MISS SWAL TR rATnOD TDZT afO.T; MD m sewn
w QR R/ ALTER iRUSII3 RO w maw w TI0 W= wit
cwam V tm a Acl>lPtm w nrr N®! AarTOA antovAL >n
KmD
uAus usr IS AmATar 1Esvo m CAM M LORE:
rnz
! OGaaIIPEmG r�EE1pi M-T lDAat MC ARII®. bl M
AT OIEF]nG cowrRACl� rE m3ack DG
ErRm TM Tr TPEML ah Ta18[Y. MO NA t aaMLi Ma r
PETTLE M TOME= ARE Cf N tLTO1i m Av® wIYOCL
firtm
'�mM
= VDA PILTMEM
TMAS w CAM SLAM RPDMi .AWAY TTOaa1DS. OAv� Y
®LrC m M.TTiS LMI TOMGE M LL maDrtDmN MA
ttE ,RCT•TARM rAna9r Mrtii✓SiQ TON APMAC Ott pwa PMaaam
TK w PMaWS E RUDV®1m DOOT SLR TomAmAs AaaMaMdR
MRA tuVM w CPerAa nwLT:rAs sa Lm Tags a TrAMrf, r mot
t w � DIGOOE1130 SummRA & wLaGUL QMIY� nVw ry w
AMST� smvT®a ewsaLm taDanre is
PEARAM ENUIG R Y 0 AMS E aF IdS TRUSSES SE CEFFIEWED
REFER TO EN SHINGLE ROOF
PAOC FOR
OWNEOOON.
Ay B
t*A _
t HEEL4-3/
0
g PLUMB C
TYPICAL 7' SETBACK f
CORNIRSET LABELING
AND SPACING
a o
UC" 6414a173oS
Total Truss Quantity = 60
Labeled End Mark
i 0t�
General Notes
1) M parcU atatd t uins, fld husece and flat
�Nn haw 00 tap d- potdsly Pdabd 9rwh
b b• FUt W V.Aida up.
2) =- to be 4e1p on HUM Mika aftelFa
8) M bum apWn is 2V Or- tttI ofAtnbR
4) R"Er naaT Rat• I ft BC9-91 twmm�Moem
prmmvtt %-bta3h9 al ba plocsd at a
taarhwn epadp 15 or. aooin flr wo, to
ba Trtpaabd at a tncA m of 2Y 6ahaPEh each
%-ham d BPE *Ut. M
m� fo BC9�1 far any ad6doW bmcN
dpWiL
ROOF LOADING SCHEDUL
TCLL = 20 PSF
BCLL = PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
WIND SPD/TYPE= 160
BLDG EXPOSURE = C
USAGE = RESIDENTIAL CAT II
HIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Truss member desiT & convector plates
desiered for ASCE 7-1f1 and maeimum
forces 9° iboth components and claddings
and main wind Corte resisting systems.
• These tmsses bave been reviewemd to cam an
additional 108psfuon-con utbottocbosd Eve
load
FLOOR LOADING SCHEDU
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
AIL RI' M70NS AND UPLIFTS
ARE MOWN ON ENGINEERING
WALL KEY
�8-8"
0
LOADf DE mpnON Mr. DATE
PEACE EASE putt MVa
Mi hose. NncT Art T—wT
m L CA JN DMA!
rm WV. utatt .RaA avvrsf
MCARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE 8. N. W.
WINTER HAVEN FLORIDA 33880
PHDNEh C800) 959-0806
FAX- (863) 294-2488
BUILDER D.R. RORTON STATEWIDE
PROJECTCREEKSIDE
MODEL 1828/CALI/4EBB
CCA PROJ/MODEL/ALT
4A5/ 320/182ED,P
ALT DESC
OTC 9608 POTOISAC DR
LOT 123 BLOCK
DESIGNER
PAGE
RFS
V331 17
"&334502L
ENGINEERING PACKAGE
Builder:
Project:
Model/Building:
Lot Alt:
Lot: �123 � Block: Unit: mm.
Address:
...................................................................................................................................
JobNumber: N334502
__...._..................................................................................
Revision Date:
New Load #: R101
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
A� E_
March 13,2019 MaWC&IPAW
Mt. Bob. Michaelis
Carpenter Contractors of. America, I ric.,
,3900 Avenue G,. NbAhwast-
Wint6r HefVen,,:'FL 33880-620.1
'Re: Alternative - - Wbtions-for 6 single 01y carried truss with a width less than the hanger width,
�ins a
..h,.gnd.
wood. blocking lo:pchievo full design load'value for face-r.nouhted,.*hgnge.r,.attadhi 6ntrva,oheply�
. achieve , I .. ., , , M 0
.supporting girder (Reference d6f6il WA37-02)..
Dear Bob,
For "a single ply carried truss with 'a width less than the hanger. "width you can ibs!qJt:a. prefabricated jack
scab .truss: -for wood'.filler blocking.. The chord
ord sites,-.:-c . hor.d..gTpOes, and . -Alpine . �-,*O6hh6ct6rplate*( . s) . to
be the. same as the shig,iia: ply'.carrie'd truss. The prefabricated Ja'ck1sca-b truss .(#)', ill have a.. minimum
:length,. of 48" and will have a. min) m-:qm.pitch-:of,5I12., The single ply carried truss .shall bave.a reaction of
3,500# or less. Attach prefabricate ja6k:scab:tr.uss.wi 11two. (2) rows of 0.428n.x3.0"GUn Nails at'27
., _,_ ____ . _ __ _RO;Cper row, staggered �" (See Figure 1 [aetow ryP ease refertoahe Simpson tronq Tie C-C
2Q1.9j. ppjgq2,I, 61 rigp7r�O:,.3fOr more information...
OgUrel
For -a single A- Me"rAhat requires 'wood blocking to,ochiov 'full design load value forface-mounted
- . g e py:g ' 9 .. e- ..I.-- .".
hanaers-attach one wood- block (�) tq-thp'back face of the singje:-p!_y girder with the tame size. and
-
grade .-as'the bottom C.. oM, ofthe single Ply girder. The -wood block length to be 'such that:the wood
blockifig-extends to eaqK adi6de'nt'pahol Points'(Wbbs-.Afid bottom interse�ipns)�- Attach wood
block: with tWo,..'. , (2) rows. -of 0 : .1'.� x.
283..O" O,un Wails d.t. per . row,sta - staggered, 3.0 1 "* . applied . , . to the
6760 Forum Drive Suite 305, Orlando; FL 328.21
-.www.al*pineitw.,com
ALPINE
- MfMCOMP�W
single. ply -girder face; withanadditional (20) O,T.21�. X. W'Gun "Nails at -each- panel ppinf app o
v Gun :Nails .1 Strong-Tie
i. ... tied I 'the,
pson
page 216,. RO.dr - eTfor more irif6tMation.
FigureZ
. .... .. . ......... .. ....... ..... ......... . ..........
The -application of pe6f6briibaited jack scab truss f6r Wood filldr blocking :or wood .blocking to; achieve fbil.
design load Value for face -mounted hangers Must be -approved by the. hardware manufact!
All edge -and end distances, and spacing for . all nail connections must be. suOidi6nt to #eVenit.tplitting of
-wood.
If I can.be. of any further assistance, -or if you have any -.questions, please -give -me a call.. .
:Wilfiam H... Kdc;k:.P.E-.
'Chief Engineer.
.an
.AlpineTW
pomPOP4
Y*
Engineering Department.
Odando,FL
6750 Forum - Dfiv& Suite .;306'1;0"riand6...FL.3282.1 - (800.Y-5.21-9790 - (863) 4.22-8685
W W�W� a p i n.e. i t W., d.b. r fi
LIT
ALPINE
MITWOM~
April 26z)':2019.
Mr. Bob Michaelis
Carpehter Contractors ofAfne'ric"a, Inc.
Northwest
Wintet Haven, FL 33880-6201:
Dear, Bob,.
.R6'-. Strdnobabk bridging: 6h tb6f-trusse$.
I understand -there is §oi-hd. concern over our recommendations f6rstr6rigback bridging on loof'trus"ses,
'Sttorigback bridging for roof trusses is not.a requirement* of:ANS.kTPI 2014 nor 15� i a requirementof the
6S. "r ... . ... . . : - . It. . . .. . .
f cusses is
Building Component -Safety, Information .(B - 1) E�vt strongback. bridging on roof q
_Qo.nf. 0ctbrs,.Of. America -tr ng 84 bridgifq seN _the folipw n Mq,,.
functions:'
One, bridging aligns the -bottom -chords .after -thev: are. set so.. they are uniform. along the wilifig
line and he'i:0s'7w;ith"':ceiling :sOrviO0abJi1jtY.
T.Woi bridging reduces f6latW deflection .of. adjAbdnt:tfUss&s:I
Strongback bridding.doe' s: fiotipr&Vent or reduceoverallindividual d6flectiori, especially any roof tfUs969,
.... .. .. .... _d fie t` - m 1/4! inch.
Sirongback
-The outer ends of'th6ttrorfg*"p7ap*k.bridging shall be: aft8ched.-..toe(wall ,or another%secureend.re$t N3 . int; or
ap-.sppcMed:.by the Engineer of Record 6r.thd BUilding.136sighdr.
strongback bridging bo:a. minimum of 2X6 borbiriai jumib6. ft;caf:
9 r. oriented with the d0th. vertical:. . Attach
with (3) f6d :common. nails (0.1'62"x3 5') nails at: each intersecting memb&. When extending the
-
strdh back bridging overlap by at. a.minimum pftwo frusses. The :location: the: k bid strongbac : bridging
maybe specified the T s Wriufadtut.6r,. Ehgih�e&r' of , Record, or Building Designer :. Please refer -:to.
ay. d �byst. 'e. ru§
bd'Sj ;iSt'ron 'P T 18ki.0114 gb9cki _,pine-S RPR.
.ng Provisions" or' -to. A detail for more. information. The. graphic
shown '(FjgUre_A) is f6r..g.en".6rid':illustrative 'purpose only.
Forum DriveSuite 305, Qr%ndo, FL 328211- (800) 5214790.- (863) 422-8685
*jvw'!wpinaitw.coM.'
4%
ALPINE
Fiprel
If L•can be of any further assistance` or -if you 'have -any questions plea all. sq:give.meac....
Sincffely,.-,A,��,liipll;l` ltJlytiiiphs'l r (,ZIj� �-,
Willi6ir - H. Knck. P.#.
qhief*.E.ngi,qee.r
Alpine an ITW.: Co - rnpany
Engineering'Dep5ttmefit
-Od6ndo-, FL' *821'
675.0. Forum Drive Sulte..,365, Orlando; FL 3282-1'-; (800). 521'*-9.790 - (853)422-�8685*
W"Alp,heitw ,
� .. ..cQm
.. . . I ... . . � I . j, .. . .
STRONGBACK; 13RIDGING
BUTT ' STRONGBACK!,
BRIDGING TOGETHER
ATTACH SCAB WITH* 10d:BOX/GUN
;4! '_'O' U6. -(0,128!x3.0'). NAKS 314'A RQWS'--.AT
SCAB O.C.
NOTEi :IN LIEU OF SPLICING AS SHOWN,
LAP STRONGBACk-'MDOING MEMBERS
FOR:AT LEAST ONE .TRUSW:,SPACIN
I . a
STRONGBACK, BRIDGING: ;SPLICE DETAIL
STRONGtA.0k Pk1bG1NQ- ATTACHMENT A'LT.*EiR1N1AT*I)/E'.*S
AN rMOOMW
11723-R1vi*rtvw0
SHIP 200
Maryfand Hefgh&, MO 03043
=o7=
lob
RECOMMENDATIORS
0- All scab -.on blocks gball, bea cx r-i1nimum_2x4
'.stress graded lumber*,_'
zz-Atl strongloack bridging anof bracing shall be:.a
minhUm 8X6 'stress gra'de-61 lum ke;r,'
®The p'y' f strondback bridging:
...rpose o is to
develop load sharing sharing
6twe?n Individual
resulting In an
In the
stiffness .:6f - the. floor systems 2x6'
strongback bridging', po'kI.t1ohdd-,6 is�hib.Wh In
i detalls, Is recommended at 10' =0" D.C. .(MO;X;)
Oc--The- -terms: 'b'ribibirib' and :'br'ac'iihg"" -are• somet(mes
mistakenly' •used** nterchangie;ably.* ''Brqclhol` Is* - an
1-mpqr..t.6n`ts ' '-tructur"�al retq. floor
iii Ulreirneht�.bf Any
or roof system, Refer', to the: Truss. Resigh
' Drawing (TDD) fbr�- 'th,b
racing requirements -fbt-
each IndiViciQ A. I -truss component,t. 'trIc1*ging',.f
partIcUtar"ly 'strongbac k.';IbrIdg!i?g`.'Is :cL*:
rec6mmehdatloh s f or 'O'L truss system to help
control v vibration. In: addi 'I I -t on to aidIrig In the:
dIstrbution of point (bads betWee'6 adjacent
truss, stronqioack ibrljqlnq serves'to reduce
bow
a pohw
PouhcL:s or r..esldual vibration: resulting: from
moving po.n.. :;such as footsteps;
THe Oerfor*manceof all . floor. -;systems -are
enhanced toy. the. Int;taRat' bf -st n&atk-
lot'Idginb arid therefore :Is. strongly, recomme . ndea
by Alpine.
For additional jnforhatloh regarding <,vtrongback
brlcl Ing,. refer t. BCSI (BuildinQ Component
Safety Information),
No, 70861.
F
'LL:
PSF F
DL.
RSF
ML
PSF I
?SF
iYLD.
PSF
1 10
.. C E iFt im # iR4i i ':Q1J '.'TQ li t? ` =' ti ',#`'C�1 Sk' l.W-T— �lV.-
�- Pr :bAL
'.[I� tit: sthA �vA�.M
. .
AT;" ASS' 2—Tr1J��3. �•.''
LAM
i OTHER DATA t�aY, s���rr�': �:��•fi::
-BuiTc#.ike 3y-Y9, _t`�i��� ��l(� .: � N�ixEn:: SFid;��ki�, dE�i1L�I:S�
j if2l
:8190:7�i.Yc� BY H� --0::. AOTO i Ai
•
-,..
OUR
Fir
,. ..r.....
avu"v - u...Kyerama7u zd
IIR7 e{ ..�i:a»o,,..i.nl+4,sn4,r,•r{+�.
AQ . ii �! !t�,/� yf r. 41 ``I; I�!
.. .. - y _ r ... .. ... �,-... ... ' •�h•f�r'�•E1 ' fi�Y7Y 4'r .iL i4+���`: �:
� '• � • : � .. _ . , 'I :.SCALE. .� NONE
.��'-' � .'x',�'-', Q - .• _ :..1.
# F
i;'� .
Cracked or Broken
This drawing specifies repairs for a truss with broken chord
or web member, t
This design Is valld 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 detaft,
(B) = Damaged area, 12' max length of damaged section
(L) = Minimum nailing distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member. Applyy one scab 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 V o,c„ rows stagggered,
Nall Into 2x6 members using three (3) rows at 4e o,c„ rows Nlxgger,k
Nail using 10d box or gun nails (0,12810', min) Into each side member,
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade #1 and MSR grade 1650f.
This repair detail may be used for broken connector plate at
mid -panel splices.
This repair detail may not be used for damaged chord or web
sections occurring within the connector plats? area.
Broken. chord may not support any tie -In loads,
S.
L L
Typlco. I"-
+ 0 + 0 + 0 + 0
O + 0 + O + O +
Str
agger
= Back Face 10d Box (0.128r x 31, min) Nallst
= Front Face 2x6 Member
- Double
Row Staggered
Nail Spacing Detail
aaWPptTAHTIapfURUSH TlRS DRAV�Dl6rM
ALL CIWfRAVDASS
Member- Repair Detall
Load Duration = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force
Mer,ber
Size
L
SPF-C
HF
DF-L
SYP
Web Only '
2x4
12'
620#
635#
730#
B004
Web Only !
2x4
18,
975#
1055#
1295#
1415114
Web or Chord
2x4
24
975#
1055#
1495#
1745#
Web or CIIord
2x6
1465#
1585#
2245#
2626#
Web or Chord
2x4
30'
1910#
1960#
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
r
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
43950
4500#
52254
5725#
Web or Chord
2x4
4B, .
3460#
3540#
4070#
4445#
Web or C�lord
2x6 •
5165#
5280#
6095#
6660#
INSTALLERS,
l0ntnun I B L
L Dlrtanca
Wnhum
L D}sionce
8
, .
pprroaetkss prim Yo perfern6+p these functions Installers ■haR provide Asnperowy �bre iNl per 1CSL
,,rag
otMrshe, top chord shall have properly attached structwnl sMathinp and botton clferd
ti ■hall have a properly attadkd r,{��1d %% Locations shorn For permnent lateral restraint of re i
r�—� l� shall hove brodnq Installed per DCSI aseifone 13. 17 or 110. os ePpUCAlr, App1Y Plats to each face
Q l UJ� of truss and posHbn as shorn above and on the Jotni Detols, Was$ notaaaf ottvrvlse,
Ll.�r� Refer to droeinpr IUA-2 Ior standard plot. pesltlon■.
Alpine, a dNhlon of !ri 7ulldho Conponeots oreup Inc, shaLL not be responsible for anrryy devtatbn Iron
AN irw �MPANY this drorb,g, any failure to VAN).. truss M confornanee with AHSI/TPI 1, or for Inndltq, shtpP,,,
hstollailan o 1radnq of trusses ,
A seal'on this drift or cover, poppe� U.*e q ills dra.hy Ldeaus acceptance of, professional
=.rb respo r4 . solely few ih. delpn shone The sukobelty and useof this drawing
133pq LakelYonl DAW for �y structure Is rszPoIb1' of the Wtcft D ftnar per ANSSRPI l Sect.
jadh aky,Mo 03045 few nen Infornaikn set thlr Job'. general notes ppa0pr and These web rlt►si SPACING 24,0' M
ALPINa ww,al nelt■,eenl TPI, ves.tp' wt.or01 S1Lh+ Yw�sbclndu."Ar i IM wvwJccsafa,orp
REF MEMBER REPAIR
DATE 10/01/14
DRWG REPCHRD1014
1 i
,LEY
Purling/ 4M 1 :;11411
RIDGE
BOARD
(2xi)
1/2
01 Valley
COLLAR BEAM,,EVERY MR.Q.
FAIR -OF RAFTERS
2x4!4E ICKINa .6
TRL!S!' UN DER VALLEY -FRAMfNG
VALLO RAFTEPWR MIDGE
+rdp4Ieb'-4'-071dr-30 p3f (TL)'Aad -26 pof (.TD) M,
lops are
pe wlstairtknd from
stagger between rpW&.
r 17
VAkLE ',A001= VLAA
4 W16ZHI
4 X6&to tL
3. CHp';J1e.'tdi.J6k 4'16dUe�
4� Raftiw.4Iddpaf&b1bWh9. 5-16dUe,
?Wt4�16�twa 2XG -sleeperv. 4 1 Ud tcLef-
5. -SWEP& Wbtfk, 4'3:6d td&
3 lad tdi;
.6. ::Md9e:bohr&ia T.Oaf blcjck 4 16d toe-
RFCVDI.F.O�PiMi .7, -Aldg-e-boSid to.trjUgs- 4 .14d. t6i�.n
to, (I"). A-.16.0t6a-
Trixcto.: 6166kl�e 4'lfidlac-
Tru3s,tcii�rIppW 4'1�d-ACV
.32.
..AFMUSED) .13. 4 l6dtoie-
NOTE60.6��(QASZ:USLS�l COMPACIN. NAILS
,TO
"TO 8 , or thrb u1i ft,
+ A�-O- 'fYPIhAL- L.
2;t4'
9 . Ct
a
-0axi(augin rfii;.An'tCbf helght, 3.046et
1A, * 0" mphl."We - 6, Cat II,U*0.';E01-0.,-y-Ui=,1,0
'of- ' 746, X`80 Mph; '
ASCE MPW EU419ted,
qr
;Narrow t 6pdftripo(eeait'.lficAield&'bY'rafterw.
;I�Vl6nj. ,I 1ha ro� , r;q6mber qf- nails are
4n44f1*b't ltlstalleii. 4X .3qg;qn. er Mftar IfsIcepets,are.nol Ysqp,
king under `(Optas baWiin-
-Inttalbiiiiuk ' under or - - .. ': .. - I .. ... .
i;hd*rd3Snd.'IiWrzj btaditig Wrict lm�dd, i
S4.
is
glu. .
ifir
nails
fate-nalls
airs
IR
11RIIA
nzills,eii.ch sleeper .gktrjjss
TIM
ails
8.
nal 4.
oil$
10.
"Ili
tWD
nails.
f ;(A
Avmbmp- WA smIML,%ru ,30 46 54 RtNktthAkI90dN&= ATZ 10/�1/1,4
-:6W. bt-A� w4 Tc M. 10 ZO 7 7 D
sty;
.!kv. C&vc—
TV 6 .0 0 0
xV"-t�K- sm-m4)pq hd buqpm
DRWG V. CNV-1801015
tWe: kt'"F
P= aV,.4w vk�. pft+4r.
IP P.. pumed
i-z . 4* Q-, - fie. u, 0 -0 0 0
;=. .41. A
f6wz3duW.H *kc p
IN F _MW66i�
10me d.
MA-- a *Adm F rw LD. cif5b 4.-( es
&t�z - 'I Vor OR VP - . . mrfw4=mww �tZ Wz. ..#A-
for,DaIN L.
�O:OVD
H
f.
6
I
I
W"
Simpson Strong -Tie" Wood Construction Connecto.rs
Face -Mount Hangers - I -Joists, Glulam and SCL kje
..............._._......_..._..----.... .................. -... -.._.............._.............__..........................----.....__.......--.................._.......................... _.......... _... _._.._.... _.......... _... _......................................................................... __............ __
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
Garried
Member
� Dimensions
(in.);
-
Fasteners
(m }
•
Allowable Loatls
Actual "°' _
`
Min!
DF/SP
SPF/HF
Joist
Model
Code
Size,
No ..
EE
w Web
Max
�`
Species Header
Species Header •
Ref:
(1n.)
Stiff
W
H'
B
Face
Joist-
Uplift
{Snow
- Reild
Floor
Snow:
..Roof
Floor,
Roof
(100)(115)(125}
IUS2.56/16
-
26/e
16
2
Min.
(14)0.148x3
-
70
1,660
1,805
v05
1,425
1,555
1555
Max.
(16) 0.148 x 3
-
70
1,805
1,805
i,8051
' S55
1,555
11,5155
21h x 16
M11.12.56/16
-
29/is
157/a
21/z
-
(24) 0.162 x 31/z
(2) 0.148 x 11/z
230
3,455
3,920
4,045
2,970
3,370
3,480
U314
✓
29/i6
101h
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11h"
970
1,945
2,205
2,375
1,675'
1,895
2,045
HU316 / HUC316
✓
29/k6
141A
21/z
-
(20) 0.162 x 31/z
(8) 0.148 x 11h
1,515
2,975
3,360
3,610
2,565
2,895
3,110
IBC,
21/z
MIU2.56/18
�
129Ari"'
t
177/as
21/v
�.) x 37/z'
-d2j d,148 x 1 /z � `
230 .
3:745
4 04S
4;045
3 220
-3;48�
3,480
FL,
LA
x 18 -
HU316 / HUC316~-
_
• .?'✓, -
291+6
, • 14,1/a '
21h
°=-
(2D)-0.162 r 3'/z','
, (8) 0148 x 11h
1515 ,
2,975
3 360
3,610,'
2,565
j 2,895
3,110'
21h x 20
MIU2.56/20
I
I 1-
12%;
197A6
21/z
-
(28) 0.162 x 31h
(2) 0.148 x 11h
230
4,030
4,060
4,060
3,465
3,495
3,495
to 26
MIU2.56/20
°
✓
2g/,6
191c
21/z
�-
(28)"0162 x 31/z
(2) 0.148 x 11/z .'
230
41630
4,060
4060
3,465
i 3,495
3 495''
29ti6 x 91/a
to 26
29/16" wide joists use the same hangers as 21/z" wide joists and have the same bads.
MIU3.12/9;
! 3 /s`i
9'146
21h
-
` (16) 0162 x *
{2) 0:148 x 11h• ;
_230;
2,305
2,615
2,820"
1980
2.248
2,425
3x91h
HU21 MI HUC210-2
✓ '
311/a
{" 81N
21h
Mex.
`-(1°8) 0162 x 3'/i =
` (10) 0.1 48x 3
795
2 680
3,020
� 3;250
t 2 305
;2;60&
2,8K
IBC,
117/a
MIU3.12/11
-
31/e
111A
21/z
-
(20) 0.162 x 31/2
(2) 0.148 x 11h
230
2,880
3,135
3,135
2,475
2,695
2,695
FL,
3 x
HU212-2 / HUC212-2
• -✓
31A
-109/,c
2%7
Max:
"(22) 0.162 x 3'7z
-(10)"b.148 x 3'-'
'7 5
3;275
3,695
3;970
2,820
; 3,180
3,425
LP.
HU3.25/12 /HUC3.25/12
•- .
"_
) 3�/a
l`"' 113/a
21h
'�
" (24)`6.162 X3'h
;' (12) 0:148 x-3'
4;030
4,335
3;075
3,470
3;7.35
HU3.25/16 /
HUC3.25(16
•
) °
3�/a
1373/c -;`24
Mm
t20)-°0762 x 3,1/z(
(8) 0 48zx 3� =;
3;516
2,075
3;360`
3 61D
2;560
218901,31105z�
Mom,
., (26) 61,62 x'3%'
" (V) 0.148 x �
7 v_
3'u870
4"365°
0 '5
3 330
,3,755
4;040�
-
3', glulani
HUCO210-2-SDS
•"'" -
. '"
3Jd
9 `"
3
-_.
(12}"�la"x2'/i"5DS
(6)1/a"x21/2".SDS
2,1
4; 1
4>115
4,C75.�?,600
",710
3,7t1<
FL
HGUS3.25/10; .
3?I<
86/a_
4
-
(46) 4162;3/z(16)12x31/z.
4,095
9_,100
;9,1QQ.9,10027;825
4 7,825-
•7.825;
IBC,
HGUS3.25/12
t 3Ja
110%8
4'
; `-
.:'(56) 0.162 x 3 /h
!
1 '
(20) 0.162 x3 /z a
S,040
9,400
9,400
9,400
i'
-8;08518,085
8,085!,
FL
-LGU3.25-SDS
11 °
-
13 14
840 30
41h
-
(16}'1/d' x 21/z"SDS
(1'2) "1/s" x 21/z' SDS
5 555°
6720,
7, 1?b;
7 ,12
4 840
5, 2 B5
5,265
31/z 51/a
HHUS46
-
3%
51/a
3
-
(14) 0.162 x 31/z
(6) 0.162 x 31/z
1,320
2,785
3,155
3,405
2,39512,715
2,930
x
HGUS46
•
-
135A
4346
4
-
(20) 0.162 x 31/2
(8) 0.162 x 31/z
2,155
4,360
4,885
5,230
3,750
4,200
4,500
HUS48 `
E 3346
('"' 61�46'-
2 `
.=
(6)'0162 x3'%z °
, (6j 0.162 x 31/z "
1' 20
1 595
1,815,''
1;960
1;365
-1',555
f 1,680'
..317z x-N4 =,
HHUS48": _
!a •
�;
, 351a
( 71/e a
- '3 ."
- -
(22) 01,62
x 3"1/zj
,. (8} 0.1 2 x31z ;
, r 8r1;
9,210°
4;7ZOj�
5140 i,3;615
4,095?
4,415
"
HUM,,
•, 0
-
3%
� 7 h6_,,
4
-
,- (36) 0.162
X 31h
(12) 0.162 x 31h �
3 235
7460
7,460„
7,460'
6 415)
6,415
6,415'
IUS3.56/9.5
-
36/a
91/z
2
-
(10) 0.148 x 3
-
70
11,185
1,345
1,455
1,020
1,160
1,250
MIU3.56/9
-
39/,61
8"N -
21/z
-
(16) 0.162 x 31/z
(2) 0.148 x 11/2
210
2,305
2,615
2,820
1,980
2,245
2,425
U410
✓
39/is
83/a
2
-
(14) 0.162 x 31/z
(6) 0.148 x 3
970-
2,015
2,285
2,465
1,735
1,965
2,120
HUS410
-
39tie
811A6
2
-
(8) 0.162 x 31h
(8) 0.162 x 31/z
2,990
2,125
2,420
2,615
1,820
2,070
2,240
31/z 91/z
HHUS410
-
36/a
9
3
-
(30) 0.162 x 31/2
(10) 0.162 x 31/z
3,5(55
5,635
6,380
6,445
4,845
5,486
5,545
x
HU410/HUC410
• •
• ✓
139ti6
85/a
21h
I -
(36) 0.162 x 31h
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
6,415
16,415
6,"15
HUC0410-SDS
• •
-
139ti6
9
3
-
(12)1/4" x 21/z" SDS
(6)114" x 21/s" SDS
2,265
14,500
4,500
4:500
3,240
3,240
3,240
HGUS410
-
35/a
91h6
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
7,825
7,825
7,825
IBC:
LGU3.63-SDS
-
35/a
8 to 30
41h
-
(16)1/4" x 21h" SDS
(12)1/4" x 21/2" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
�q
MGU3.63-SDS
-
35/a
91/4 to 30
41/2
-
(24)1/4" x 21/z" SDS
(16)1/4" x 21/z" SDS
7,260
9,450
9,450
9,450
6,805
6,805
6,805
`35/a
- 117/a
2
-
x,(12);0I148X=3-`
-
itJ ;
j,420
1,615
1,745(;7;220,1,39D'11,485`
MIU,3.56/11 °
-
39/16
` ;111/a.
21h
' -
.,{20) 0162 x 31/z'
. (2} 0.148 x 11Jz
210 '.
2,880
3,135` (3;135
2,475E
2,69512,695'
• °•
'.
10.
2
-U414
,{
.
t'
0
2;35
2;6121
5E`,820
980
245(,416)'0162x3h
225✓ '
_-
1'3%
J.
3°
(300.�2,S'/
- 11z
)3
_a5
5,
'`,a-+eHHUS410,
,
5
HUS412
-y 1.39/i6'
' 101h
2 -
` - "
(10),0162 x 31/2
(10) 0.162'x 31/z
i3.A35
2,660
3,025''
3,265.#
2 275
2,590
2,795'
3'h x 117/s
HU412 / HUC412
I
3s46
1OSh6
"
21h
in.
(16) Q162 x 31/z,
(6}`0.148 x 3
1135
2,3$0
2 685
2 890
2,050
2 315 (2
490�
Max.
, (22)O z
(10).048x3_
.7,:
3,253695j3,2-3,180-
8
3,425
i
HUCQ412=SDS
•
,- =
, 39/k6
11- :
-
=
(14) W1 I'21W' SDS
(6)1/4" x'21/z" SDS
;2,265'1
5,0415
HGUS412 '
�" GU3.63zSC
`�HGU3:63-5[
46 See footnotes on p.150.
Simpson Strong -Tie° Wood Construction Connectors
Adjustable Truss Hangers
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX° coating.
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
Install top and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
-- the Tt IA29 nai s used for joist attachment must-•be-driven,al-an,---
angle so. that they penetrate through the corner of the, joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all hail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face-Mount"(Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
•. THA hangers available with the header flanges turned in for
35/s" (except THA413) and larger,- with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
13/4' for
THAG422
far
122.2
126-2
01111"TH'AC422
13/i typical
2W for THA422-2
and THA426-2
VJ THA418
SIMPSON
i IRS
2^_'I
r H
f= . c
ra �
2;5
THA29
Double 4x2- 2face nails
Use full table value (total)
Single4x2-4top nails
See (total)
Face nails Top nails nailertable
per table pertable "
r Straighten the double
shear nairing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of headE
° Double -Shear
Double- Y Dome Double Shear
Shear Nailing � Nailing Side View
Nail Side View; (Available on
Do not
Top View f bend tab some models)
Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
JyErwai J nrAca
Top Flange Installation
erto
tnote 5
p.187
86
THA/THAC
Adjustable Truss Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
IL
f -I
M
LUS/MUS/H US/H H US/HG US
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
innovative double -shear nailing that. distributes the load through
t:vo points on each joist nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
- - i Not designed'for welder nai el--r a TpTicatiohs.
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
` Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
some models)
1' for 2x's
1'tie"for 4Xs�
to :'
H
�W B
LUS28
HHUS210-2
(iYMUS28
HUS210
(HUS26, HUS28,
and HHUS similar)
TO HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
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N
Simpson Strong -Tie® Wood Construction Connectors
These products are available with For stainl ss Many of these products are approved for installation
RD additional corrosion protection. steel fasteners, l with Strong -Drive° SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
Double 2x Sizes
LUS24-2 "'-
21/41:i.`
18,.3?/a,
410,
800
905
,N>980
1;245
"'355`.
890
780'
845
`1070'
9
LUS26 y2
. 4alib.
18 ,
, 3?/s
A%a,
'2
{4) 0.162 x %,''
{4) 0162 x 3/Jz
1;030
T,170,
-1,265
1,595
910°
, 885.
1;005`
1,090
1,370 ,
HHUS26-2
4-A6
14
35/16
5%
3
(14) 0.162 x 31/2
(6) 0.162 x 31h
1,320
2,830
3,190
3,415
4,250
1,135
2,435
2,745
2,935
3,655
HGUS26-2
49/i6
12
3-%
57A6
4
(20) 0.162 x 31/z
(8) 0.162 x 31/z
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170
4,445
4,795
LUS'28<2
4916„ 1,;
18
;3'/a
7m0162
x.3 i/z
{4) 0:152 x 3?/z
,' 060
"1;315'
1,490
:-1 61012,030
910 r
1130
=i 280'
Y,385
1;745
IBC, FL,
"' HHUS28 2 " °,
69/s';,
` 14 r
•'35/ic".
71/a
'`"3 °
.(22} 0162 X 3tlz
.1810.162 x 3lz
>1 a 0
4:265`
4,810`
°5.155
5:98(%
1.515''
3.67D
`'4135.
4.935-
.5.145'.
LA
LUS210-2 I 67/16 18 1 31/a 9 2 (8) 0.162 x 31/2 (6) 0.162 x 31/2 1,445 1,83'0 12,075 12,245 2,830 1;245 11,57511,785 11,930 12,435
HHUS210-2 83/a 14 35/16 87/s 3 (30) 0.162 x 31/2 (10) 0.162 x 31h 3,550 5,705 6,435 6,485 6:485 3,335 4,905 5,340 5;060 5,1.90
HGUS210.2 8-/16 12 3BA6 9316 4 1 (46) 0.162 x 31/z (16) 0.162 x 1/2 4,095 9,100 1 9,100 1 9,100 9,100 3,520 7,460 7,825 7,825 7,825
Triple 2x Sizes
I!VVJ4y' ,".
I. 1716
1 ° 1G
1=714
JFL,
"W,°
4GU)V:JU4,T. :•l
IPJ V.fULI U%2-�GrfiJJ
•,'},J4U-;9j9ilU
ii,ifUA
J'alJ
H,44�'F},/`J
HGUS283.
6'� s..
12.
"475fi6
7'la
4
(36) 0.162 x 31h,
;{12) 0162x 31h
3 235
;7,460
7,460
7460,
7,460
2,780 `"6
415
6 415
-6;415
;6,415:
LA
HHUS210-3
83/a
14
411AG
87/a
• 3
(30) 0.162 x 31h
(10) 0.162 x 3112.
3,405
5,630
6,375
6,485
6,485
2,930
4,840
15,485
5,575
5,575
1 FL
HGUS210-3
81�A.
12
415/16I
91/4
4
(46) 0.162 x 31/2
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
LA
Quadruple 2x Sizes
nuUJ40-4-- J 31/2 J IG 1 0(LUJ, JoZX3"%2` 0),U.10&X3%2 ,L,1'J.9-y,341J� 4,53U 131lU J,J'f.J'_ I,=11tl,16U ".! IIU 4;44t, 4,/EIJ, IBC, f
HGUS28-4 71/4 12 6a/,6 7-Y% 4 (36) 0.162 x 31/z (12) 0.162 x 31h 1 3,235 7,460 1 7,460 7,460 1 7,460 2,780 1 6,415 6,415 6,415 6,415 LA
HHUS210-4 83/e 14 611A 87A 3 (30) 0.162 x 31/2 1 (10) 0.162 x 31/2 13,405 15,630 16,375 6,485 16,485 12,930 14,840 5,485 15,575 15,575 FL
IBC, I
LA
4x Sizes
LUS46-43Is`; ' 18' " "3ahs .43ja . °..2, ; ; (4) 01162 x 31h (4) 0162 X 3?h ad 0 1,030'. 1,170 ,1„, " 1,5,95 910 885' ;1;005 '1.;090 .1,370. IBC, FL
HHUS46
46/is-
�4
'3-/a;
53/ic
. ,3,
04)0,162x'31h"
(6)0162z31h
0
2,830`
3�790
3�415
'4,2�0=
1 345
12-,435
2,%45
2,935
3�655=
LUS48
4%
18
A.
63/4
2
(6) 0.162 x 31h
(4) 0.162 x 31/z
1,060
1,315
1,490
1,610
2,030
9100
1,130
1,280
1,385
1,745
IBC, FL,
HUS48
6'/a
14
39A6
7
2
(6) 0.162 x 31/z
(6) 0.162 x 31h
1,320
1,580
1,790
1,930
2,415
1:135
1,360
1,540
1,660
2,075
LA
HHUS48
61h
14
35/a
71/a
3
(22) 0.162 x 31/2
(8) 0.162 x 31/z
1,760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
67/16
12
35/a
711A6
4
(36) 0.162 x 31/2
(12) 0.162 x 3'h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
L1 S410 i
61Ja .`
18
3a/e°
83/4
" .2 _
{8) 0.162 x-31/2
:' {6) 0162�x 31/z
t44
_7 830"',
2,075`
;245
2,830
124
i 1,575
`1,785
11,930
2 435+
"HHUS410 ' °
, 8% `
> 14 ,
35/a`
_ 9° '.
;'3 ..(3D)
0.762 x 3112-:
'(10) 0162 x3'/z
x 'i,'5U
5;705''
6 435
6;455
ti.4i
£35=
�1,905
"5,535
t�75
5 Euly
HGUS410 . °:<
8 6 �
° 12 �
35/a
91ti6
4
{46) 0.162 x 31Cx,
`{16),01621X 31h'
'4 095
_"
910Q ''
.. �.
9100;
, 9100
1 .
`9;100
-
3 520
°7 825.
7.825
t
7,825
7 825'
1 ° _. -
IBC FL,
LA
HGUS412
107/16
12
3%
107/16
4
(56) 0.162 x 31/2
(20) 0.162 x 3'/z
5,695
9,045
9,045
9,045
9,045
4,900
7,780
7,780
7,780
7,780
HGUS414
11346
12
35/a
127/16
4
(66) 0.162 x 31/z
(22) 0.162 x 3'h
5,695
10,125
10,125
10,125
10,125
4,900
8,190
8,190
8,190
8,190
Double 4x Sizes
7,995 P7,9951 FL
1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes
the evaluation of cross -grain tension in its hanger allowable loads. For additional. information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
.96
HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/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 1/z" max. to allow for greater construction
tolerances (maximum.gap for standard allowable loads
is Ma" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
Finish: Galvanized
Installation:
• Use all specified fasteners; see General Notes
• Can be installed filling round holes only, or filling
round and triangle holes for maximum values
• See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
Options:--_.,_.__.,,._,_.�_:..... __...._,-
• HTU may be skewed up to 671/2'. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
3 Many of these products are approved for installation with Strong-Drivee
SD Connector screws. See pp. 335-337 for more information.
HTU26
. -1/a' matt. gap between end-6
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger (3ap)
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(H77J210 similar)
to
Model ' I Min. Dimensions (in.), : Fasteners (in.) DF/SP Allowable Loads SPF/HF Allowable Loads - Code
No He gh W H g Carrying Carried . Uplift Floor Snow `.Roof Wind , Uplift Floor Snow Roof 1-Wind Ref ?
Member Member (160 (100j ;� (115) : {125) '060) : (160) (100} (11b) (125) (�60) o a
_
Single 2x Sizes
_ I11'UGV.51VIaA �":-„I Va ITC 004 1 '0d2 ,-14VPU.1U4A UY1 r i4U1 V. 1'1o.h (; %2, IjJJi1, _4,.`74t1 1 a A4U'l :.ky']41• `JiU IU" ;1,00,.7 L,JJU� - ". Z,1RIV •0,14DU IDC,
HTU28 (Min.) 31/a 15/a 71/16 31/z (26) 0.162 x 31/z (14) 0.148 x 11/z 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL,
HTU28 (Max.) 1 71/4 15/a I 71/ia 31/z (26) 0.162 x 31/z 1 (26) 0.148 x 11/z 12,020 3,820 4,315 1 41655 15,435 1,735 13,285 1 3,710 4,005 4,675 LA
Double 2x Sizes
HTU28-2 (Min.) 37/a 3V,B TA6 31/z 1 (26) 0.162 x 31/z 1 (14) 0.148 x 3 1,530 1 3,820 4,310 4,310 1 4,310 1 1,315 2,865 3,235 3,235 3,235 IBC,
HTU28 21/4 35/ia 71fa 31/z 26 0.162 x 31h 26 0.148 x 3 3,485 3,820 4,315� 4,6 _; FL,
(Max.)( ) ( ) ( ) 55 5,825 2.995 3,285 �,71 4, , . � -a,',u� LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between %" and 1/z", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVFPI 1-2014. Simpson Strong -Tree Connector Selector° software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
HTU
dD
Face -Mount Truss- Hanger (cont.)
Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
HTU26 (Min.) 37/e 1 (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 11/z 925 1 1,470 1 1,660 1 1,790 1,875 1 795 1 1,265 1,430 1 1,540 1,615
HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x % (20) 0.148 x % 1,240 i 1,470 1,660 1,790 12,220 1065 1,265 1,430 11540 1,910 IBC,
urn i�4 reap„ `'=i1i r�1 rn,c - 'r�'n1 n �a�`., �1c roa�.n 1nQ �.rud. 1 a�n.-�."o a�rx_, =a zx't' ,• rT (" onG , 1'ao� .. -q FL, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h".
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)
No.
Single 2x Sizes
HTU28 (Min.)
37/a
15/a
7''A6
31/2
(26) 0.162 x 31/2
(14) 0.148 x 11h
1,110
3,770
3,770
3,770
3,770
955
2,825
2,825
2,825
2,825
FL,
HTU28 (Max.)
71/4
1 %
7''A6
31/z
(26) 0.162 x 31/z
(26) 0.148 x 11/z
1,920
3,820
4,315
4,655
5,015
1,695
2,865
3,235
3,490
3,765
LA
TU
H210 (Min.), ;"
37/a'
1`%
9M6
3Jz _
(32) 0.162 x 31W
(14) 014$ x 1 ✓z
1250
; 3 600
3,600f
3,600.
3;600
1,075"..
2;700
,2,700.
2,70Q
2 700.
HTU210 (Max.)
91/4
.15/a
9'A6 ;
31h
.(32') 0.162 x 31/z
;(32) 0.148 z 11/2
3,255'
-4 705•
! 5,020
5,020
;5,020
2,800.
3,.530
3,765
3.765
3,765,
Double 2x Sizes
HTU26 2 (Min:)' ;,
37ls =
i3-6
57/6
: 31h
(20) 0162 z 31/z
(14) 0.148 x 3 `^^
`"1,515.
2, 940,
3 320
3,500
3,500n'
1,305„
2,205
;2,205.,
2;205
2, 05
.HTU26-2(Max.) `:
51h'
31YI6
5346
31/z
(20)�0.162x31/z
-'(2010.148.x3'".
191tt
2,940,
9,320
3,500
3,5,00,
1,645.12;205
2,205
2,205.:2;205
HTU28-2 (Min.)
37/a
3-%
7146
31/z
(26) 0.162 x 31/z
(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,
HTU28-2 (Max.)
71/4
35/16
71'A6
31/z
(26) 0.162 x 31/z
(26) 0.148 x 3
3,035
3,820
4,315
4,655
5,520
2,610
2,865
3,235
3,490
4,140
FL,
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3, Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between Ma" and'h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSV PI 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'/z" nails in the header and
reduce the allowabb download to 0.70 of the table value. The allowable upfdt is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are Ested diameter by length. See pp. 21-22 for fastener information.
19
HU/HUC/HSUR/L
-- -.... -.... -........ -... -.... -..... ---.-................ _._................ ---.......... -........ ---.... -............. .............................. _...... -............................ -................
r
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/16" or greater, at 100% of the table load.
Specify HUG.
• HU is available with one flange concealed when the W dimension
is less than 25/16" at 100% of the table load. Specify as an `X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen`e 2 screws
(Model TTN2-25134H) for concrete and 1/4" x.21/4" Titer, 2
scre=gas (Model TTN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from t e sawn
lumber or E N/P sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/1a"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/16'-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
z . will reduce or eliminate the mechanical interlock of the
> threads with the base material and will reduce the anchor's
z
a load capacity.
2
o • Titen Installation Tool Kits are available. They include a
F 3/1e" drill bit and hex -head driver bit (Model TTNT01-RC);
Z a 3/,e" x 41/z" drill bit is also available (Model MDB18412).
0
Ir
• A minimum edge distance of 11/2" and minimum end distance
0 of 37/5" is required as shown in Figure 1 for full uplift load.
0
:i • Where no uplift load is required, a minimum end distance
m of 11/2" is permitted.
0
o Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
PN,. Y'' mi„
MEN
HU214
Figure 1 — HU0410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
HU/HUC/HSUR/L
. ....... . . . . .............. . . ........... ...... .......................... . ...................... .... . .......... ....................................... . .... . ..... . ....... . ........................................................................
Medium -Duty Face --Mount Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p. 15.
OWN-
UT7
odd
lloWable Loads,(DRSP).
GFCMU
6ohergk
" e
Standard',
Con'ceal6dl
GFCMU Go ee
Tite 02 JR6 e
97 'T,
P'I
(100 12
6
Down
(100h 2
HU26
HU26X
(4) 114 x 2 3/4 (4) 1/4 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
R29`-
628X
4 X 1 3/�
44 �),0148,
1-545
�`,7�q
2,46b
HU24-2
HUC24-2
(4) IA x 23/4 (4) %4 x 13/4
1 (2) 0.148 x 3
1 380
1,000
1 380
1,545
HU26-3 (Min.)
HUC26-3 (Min.)
(8) 1/4 x 23/4 (8) 1/4 x 13/4
'(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12) 1/4 x 2 3/4 (12) 1/4 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
Hj28-2,
HUC28 -2 (Min
0 0) 1/4 x 2:W11111111111
OAK
-0.14 3
!6'o'
2,5W
76
725"
"AIL10- Y
AUC26-2{Max.)
x 21/1
d"A 4
HU210
HU21OX
(8)1/4 x 2 3/4 (8) 1/4 x 13/4
(4) 0.148 x 11/2
545
2,000
760
2,415
Ht_1210-2 iMinY-.--:
X 3
21/4 - J,��,'(14) I/i 1 /4
(6)"0" 1 48, x 3
-1,
1.135
HU210-3 (Min.)
HUC210-3 (Min.)
(14) 114 x 2 3/4 (14) 1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18) 1/4 x 2 3/4 (18) 1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212,
HU21 2 X
(1b) 4,� OYI/4�13/4
-(6)0148 xj1h
I
J
HU212-2 (Min.)
HUC212-2 (Min.)
(16) 1/4 x 2 3/4 (16) 1/4 x 1 -/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(2 2) 1/4 x 2 3/4 1 (2 2) 1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
2;3
HUC2124(Mihz.)<
ikx,23/4 x
:148'x
HU212-3 (Max
'HUC214(m''
2 ex.)
22) '114 x 2�4, (22):1/44-`,� 0)4
0) 8, X
A, , 3 ,
5
5,065,
HU214
HU214X
(12) 114 x 2 3/4 (12) 114 x 13/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
HU214-3 (Min.)
I HUC214-3 (Min.)
(18) 114 x 2 3/4 (18) 1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(2 4) 114 x 2 -114 (2 4) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
2, 6-
:`W216X
1/ 3/4 (1 �) I
4'�2, 1/4 0 3/4
-
(8)�O.T4 A
I ,,
, 0",
HU216-2 (Min.)
HUC216-2 (Min.)
(2 0) 114 x 2 3/4 1 (2 0) 114 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(2 6) 1/4 x 2 3/4 (2 6) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
1162164(Mir.),
HUC216-3,(Mih.)
A i,13
(20)�'�4 i'2Y4 �'(20) / )4
4
A O.'-1'48,.x 3
51,
`4,62
6 15
4j920
HU21�_13 (Max-): -
HUC216-3'(Max;')�
_(26)1/4 1/4
'�6 xi
{ii) 0.148:,x
2,015, ,
5,08!�
-5,085,
HU7 (Min.)
(Not available)
(12) 114 x 2 3/4 (12) 1/4 x 13/4
(4) 0.148 X 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16) 1/4 x 2 3K (16) 1/4 X 13/4
(8) 0.148 x 11/2
1,085
3,485
1,085
3,485
HU9 (Min.)
Not, aVa Hable)
18) �A x .23/4 18) 1/4 x 13/4
(6)0148`
3,230x,,,Vw,
,
HU9(Max.}:4'
X-),
i 1
(Not aVa lab a),"
1 (24),1
(241 1/4 x,2-Y4 '/4''k Yi -
48xAI/�`
5%
3,735,
HU11 (Min.)
(Not available)
(2 2) 1/4 x 2 3/4 (2 2) 1/4 x 13/4
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HUII (Max.)
(Not available)
(3 0) 1/4 x 2 3/4 (30) 1/4 x 13/4
(10) 0.148 x 11/2
1,445
3,735
1,445
3,735
HIU14 (Min)
(Not aa;labl'
(�%�'�423/4 (�8) 114 X 13/4
(%0.1�8V/
Ii
7777
5,
HUI .4�(Max),
41
av labla)�
1/4x2-Y4 (36 1/4 � i �14
A
04 .148
6
4,24
01
38
STAGGER JOINTS - TYP.
UPLIFT/SHEAR ANCHOR--F-- �
EACH TRUSS - SEE B/SKI
PLAN
NOTE: ADDIL FRAMING NOT]
SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARINCs A
SCALE: NTS III, SKI
l
A
L
E
ED HEEL ROOF TRUSSES
PLAN
RIBBON BOARD- SEE
SCHEDULE FOR SPACING
FASTENING TO TRUSSES
MASONRY WALL- ,
SEE PLAN
i
II
i
1.
ROOF SHEATHING- SEE
5OFFIT/FA5CIA- SEE ARCI
RAISED HEEL ROOF TRUSSES
-SEE PLAN
Cie
O
wN
U ED
RIBBON BOARD-
¢ Q 3 M
SEE SCHEDULE
W U z LL
FOR SPACING d
ne 0 z
00
FASTENING TO w N
� > >
TRUSSES
w Ea , =
Z O w
WALL SHEATHING -SEE PLAN
_=
=
w . z
3
MIN. 15/32' CDX PLYWOOD OR
I
1/I6' 055 WITH 8d GUN NAILS
U
(0.131' X 2 1/2') ® 6' O.C. TO
UPLIFT/SHEAR GYP. CEILING -
RIBBON BOARDS
ANCHOR EACH . SEE PLAN d
TRUSS- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRU55 MASONRY WALL -
BOTTOM CHORD
SEE PLAN
_
WaNEWSION:
RAISED HEEL TRUSS BEARING: B
SCALE: NTS SKI
RIBBON 5GHEDULEi
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(2) 12d GUN (0.131' X 31)
(Vasd=128 MPH)
2X4 SPM
24'
TO EACH TRUSS, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
Vult=180 MPH
(2) 12d GUN (0.131'3')
lVasXP. MPH)
2X4 SPM
16,
.X
TO EACH TRUSS, (4)
E
EXP. G,
NAILS AT JOINTS
ENCLOSED
u
eh �A
u
E ❑ ❑
SHEET TITLE:
fi000N OEINLfOR
RNSED HEFI ROOFEWSSES
!HEFT INFORMATION:
1--. 361116
]ATE ISSUED: 11.08.16
buwN BT:
RE—ED
SKA
1
ALPIE
AWM�fCOJV,PAIY
January_ l,%2020:
Car , pente . r,"Cofttra'cbors of Aiterfca-, In
c:..
dj:NW
Winter.*
.Dear' atf:
It has come to my'attenfionthat some questions were raised conce
rning 5/8.' diameter'
r
holes'dr lied t"htu"t'h6-,c'ho'r'd's,:( idefac6of's s42gable.-endirusses, -allowfor.
tilifeadedrods used ',fdr,",ti&,d,,bWhs.;"I.fth,et6,,gable-a,endsre� p,ver,'confinqqqs$pp.pprt.
I I I 4and-t- . ,
withitwithhibd-ave-dtille& e ah6ut-thb-.cent: I
ne.
f400 TJO`6 ooe0'ffia ��.Wjdf daiagingah'y they
no`repair is regwred,The truss only supports .2"feet 'Of flbOt lbA&:Ahd`hd additional
on ,,please e give ,m,e a.,call.
Sincerely .
675,0F6rum.Offv Suite 306 dando. FL -3. 8 -9790,--(863)-422-
. .. ... 0 82 (8QQ) 521
8685
TN3 documnt har been eleciroic*31g d
and sealed using, a Dgital Signature. Printed
cojAes wlihott an Ogind sigrwAro rrdlstbo
Yerliiei:;i i38irlgft otigiRBi electrarscye sion.
r• "'r -
COA#0278
03/10/2021
t
70461
P I
OF '14
STME
ALPIN,,,,,E
WPM"
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www.alpineitw,com
Site, Information,: `
t?a a 1:,
Customer: Carpenter Contractors of America.
Job Number: N334502
Job Description. 7A51320 ,182ED,F' ,RI01 / 1828/CALU4EBB ELEV.DIF
Address:
iobEtt ineerin Criteria:
Design Code: FBC 7th Ed. 2020 Res IntelliVIEWVersion: 20.02AOA
JRef#. 1X3L89750073
Mind Standard.: ASCE 7-16 Wind Speed (mph) 160 Design Loading (psi): 37.00
3uilding Type: Closed
This package contains general notes pages, 21 truss drawing(s) and 5 detaii(s).
ROM
DravAr g.Nt; be!
'f runs
1
069.21.1302.22921
--------------
Al
3
069.21,1302.23391
A2
5
069.21.1302,22718
A4
7
069.21.1302,23454
A6
9
069.21.1302.23186
A10.
11
069.21.1302.23218
A14G
13
069.21.1302.23061
B2GE
1,5
069.21.1302.23093
C2GE
17
069.21.1302.22858
EJ2
19
0692.1.1302.22530
CJ3
21
069.21.1302,23281
HJ7
23
GBLLETINO118
25
VAL180160118
Item
Dravring NUiriher., '
'Truss
2
069.21.1302,22936
A1A
4
069.21.1302.22655
A3
6
069.21.1302.23141
A5GE
8
069.21.1302.22686
A8
10
069.21.1302.23609
Al2
12
069.21,1302.22952
B1
14
069.21.1302.22999
C1
16
069.21..1302,23453
EJ7
18
069.21.1302.22875
CJ5
20
069.21.1302.23359
CJ1
22
A16015ENC160118
24
CNNAILSP1014
26
VALTN160118
Florida Certificate of Product Approval #FL1999
Printed 3/10/2021 1:1201 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of -the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. 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 Hofizontal 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.sbcindustry.com.
Page 3 of 3
SEQN: 249741 / COMN Ply: 1
FROM: RWM Qty: 16
6'1"7
6'1 "7
Job Number: N334502
,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: Al
12'11"15 2,61 + 26'8"1
6'10"8 6'10"1 6101
5X5
E
1' 1 10' 10 I' . ,
7
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 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.
39'8"
9'10"
19,10"
aw Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
91101,
Cusl:R8975 JRef:1X3L89750073 T10 /
Drw No: 069.21.1302.22921
TCE / YK 03/10/2021
33'6"9 + 39'8"
6'10"8 6-17
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.222 K 999 240
VERT(CL): 0.385 K 999 240
HORZ(LL): 0.081 J - -
HORZ(TL): 0.140 J -
Creep Factor: 2.0
Max TC CSI: 0.617
Max BC CSI: 0.882
Max Web CSI: 0.457
VIEW Ver: 20.02.00A.1020.20
03/10/2021
»2
io
b
10, 1'
39'8"�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1711 /- /- /961 /309 /444
H 1711 /- /- /961 1309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1490 - 3155 E - F 1130 - 2029
C - D 1366 - 2875 F - G 1366 - 2875
D - E 1130 - 2029 G - H 1490 - 3155
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2759 -1207 K - J 2278 - 858
L - K 2278 - 879 J - H 2759 -1186
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 541 -134 K - F 530 - 745
D - K 530 - 745 F - J 541 -134
E - K 1362 - 605
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached mid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enc�sneering responsibiliti solely for the design shown. The suitability and use of this
drawing for any shcture is the responsibility of the Building -Designer per ANSINI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249762 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T25 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22936
Truss Label: A1A SSB / YK 03/10/202'
7'112 13' 17', 19'1o" 23'8" 31'8"14 39'8"
7'112 5'0"14 i- 4'1"12 r 78� 3'10 -1 B•U•ia + 7'11"2 -7
T
N
17n
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" cc.
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
+ Bottom Chord section between vertcials may
be removed.
=5X5
F
4'8"11 2'1"1p 6'8" 8'0"11 T11"5 1'
12'10"4 + 14'111'14 23'8" 31'8"11
17'
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 Udefl U#
VERT(LL): 0.304 P 999 240
VERT(CL): 0.568 P 831 240
HORZ(LL): 0.131 K - -
HORZ(TL): 0.244 K
Creep Factor: 2.0
Max TC CSI: 0.790
Max BC CSI: 0.859
Max Web CSI: 0.988
Ve r: 20.02.00A.1020.20
fit •4A®aar+Q�..�,
® o
e
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03/10/2021
o
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /961 /309 /444
1 1666 /- /- /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.2
1 Brg Width = 8.0 Min Req = 2.2
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1412 - 2748 F - G 1408 - 2068
C - D 1815 - 3524 G - H 1217 - 2104
D - E 1436 - 2553 H - 1 1424 - 2776
E - F 1564 - 2530
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2376 -1110 L - K 2402 -1108
Q - M 3085 -1305 K - 1 2405 -1106
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
579 - 993
M - F
1687
- 892
C-Q
818 -217
M-L
1746
-572
S - Q
2594 -1210
F - L
559
- 464
Q - D
1079 - 462
L - G
450
- 365
D - M
662 -1221
L - H
477
- 691
**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 anc7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have �roper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310.
as applrcabgle. Apply plates to each face otruss and position as shown above and on the JoinQDetails, unless noted otherwise. Ffefer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
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 responsibility solely -for the design shown. The suitability and use of this
drawing for any s9r'ucture is the responsibility of the Building�esigner per ANSIITP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249763/ HIPS Ply: 1 �Jl7A./ob Number: N334502 Cust: R8975 JRef:1X3L89750073 T9 /
FROM: RWM Qty: 1 320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23391
Truss Label: A2 SSB / WHK 03/10/2021
6-1 "7
0
0
m
12'6"15 19,
6'5"8 6'51
;5X5=5X5
E F
39'8"
9'10"
10' 19'10"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 It
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 to 2h
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;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
27'1"l 336"9 39'8"
6'5"1 6'5"8 6'17
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.172 L 999 240
VERT(CL): 0.321 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K
Creep Factor: 2.0
Max TC CSI: 0.480
Max BC CSI: 0.747
Max Web CSI: 0.625
VIEW Ver: 20.02.00A.1020.20
Ha .:rJPP
� ve
o a
g 4« 708 1
e
w �e
s
r qVe� 1 oe�0.1y1•
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
'"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
ter BCSI sections B3, B7 or 1310,
Hess noted otherwise. Refer to
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- A /963 /310 /427
1 1556 /- /- /963 /310 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - 1 1542 - 2800
E - F 1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1262 L - K 2030 - 937
M - L 2030 - 957 K - 1 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 508 -119 L - F 548 - 356
D - L 521 - 683 L - G 521 - 683
E - L 548 - 356 G - K 508 -119
a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
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
us drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of this
for any structure is the responsibility of the Building -Designer per ANSIlTPI 1 Sec.2. Suite 305
a information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org' AWC: awc.org Orlando FL, 32821
SEQN: 249785 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T2 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22655
Truss Label: A3 SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
6'1"7
6'1"7
�,1 100'
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: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
12'1 V15 19'10"
6' 10"8
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1; 133,134 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=5x5
E
B3
1114X4
33'6"9 39'8"
97"9 ")" 6'17
io
c
20'8" 5'8" 13'4" -�
4'6" " 10' i 5"1'
19'10" r- 24'4" , 298"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.042 M 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 871 /_ /_ /610 /172 /444
Lu: NA Cs: NA
VERT(CL): 0.082 M 999 240
Snow Duration: NA
HORZ(LL): 0.013 C - -
N' 323 /- /- /156 /73 /-
HORZ(TL): 0.024 C
H 508 /- /- /427 /147 /-
Building Code:
Creep Factor: 2.0
Wind reactions based on MWFRS
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.968
B Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.737
N Brg Width = 68.0 Min Req = -
Rep Fac: Yes
Max Web CSI: 0.550
H Brg Width = 8.0 Min Req = 1.5
Bearings B, N, & H are a rigid surface.
FT/RT:20(0)/l0(0)
Bearings B & H require a seat plate.
Plate Type(s):
Members not listed have forces less than 375#
WAVE
VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 606 -1330 G - H 246 - 579
C - D 479 -1037
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - M 1138 - 532 K - J 952 - 668
M - L 691 - 320 J - H 484 -143
L - K 967 - 695
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - M 375 - 360 K - F 885 -1602
tttEf+trurNtat/ej� M - D 558 -150 F - J 573 - 255
A ,rfljr�,� D - L 559 - 723 J - G 495 - 484
�as.a. f�' Ok L-F 785 -272
♦ I'
i ® � ♦oa� '^�w
a° +
o
ti o.70U q p�®
# i
i
s. v
s
4g s �Crtt, rCOA ON
03/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI 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)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown -for -permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
as appllcabgle. Apply-plates.to each -face of truss and position as shown above and on the Join -Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the — -
truss In conformance with ANSI 1, or for handling, shipping,. Installation and bracing4of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional enpineermg responsibili solely for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building Designer per ANSI/T�I 1 Sec. 2. Suite 305
For more information see thesewebsites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249765 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef.1X3L89750073 T8 /
FROM: RWM city:
1 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22718
Truss Label: A4 SSB / WHK 03/10/2021
7'10"14 17' 22'8"
7'10"14 9'1„2 + 5'8„
;5X5 =5X5
D E
39'8"
9'10"
10' + 19,10"
Loading Criteria (psi)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 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 to 2h
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)
GCp!: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of 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.
31'9"2 1 39'8"
9' 1 "2 T10"14
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.149 J 999 240
VERT(CL): 0.279 J 999 240
HORZ(LL): 0.0601 - -
HORZ(TL): 0.112 1
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.755
Max Web CSI: 0.989
03/10/2021
Ve r: 20.02.00A.1020.20
10' 1'
39'8_
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1552 /- /- /965 /318 /386
G 1552 /- /- /965 /318 !-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
D - E 1352 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. C
B - K 2393 -1373 J - 1 1695 - 842
K - J 1695 - 863 1 - G 2393 -1352
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 498 -448 E - I 770 -435
K - D 770 -435 1 - F 498 -448
"WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bragin installed per BCSI sections B3, B7 or B10
as applicable. _.Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI Q PI 1, or for handling, shipping;, installation and bracin of trusses. A seal on this drawingor cover pate 675o Forum Drive
listing this drawing indicates acceptance of professional engiineering responsibilittyv solely or the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec 2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249766 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 711 /
FROM: RDP Qty: 1 , A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23141
Truss Label: A5GE SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BOLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
�1z1 Jn�s
6'17 9'10' 1Q'8 19Y0• 21'1 ' 23'1pry 26' 376' 33,'6.9 39'8•
6'17 3•B'8 171�' 6Yo•1 1 Y z 6'6' +1 �
!' f0'e•�7'i
m5X6
K
A
21' iS' i 13'6'
F7' 10' 11' & 3'8° 3'
10' 21' 2fi' 29'8' 3Y8' 39'8•
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
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):
710.8 ---! - 13712
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.114 AE 999 2
VERT(CL): 0.228 AE 999 2
HORZ(LL): 0.0491 - -
HORZ(TL): 0.097 1
Creep Factor: 2.0
Max TC CSI: 0.679
Max BC CSI: 0.825
Max Web CSI: 0.970
VIEW Ver: 20.02.00A.1020.20
Lumber Laterally brace chord above/ below filler at
Top chord: 2x4 SP #2 N; 24" OC (or as designed) including a lateral
Bot chord: 2x4 SP #2 N; 131 2x4 SP #1; brace on chord directly below both ends of
Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N; filler (if no rigid diaphragm exists at that point)
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Special Loads
---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to 56 plf at 10.67
TC: From 76 plf at 10.67 to 76 pif at 32.67
TC: From 56 plf at 32.67 to 56 plf at 40.67
BC: From 20 plf at 0.00 to 20 plf at 39.67
BC: 128 lb Conc. Load at 23.21,23.79
PL: 136 lb Conc. Load at (23.27, 9.98). (23.80.9.98)
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity
Non -Gravity
Loc R+ / R- / Rh
/ Rw / U / RL
B 768 /- /-
/501 /331 1444
AB 2335 /- !-
/955 /1010 /-
Z 1089 /- /-
/488 /358 /-
T 516 /- A
/401 /224 A
Wind reactions based on
MWFRS
B Brg Width = 8.0
Min Req = 1.5
AB Brg Width = 8.0
Min Req = 3.2
Z Brg Width = 8.0
Min Req = 1.5
T Brg Width = 8.0
Min Req = 1.5
Bearings B, AB, Z, & T are a rigid surface.
Bearings B, AB, Z, & T require a seat plate.
Members not listed have
forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
B - C 476 -1085
I - J 395 - 201
C - D 345 - 809
J - K 395 - 206
D - E 408 - 753
K - L 545 - 272
E - F 420 - 751
L - M 613 - 304
F - G 406 - 669
M - N 511 - 252
H - 1 377 -189
S - T 231 - 600
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-AH
918 -475
AD -AC
480
-256
AH-AG
480 -256
AC -AB
471
-327
AG-AF
480 -256
X - W
483
-157
AF-AE
480 -256
W - V
483
-157
AE-AD
480 -256
V - T
483
-157
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
AH-AI
508 -256
AB -AR
325
-523
AI-AJ
546 -274
AR -AS
450
-561
AJ-G
506 -266
AW-Z
277
-756
G -AL
519 - 941
AW- N
241
- 683
AL -AN
499 -922
N-AX
678
-358
AN -AP
521 - 959
AX- X
687
- 352
AP -AC
546 - 995
X -AZ
298
- 477
AC- K
794 -498
AZ -BB
271
-470
K -AB
570 -1384
BB- S
321
- 454
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing 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 Joint Details, unless noted otherwise. Refer to '
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI ITPI 1, or for handling, shipping,. installation and bracincl 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 -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249767 / HIPS
Ply: 1
Job Number. N334502
R 8975 JR&AX31-89750073 T7 /
FROM: RWM
Qty: 1
]Cust
7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23454
Truss Label: A6
SSB / WHK 03/10/2021
7'10"14 15' 24'8" 31'9"2
7' 1014 7' 1 "2 9'8" 7'1 "2 7' 10"14
:6X6 6X6
D T3 E
12
6 ' 5 \ 5 F5
co C
o m
r W corn
W1
B GA
H
4X6(A2) =-5X5 =5X5 =515=4X6(A2)
39'8"
1' 10' 9'10" 9'10" 10, 1'
10' T 19,101, 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 A
C Kzt: NA HORZ(TL): 0.115 1 - Wind reactions based on MWFRS
Des Ld: 37.00
Mea
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
' GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1807 -2729 E - F 1827 -2537
C - D 1826 - 2538 F - G 1807 - 2729
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910
Bat chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110
member design. K - J 1847 -1131 I - G 2363 -1462
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 394 - 358 E - 1 628 - 300
K - D 628 - 300 1 - F 394 - 358
,�,ttt;Sfit0ll/ttttttyr
�f 00
`f*
Q. 708 1
x
0 D
® m
S PST
0
�* O
�•�aaau rri°
COAla�'v6��91 �•�c'
03/10/2021
""WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) for safety to these functions.
practices prior performing 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
attache. rigid Locations for
ceiling shown permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310.
as applicable. Apply plates to each face oT truss and position as shown above and on the Join i Details, unless note. otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI Q PI 1, or for handling, shipping,, installation bracin trusses. A
and of seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitability and use of This
drawing for any structure is the responsibility the Building Designer Suite
of per ANSIITPI 1 Sec.2. 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249768 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JR&AX31.89750073 T6 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EB8 ELEV.D/F DrwNo: 069.21.1302.22686
Truss Label: A8 SSB / WHK 03/10/2021
6'9"4
6'9'4
10,
10'
13' 19'10"
6'2"12 6-10"
26'8" 32'10"l2 I 39'8"
6'10" 6'2"12 6'9"4
e 5X5 III 2X4 = 5X5
D E F
9'10"
19,10"
39'8"
9'10"
29'8"
10'
39'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.191 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /953 l716 /305
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.357 E 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.065 J - -
H 1556 /- /- /953 f716 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.121 J
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.543
H Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.754
Bearings B & H are rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.687
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber B - C 2014 -2780 E - F 1973 -2289
C - D 1925 - 2523 F - G 1925 - 2523
Top chord: 2x4 SP #2 N; D - E 1973 - 2289 G - H 2O14 - 2780
Bot chord: 2X4 SP #1;
Webs: 2x4 SP #3; W3, W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323
member design. L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 381 - 339 K - F 425 - 401
L - D 535 -183 F - J 535 -183
D - K 425 - 401 J - G 381 - 339
#g$}{►tjt,,b�gtt8i10/f��¢f E-K 585 -391
a
A ° r
r
0.7108 1 ;
G ` A
a m
� t
e m
8 �1 V
(3/10/2021
""WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
**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-respaint of webs shall have bracin installed per BCSI sections 63; B7—or B10
as applicable. Apply lates 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, a division of ITW BuildinlgComponents Group Inc_.. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSIrfPI-4, or for handling, shipping,, installation and bracingctof 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 suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSVT�l 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2497691 HIPS
Ply: 1
Job Number: N334502
Cust: R 8975 JRef:1X3L89750073 T5 1
FROM: RWM
Qty: 1
7A51320 ,182ED,F ,RI01 ! 1828/CALI/4EBB ELEV.D/F
DnNNo: 069.21.1302.23186
Truss Label: A10
SSB / YK 03/10/2021
5'9"4 11' 19, 28'8" 33'10"12 39'8"
5'9"4 5'2"12 B. 9'8" 5'2"12 59"4
5X5 =_ 5X5 a 5X5
D T2 E T3 F
12
6 � 2X4 W 2X4
T
o C (a) (a) C' n
n W3 io
in
1 B H
A
� 11�8,8.,
4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
39'8"
�1' 10' 9.10" 9110" 10 1
10' 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /940 /718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.127 J Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
H Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.670 g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.758
Members not listed have forces less than 375#
/10 0 0
Loc. from endwall: not in 9.00 ft FT/RT:20 () () Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 2194 -.2804 E - F 2388 -2695
C - D 2056 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T2 2x4 SP #1; D - E 2506 -2775 G - H 2184 -2797
T3 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Bracing
B - L 2449 -1856 K - J 2163 -1578
(a) 1X4 #3SRB or better continuous lateral restraint to L - K 2146 -1573 J - H 2440 -1822
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 Maximum Web Forces Per Ply (Ibs)
erection contractor. Webs Tens.Comp. Webs Tens. Comp.
(a) or scab reinforcement may be used in lieu of CLR L - D 470 -72 K - F 628 -616
restraint. substitute (1) scab for (1) CLR and (2) scabs D - K 743 -785 F - J 466 52
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web �ttf ttstti>$t E - K 794 -538
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind Hrat101r
��a'
''
Wind loads based on MWFRS with additional C&C
member design. N
e e
Wind loading based on both gable and hip roof types.
s p. 708 1 li
a
p B
r
q y��y
0
a7 \ 1 a �p
� �
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1 4
V�•
COA`lb , �ONA1.
1 3/10/2021
"'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI for
and'SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted oyherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attache. rigpid Locations
ceiling shown for permanent lateral restraint of webs shall have bracin 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 Join Details, unless noted otherwise. Defer to '
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW 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 bracingg. trusses. A
of seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional encLsneering responsibili solely for the design shown. The su!tabili9y and use of This
drawing for any sgructure is the responsibility of the Building Designer ANSI/f l 1 Sec.2.
per Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249770 / HIPS
Ply: 1
Number: N334502
Cust: R 8975 JRef:1X3L89750073 T4 /
FROM: RWM
Qty: 1
TJ.b
A5/32082ED,F ,RI01 /1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23609
�SSB
uss Label: Al2
/ WHK 03/10/2021
9' 17' 22'8" 30'8"
39'8"
g g` 5 8 8'
9'
.6X6 -5X5 -4X4
C T2 D E T3
_6X6
F
T 12
6�
T
(a) W (a)
;a W5
m
B
G rIn
H
4X6(A2) =6X6 =6X6 =6X6=4X6(A2) 1
� 39'8"
10' 9.101, 9'10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240
Loc R+ ! R- 1 Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240
B 1556 /- !- /921 1720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - -
G 1556 /- /- /921 /720 P
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.150 1
Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: psf
B Brg Width = 8.0 Min Req = 1.8
5.2
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.939
BCDL: 5.0 psf
G 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: 0.834
Bearings B & G are a rigid surface.
Bearings B & li require a seat plate.
Re Fac: Yes Max Web CSI: 0.306
Spacing: 24.0 p " C&C Dist a: 3.97 ft
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2250 - 2705 E - F 2239 - 2478
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
C - D 223B - 2478 F - G 2250 - 2704
D - E 2906 -3233
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - K 2330 -1856 J - 1 3176 -2629
be equally spaced. Attach with (2) 8d Box or Gun
K - J 3174 - 2647 1 - G 2329 -1835
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
C - K 718 -428 E - I 944 -834
for (2) CLR'S where shown. Scab reinforcement to be
K - D 940 - 832 I - F 718 430
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc. �ltitcsatataaoaara'a
Wind®
Wind loads based MWFRS b' �'°sir
on with additional C&C ,*' s"°®""■+•"P•�'
member design. 3� . ��®"E • �,,
Wind loading based on both gable and hip roof types.
®:
»� o..7,09 $
t
a
S 0
Mfi,
mapp+®e�Yppm//pp��}m9
Imo
•+8
COA #� tiRti
eaasasssteasl>it
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information, by TPI SBCA) r
of BCSI (Building
an c7 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
attachetl ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections $3, B7 or 1310
as applicable. AppTy.plates to each face truss '
- of and position as shown above and on the Joint Details, unless noted otherwise.
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Refer to
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 bracin of trusses. A seal on this drawing or cover pac7e
listing this drawing indicates -tor
acceptance -of professional enpmeering responsibility solely the design shown. The suitabiligy and use of This 675o Forum Ddve
drawing for any structure is the responsibility of the Building -Designer ANSI/TI 1 Sec.2.
per 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: 249781 / HIPS
Ply: 1
Job Number: N334502
Cust: R 8975 JRef:1X3L89750D73 T31 /
FROM: LPM
Qty: 1
7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23218
Truss Label: A14G
SSB / YK 03/10/2021
7' 13' 19' 28'4"
32" 39'B"
9'4"
4'4" 7'
12 1116C6 =4XD4 T2 =8X1 T3 =-H1F14
T4 6G6
T 6�
T
M (a) W
(a)
in
B
T A
7
H c
I
I 8'8"
5X5(A2) =H0510 =4X4 =6X8 1115X5K
B3 -4X6=3X6(A1) 1
28'4" 111'4"
1O'10"4 5'1"12 4'4"
4'4" 7'
8' 18'10"4 24' 28'4"
32'8" 39.8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240
B 1922 /_ /_ /_ /884 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - -
K 4268 /- /- /- /1911 1-
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.091 L
Mean Height: 10.51 ft
H 80 /- /- /- /60 /-
NCBCLL: 0.00 Building Code: Creep Factor: 2.0
TCDL: psf
Wind reactions based on MWFRS
Soffit: 0.00 gCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.846
5.0
B Br Width = 8.0 Min Re 1.6
g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785
K Brg Width = 8.0 Min Req = 5.9
H Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819
Bearings B, K, & H are a rigid surface.
Lac. from endwall: NA FT/RT:20(0)!10(0)
Bearings B, K, & H require a seat plate.
GCpi: 0.18 Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.o0A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N;
B - C 1596 -3565 E - F 169 -505
T4 2x6 SP SS;
Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N;
C - D 1465 -3467 F - G 400 -180
Webs: 2x4 SP #3; W6 2x4 SP #2 N;
D - E 1332 -3056 G - H 538 269
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to
Chords Tens.Comp. Chords Tens. Comp.
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",msn.). Restraint material to be supplied
B - N 3126 -1377 L - K 786 -1874
and attached at both ends to a suitable support by
N - M 3815 -1821 K - J 786 -1874
erection contractor.
M - L 2986 -1327 J - H 179 - 399
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
Maximum Web Forces Per Ply (Ibs)
for (2) CLR'S where shown. Scab reinforcement to be
Webs Tens.Comp. Webs Tens. Comp.
same size, species, grade, and 80% length of web ,Atittit1111P11rai1
member. Attach with 0.128x3" gun nails @ 6" oc. 1rr°
C - N 1089 -274 L - F 3047 -1224
0fy,
Loading ) `°e°
N - D 440 - 430 F - K 2007 - 4053
D - M 568 -883 F J 1889
e� rsrsa•a ���,
�''•.
- -778
#1 hip supports 7-0-0 jacks with no webs. �� .*•'o /°
� e � ��h� �� °• � ^
,Y
M - E 834 - 67 G - J 344 - 528
E - L 1423 - 3051
Wind w' �
Wind loads and reactions based on MWFRS. u° O ?08 I :1
Wind loading based on both gable and hip roof types. m
e
WARNING! This truss is not symmetric, but its
exterior geometry makes erection error more a �.f
probable. It is imperative that this truss be installed ®o ; ( 4
properly.
r-121"1119noi99N
03/10/2021
*"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) for
safety practices nor to performing these functions. Installers shall provide
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall
temporary
have a
properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. App�ji to face
plates each oT truss and position as shown above and on the Join Details, unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Refer to
4lping, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure
russ in conformance with ANSI/ PI 1, for handling,
to build the
or shipping,. installation and bracin44 of trusses. A seal on this drawing
sting this drawing indicates acceptance of professional en sneering responsibility solely for the design shown. The suitabiliCy
or cover pa a 6750 Forum Drive
and use of This
hawing for any structure is the responsibility of the Building�esigner per ANSIITPI 1 Sec.2.
Suite 305
°or more information see these web sites: Alpine: alpineitw.com: TPI: toinst_orn, SRCA, shrind—im rnm- iro irrl.fo .,..,• A%Arr• ,.,
rlrinndn FI 39A91
SEQN: 249771 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef1X3L89750073 T20 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.DIF DrwNo: 069.21.1302.22952
Truss Label: B1 SSB / WHK 03/10/2021
m
80
rn
73
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 "
57'4
5'7"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;
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.
10,8"
5'0"12
=-4X4
D
21'4"
5'4"
15'8"12 _ 21'4"
5'0"12 5'7"4
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): 0.047 H 999 240
Lu: NA Cs: NA
VERT(CL): 0.088 H 999 240
Snow Duration: NA
HORZ(LL): 0.020 G - -
HORZ(TL): 0.037 G
Building Code:
Creep Factor: 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.371
TPI Std: 2014
Max BC CSI: 0.611
Rep Fac: Yes
Max Web CSI: 0.232
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver. 20.02.00A.1020.20
AIAVF
te�r • •arPf `F
o.7.08 0
a
a
a
�9 8 Q o
As
m�.��
COA Kf#i.8 t � 0. ��,•
8'
21'4"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 864 /- /- /529 /397 /229
F 805 /- /- /464 /361 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 1190 -1344 D-E 1113 -1152
C-D 1104 -1146 E-F 1201 -1351
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1152 - 993 G - F 1161 - 955
H - G 795 - 539
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 471 - 284 D - G 394 - 335
H - D 383 - 322 G - E 479 - 289
03/10/2021
'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricatingg handlin shi ping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and'SBCA) fo'r safety practices prior to pertorming these functions. Installers shall provide temporary
SCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
aatd ceiling Locations shown for ermanent lateral restraint of webs -shall have bracingq installed per BCSI sections B3, B7 or B10,
le. Apply plate'to each face o truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to
BOA-Z for standard plate positions. Refer to job s General Notes page for additional information.
vision of ITW Buildin Components Group Inc. shall not, be respponsible for any deviation from this drawing, any failure to build the
formance with ANSI/ PI 1, or for handling, shipping,, installattonand bracin4of trusses. A seal on this drawin or cover pagge
!rawing indicates acceptance of professional engqrneering responsibilitty� solely -for the design shown. The su!tabilify and use of this
any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
oration see these web sites: Alnine• alnineitw nnm• Tar tninct n cacn•
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249772 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T3 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23061
Truss Label: B2GE SSB / YK 03/10/2021
10,8" 21'4"
10'8" t0'8"
f -- 4'8" -1 2' -- 1
CfYP) =-4X4
F
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;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS Al6015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
21 '4"
21'4"
21 '4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.004 R 999 240
VERT(CL): 0.007 R 999 240
HORZ(LL): 0.005 L - -
HORZ(TL): 0.006 L
Creep Factor: 2.0
Max TC CSI: 0.196
Max BC CSI: 0.164
Max Web CSI: 0.069
VIEW Ver: 20.02.00A.1020.20
�s'�' ii®s�waaaaagay®@ E1yf�°'��.
a
m.7Q8 �
" a°asp
aaema„axa°° \?
COAa>NA►L
03/10/2021
♦ Maximum Reactions (Ibs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 245 1- /- /134 /103 /243
J* 72 /- /- /35 133 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
J Brg Width = 248 Min Req = -
Bearings B & B are a rigid surface.
Bearings B & B require a seat plate.
Members not listed have forces less than 375#
**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 SCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for ermanent-lateral-respaint of webs shall have bracingg installed per BCSI sections B3, S7 or B10
as applicable. Apply plates to each face of truss and -position as shown above and on the Joint Details, unless noted otherwise. Refer to '
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall -not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI%}PI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawin indicates acceptance of professional en sneering responsibility solely or the design shown. The suitabilify and use of this
drawing for any s ructure is the responsibility of the Building�esigner per ANSI/T 1 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: 249773 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T19 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22999
Truss Label: C1 SSB / WHK 03/10/2021
M
0
i')
43
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: 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.
Wind loading based on both gable and hip roof types.
T
7'
5X5
C
14'
7'
7'
:)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
14'
7'
7'
14'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.014 E 999 240
VERT(CL): 0.025 E 999 240
HORZ(LL): 0.008 E - -
HORZ(TL): 0.013 E
Creep Factor: 2.0
Max TC CSI: 0.767
Max BC CSI: 0.503
Max Web CSI: 0.119
03/10/2021
V e r: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 588 /- /- /371 /272 /158
D 527 /- /- /305 /234 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 805 -740 C - D 807 -739
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - E 598 - 542 E - D 598 - 542
**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 rigpid ceilin Locations -shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Applgy plates to each face of truss and position as shown above and on the Join Details,- unless noted otherwise. Refer to '
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
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 675o Forum Drive
listing this drawingg indicates acceptance of professional encLineenng responsibilittyy solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIIfPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.org; SBCA: sbcindustry.com; ICC: iccsafe.orq; AWC• awc org Orlando FL 32821
SEQN: 249774 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef1X3L89750073 T1 /
FROM: RWM city: 1 7A5/320 ,182ED,F ,13101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23093
Truss Label: C2GE SSB / WHK 03/10/2021
7'
7'
r 5' 2' ---�
(TYP)
�— 1
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
=4X4
D
14'
14'
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
14'
T
Defl/CSI Criteria
PP Deflection in ]cc Udell U#
VERT(LL): 0.005 J 999 240
VERT(CL): 0,008 J 999 240
HORZ(LL): 0.004 H - -
HORZ(TL): 0.006 J
Creep Factor: 2.0
Max TC CSI: 0.308
Max BC CSI: 0.177
Max Web CSI: 0.142
Ver: 20.02.00A.1020.20
INSg.r
a®QaF_mae,a ®eaJ^1 1
0
® e
a e
e
T 0
_6Z
COA WWI AL
y
03/10/2021
♦Maximum Reactions (Ibs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 68 A /- /38 /30 /13
F 268 A /- /206 /134 /-
Wind reactions based on MWFRS
B Brg Width = 159 Min Req = -
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
C - D 377 -129 D - E 376 -129
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 - 238 H - E 511 - 238
**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 properlr attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. App�y plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawingor cover pa a 6750 Forum Drive_
listing this -drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitability and use of This
Drive -
drawing for any s9ructure is the responsibility of the Building Designer per ANSYTf l 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249783 / EJAC Ply: 1 Job Number: N334502 Cust: R 8975 JRef.,1X3L89750073 T15 /
FROM: RWM Qty: 14 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23453
Truss Label: EJ7 �JB / WHK 03/10/2021
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
12'2"11
12
6
co
_o rn
ih r�
'v
B
13 A 8'8"
D
Wind Criteria -
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft -
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
- ors
att;
• as
dra
Alp
tru:
list!
dra
For
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): 0.015 D
HORZ(TL): 0.028 D
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 331 /- /- /249 /108 /208
D 125 /- /- /73 /- /-
C 174 /- /- /128 /169 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
'"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricatingp handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Went Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
:d ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or 810,
rcab�e. App�y plates to each face of truss and position as shown above and on the Join�Detaits, unless noted otherwise. f�eferto -
)s 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from -this drawing, any failure to build the
conformance with ANSI PI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
1is drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitabilify and use of This
1 for any siructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
a information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA• sbcindustrycom• ICC• iccsafe org; AWC: awc org Orlando FL 32821
SEQN: 2497761 JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T23 /
FROM: RWM Qty: 2 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22858
Truss Label: EJ2 KD / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
12 C
6 T 1 918114
M
B
r _r'
00
4"3 I r' 81811
A -VjIL
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
2X4(A1)
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0,137
Max BC CSI: 0.026
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 157 /- /- /140 /54 /52
D 32 /- !- /18 A /-
C 34 /- /- /20 /26 /-
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.
Bearings B, D, & C require a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety. Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 83, 67 or 610
as applicable. AppTgy plates to each face of truss and position as shown above and. on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible -for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa e
listing this drawing indicates acceptance of professional encLineering responsibili(� solelyorthe design shown. The suitabiligy and use of This 675o Forum Drive
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.orn Orlando FL, 32821
SEQN: 249777 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T18
FROM: Qty: 4 , A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22875
Truss Label: CJ5 KID / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
11'2"5
12
6
M
b) 9)
CV M
M
B
T A 8'8"
�— 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: not in 4.50 ft
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.
4' 11 "4
4' 11 "4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in Ioc Udefl U
PP. NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(CL): NA
Snow Duration: NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Building Code:
Creep Factor: 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.549
TPI Std: 2014
Max BC CSI: 0.257
Rep Fac: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
Ver: 20.02.00A.1020.20
♦��' �,i, anaamooaa: t
m. 7,08 1
04 O °"`aauaaP`�`t"
COAt$�����1,ij>
° +famo It��1U,
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTAI I FRR
t-or more mtormation see these web sites: Alpine: alpineitw.com; TPI:
♦ Maximum Reactions (Ibs)
# Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /- /200 /88 /152
D 89 /- /- /51 /- /-
C 118 /- !- /85 /116 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
6750 Forum Drive _
Suite 305
Orlando FL, 32821
SEQN: 249778 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T21 /
FROM: Qty: 4 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22530
Truss Label: CJ3 SSB / WHK 03/10/2021
a
V
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 "
4"3
V j
�--- 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 it
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
2' 11 "4
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):
C
T
m
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: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
Ve r: 20.02.00A.1020.20
♦ M s
atr
® 0. Z08 1
a �
i o
0
1
COA/�(8NAl.
03/10/2021
10'2"5
rn
ih
N
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 A A /156 /71 /99
D 50 /- A /27 A /-
C 63 A A /44 164 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
"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) ion saty 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 aproperly - -
attached ri id ceiling Locations shown for Permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicable: Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance -with ANSI/ PI 1, or for handling, shipping,. installation and bracingq of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encqlrneenng responsibility solely or the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSIfTPI 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: 249779 / JACK Ply: 1
FROM: Qty: 4
Job Number: N334502
,7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F
Truss Label: CA
Cust:R6975 JRef:1X31-89750073 T22 /
DrwNo: 069.21.1302.23359
SSB / WHK 03110/2021
43
T
J
12
6 � C
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SIP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
1, 11114
11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
EW Ver: 20.02.00A.1020.20
Q�naaaowyn
y i
a
9
,� AT 0
y ys Nv
03/10/2021
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ ! R- / Rh / Rw / U / RL
B 143 /- /- /145 f76 /45
D 11 /-2 /- /14 /10 /-
C - /-15 /- 129 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
"WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 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 ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 4PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawingor cover pate 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili(� solely or the design shown. The suitabiliy and use ofO is
drawing for any structure is the responsibility of the Building Designer per ANSVI"Pl 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: 249780 / HIP_ Ply: 1 Job Number: N334502 Cust: R 8975 JR&AX3L89750073 T27
FROM: RWM Qly: 2 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23281
Truss Label: HJ7 KD / WHK 03/10/2021
5'3"5
5'3"5
9110,11
4'6"l 1
FRE
12'2"3
12
4.24 a 2X4
C
v
n
M M
v
B
T
4"3 A
FE
2X4(A1) =4X4
1 5 i
9'2"2
9'2"2
7„1`}
19'10'1
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): 0.040 F 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.076 F 999 240
B 326 /- /- /- /154 /-
BCDL: 10.00 Risk Category: II
Snow Duration: NA
HORZ(LL): 0.010 C - -
E 364 /- /0 /- /84 /0
EXP: C Kzt: NA
Des Ld: 37.00
HORZ(TL): 0.018 C
D 214 /- /- /- /177 /-
Mean Height: 15.00 ft
NCBCLL: 0.00
Building Code:
Creep Factor: 2.0
Wind reactions based on MWFRS
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.546
B 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: 0.416
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 " C&C Dist a: 3.00 ft
Rep Fac: No
Max Web CSI: 0.260
Bearing B is a rigid surface.
Loc. from endwall: NA
FT/RT:20(0)/10(0)
Bearing B requires a seat plate.
GCp!: 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
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp.
Top chord: 2x4 SP #2 N;
B - C 394 -562
Bot chord: 2x4 SIP 2400f-2.OE;
Webs: 2x4 SIP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Loading
Chords Tens.Comp.
Hipjack supports 6-11-8 setback jacks with no webs.
B - F 531 -358
Wind
Wind loads and reactions based on MWFRS.
Maximum Web Forces Per Ply (Ibs)Webs
Tens.Comp.
Wind loading based on both gable and hip roof types.
C - F 394 - 583
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0.162"x3.5") nails at bottom chord
drav
Alpii
truss
listir
drav
For
as
COA
. q �
03/10/2021
*"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricatingg handlin shipping, installing,and bracing. , Refer to and follow the latest edition of BCSI (Building
Went Safety Information, by TPI and'SBCA) fo'r safety practices prior to pertorming these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have �roper)Y attached structural sheathing and bottom chord shall have a properly
tl ri id ceiling Locations shown for permanent laterel restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
icabgle. Apply plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. Defer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive
its drawing indicates acceptance of professional en meering responsibility solelyor the design shown. The suitability and use of This
for any structure is the responsibility of the Buildinggl7esigner per ANSI/TPI 1 Sec.2. Suite 305
information see these web sites: Alpine: alpineilw.com• TPI• tpinst org; SBCA: sbcindustry com• ICC• iccsafe orq; AWC: awc org Orlando FL 32821
Gable Stud Reinforcement 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
Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
n1 1Pfl mnh Winri Cnoorr 1ri'' Mono. Hetnh+ Pn..+1,.11 ., ro._, --- A r.,..,.. ..,... n — -
S
2x4 Brace
Gable Vertical
pacing Species Grade
No
Braces
(1) ix4 'L' Brace w
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace ww
(1) 2x6 'L' Brace Ill
(2) 2x6 'L' Brace *11
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
S
#1 #2
0)
U
P P
#3
3' 8'
5' 9'
6' 2'
7' 8'
77' 11'
9' 1''
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
H r
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12'' 6'
14' 0'
14' 0'
0
r
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'
1 7' 10'
8' 2'
1 9' 4'
9' 8'
12' 4'
1 12' 9'
14' 0'
14' 0'
`
#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
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
ill 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
UI
_
[-
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0' •.
14' 0'
14' 0'
S P f
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10'
13, 9'
14' 0'
14' 0'
14' 0'
U
u F
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' V
14' 0'
14' 0'
O
I�
Standard
4' 2'
6' 1'
6' 5'
8' 1'
1 8' 8'
10, 5'
10, 10'
12' 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10, 6'
10, ill
13' 4'
14' 0'
14' 0'
14' 0'
QJ
D F L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10, 2'
10' 10'
11' 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10, 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
_
S P P
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
lam:
U
L 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
1 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' 1
10' 3' 1
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'
.--I
D P L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
13' 7'
14' 0'
14'
About
able Truss
Diagonal brace option,
vertical length may be
doubled when diagonal
18•
brace Is used. Connect
L
diagonal brace for 600#
at each end. Max web
'L' Brace End
total length Is 14'.
Zones, typ.
2x6 DF-L #2 or
better diagonal
I
Vertical length shown
bracer single
8,
In table above.
or double cut
45'
(as shown) at
L
ri
upper end.
Connect diagonal at
midpoint of vertical web.
1K
41 Refer to
chart k
—VARNINQ— READ AND FCLLDV ALL NITES [IN THIS DRAVIGI
wwnNPORTANT,w FURNISH THIS DRAVING TO ALL CEINTRACTIRS INCLUDING THE INSTALLERsZ
Trusses require extreme care In fabricating, handling. shipping, Installing and bracing, Ref
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo sr
practices prior to performing these functions. Installers shall provide temparnry bracing pa H
Unless top
noted otherwise, chord shall have properly attached structural sheathing and bo I
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraintf
shall have bracing Installed per SCSI sections 113, B7 or B10, as applicable. Apply plates to en
truss
PI E
of and position as shown above and on the Joint Details, unless noted otherwise. ;
Refer to drawings 160A-Z for standard plate positions.
AN ITW COMPANY
11514N Eadh\ City\ Expressway
\\Suite\242
l \ Earth% City,\ MO\ 63045
Atpine, a dlvLJon of ITV Building Components Group Inc shall not be responsible for any devlatl,
this drawing, any Fallure to build the truss In conformance with ANSI/TPI 1, or for handling, ship:
Installation S bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional
engineering responsibility solely for the design shown The sultabittty and use of this drawnng
for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecZ
For more Information see this Job's general notes page and these web sites,
ALPINE, wwwal Ineltw.comr TPI, www.tpinst.orgr SBCA, www.sbclndustry.orgi ICC, wwwJccsafearg
Bracing Group Species and Grades,
Group At
S ruce-Pine-Fir Hem -Fir
#1 / 12 Standard 1 #2 Stud
#3 1 Stud 1 #3 IStandard
Dou las Fir -Larch Southern Plnewww
#3 kdEl
Stud StStanard Stan
Group B:
Hero -Fir
#1 & Btr
#1
Douglas Fir -Larch Southern Plnewww
#1 #1
#2 #2
1x4 Braces shall be SRB (Stress -Rated Board),
wwFor 1x4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these grades.
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 PIP 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 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 80% of web
member length.
Gable Vertical Plate Sizes
ittP01
J' o/q,
/ d,,.
Vertical Len th
No S lice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11' 6'
3X4
Greater than 11' 6'
4X4
>i-
° +Refer to common truss design for
oa IN peak, spllce, and heel plates.
i
°a°"; Refer to the Bullding Designer for conditions
g�_btle tls lei~ th not addressed by this detail.
REF ASCE7-16—GAB16015
DATE 01/26/2018
T 0 @�,DRWG A16015ENC160118
larnaai >/ MAX, TOT. LD, 60 PSF
0/2021
MAX. SPACING 24,0'
1.
Relnfc
Meml
Gc
Tr
Gable Detail
Far I Pt -in \/Prtirn I
RIn1,J Clan..+4.Ir.n
4 Nails
-cing
er
ble
Nalls
.rss
Spaced At
4' o.c.
4 Nall
Gelling
Goble Truss Plate Sizes
pproprlate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
-b, and heel plates.
vertical plates overlap, use a
,te that covers the total area of
lapped plates to span the web.
2*2X4
+12
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nallsl
10d Common (0,148'x 3,',min) Nalls at 4' o.c, plus
(4) nails In the top and bottom chords.
Toenalled Nallsl
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
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015END10011 �81 k
S11530ENC100118, S12030ENC100118, S14030ENC a 3011.001}�'1'4' ,
S18030ENC100118, S20030ENC100118, S20030 01 4jb10
See appropriate Alpine gable detail for maxi. •
et�'���r dvr
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member,
eb Length Increase w/ °T° Brace
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'
'T' Relnf,
Mbr, Size
'T'
Increase
2x4
30
2x6
20
PI E
AN ITW COMPANY
11514% Earthl Cilyl Expressway
\\Suite%242
■■iltl�zrANr■. FURNISH nibs i Avwc TREAD AND �oanwALL NMS ON u CONTRACTORS asu uac u�sraLERsc a DRAVINGI
Trusses require extreme care In fabricating, handling, shipping, Installing and brncing. Ref "t��p n4
follow the latest edition of BCSI (Bul(ding Component Safety Information, by TPI and SBCA) fo Sam tys
practices prior to performing these functions, Installers shall provide temporary bracing pe BCSL a
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo n cho}•,1
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f so
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ed
of truss and position as shown above and an the Joint Details, unless noted otherwise. %y
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatio r
this drawing, any in of to sued the truss In conformance with ANSI/TPI 1, or for handling, sWppin
installation B, bracing f trusses,
A seal on this drawng or cover page listing this drawing, Indcates acceptance of professional
engineering responsibility solely for the design shown. The sultablltty and use of this drawkg
for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect.
0° 0U0
•
per+At
til •,
i
a �1 • �V
4%
e■sy s•• s�
R■•,nwnt' �f' `
�.[ @�i.�a\;�.p�9
°'4rri a 10/2021
I 4\
MAX, TOT. LD, 60 PSF
REF LET -IN VERT
DATE 01/02/2018
DRWG GBLLETIN0118
DUR, FAC, ANY
\\Earth\CRYA MO\63045
For more Information see this Job's general notes page and these web sites
ALPINE, www.nlpineitw.coni TPIi www,tpinst.orgi SBCA, www.sbcindustry.orgi ICC, -.1ccsafe.arg
MAX, SPACING 24,0'
NAIL SPACING DETAIL
e
MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS
AND STAGGER NAILING FOR TWO BLOCKS, GREATER SPACING MAY BE
REQUIRED TO AV❑ID SPLITTING,
BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF
NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL,
LOAD PERPENDICULAR TO GRAIN
A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS
OF NAILS (6 NAIL DIAMETERS)
B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS)
C - END DISTANCE (15 NAIL DIAMETERS)
LOAD PARALLEL TO GRAIN
A - EDGE DISTANCE (6 NAIL DIAMETERS)
C - SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS)
D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS)
IF NAIL HOLES ARE PREB❑RED, SOME SPACING
MAY BE REDUCED BY THE AMOUNTS GIVEN
BELOW: C)K)K
W SPACING MAY BE REDUCED BY 50%
WW SPACING MAY BE REDUCED BY 33%
DIRECTI❑N
OF LOAD AND
NAIL ROWS
LU
W
J
CL �A�Ai NAIL
LINE �
J
w
A
L B�
B/2 )E
A I
C
MINIMUM NAIL SPACING DISTANCES
DISTANCES
NAIL TYPE
A
Bw
C)K)K
D
8d
BOX (0,113"X 2,5°,MIN)
3/4'
1
3/8'
1
3/4'
7/8'
10d
BOX (0,128'X 3,°,MIN)
7/80
1
5/80
2'
1°
12d
BOX (0,128"X 3,25°,MIN)
7/8"
1
5/8°
2°
1°
16d
BOX (0,135°X 3,5°,MIN)
7/8'
1
5/8'
2
1/8"
1 1/8'
20d
BOX (0,148°X 4,',MIN)
1'
1
7/80
2
1/4"
1 1/8"
8d
COMMON (0,131'X 2,5',MIN)
7/8'
1
5/8'
2°
1'
10d
COMMON (0,148°X 3,',MIN)
1'
1
7/8'
2
1/4"
11 1/8"
12d
COMMON (0,148'X 3,25",MIN)
1°
1
7/8'
2
1/4"
11 1/8'
16d
COMMON (0,162°X 3,5°,MIN)
1'
2'
2
1/2"
1 1 1/4'
GUN
(0,120'X 2,5°,MIN)
3/4'
1
1/2'
1
7/8'
1°
GUN
(0,131'X 2,5',MIN)
7/8'
1
5/8'
2'
1"
GUN
(0,120'X 3,°,MIN)
3/4° 1
1
1/2°
1
7/8"
1'
GUN
(0,131°X 3,°,MIN)
7/8° 1
1
5/8'
2'
1°
C/2)"
NAIL
LINE
C 3K )K \— TRUSS �— 0
MEMBER_�
BLOCK LENGTH A' ' D ' D 1 D 'A' `'``i"•a{jE
LOAD APPLIED PERPENDICULAR TO GRAIN LOAD APPLIED PARALLEL
■=D�TANT■: DISH THIS M ALLD FOLLOV �CUNTRNRACiCRS �UDING T` THE INSTALLER-9 ; 0' REF NAIL SPACE
Trusses require extreme care In fabricating, handling, shipping, Instalting and bracing. Ref �tgbpn� • DATE 10/O1/14
Follow the latest edition of BCSI (BuRdng Component Safety Information, by TPI and SBCA) fa s�dRRxxt
practices prior to performing these functions. Installers shall provide temporary brndng pe BCSL •
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo n &0?,0
shall hove a properly attached rigid ceiling. Locations shorn for permanent lateral restraint f sr S d'S! • (, DRWG CNNAILSP1014
shall have brndng Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to ea:g i Jr
of truss and position as shown above and on the Joint Details, unless noted otherwise, r n �w tS/y
E Refer to drawings 160A-Z for standard plate positions. 4iy 0 P.
P' Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatio r a�•w • •eo, this
drnring, any failure to build the truss In conformance with ANSI/TPI 1, ar for handling, shippin� �9•f�ewaw (",t� \�
AN ITW COMPANY Installation 6 bra= of trusses. •� /� v �] OIZOZ 1
A seal on this drnr4g or cover page UstFg this drew*V Indicates acceptance of professional �+ I..� t ,�
\ \ 514\ Earth\ City\ Expressway erglneering responsthplty solely for the design shorn The suitabRlty and use of this drawing ,�Qhj/ CiAti` f%1
\\Suite\242 for any structure Is the resporsMl+y of the "ding Designer per ANSI/TPI 1 Sec2.
\\Earth\ City,\ MCI 63045 For more Information see this Job's general notes page and these web sites,
ALPINEi www.nlpineitr,comi TPI, www.tpinst.orgi SBCA, w—sbcindustry.orgl ICG wwwlccsafe.org
Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,10b
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�" Attach each valley to every supporting truss with:
535# connection or with (1) Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph. 30' Mean Height, Part. Enc,
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00
Or
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc,
Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max,
2X4 X4
!.a 8-0-0 max
4X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of
web, same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
Installation,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
WWW Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
Square Cut
Bottom Chord
Valeev
2X4 4X4
-�If
Stubbed Valley Optional Hip
End Detail Joint Detail
�ME,
�,
1
•
n
NEONMMONIN
Eff-MR-ME
NNEMEMEN
NEENNEEMEN
ONEENINE
•
Partial Framing
Plan
P'
E
AN rrW COMPANY
11514%Earth%Ci %Ez Expressway
ty p y
%%Suite1242
%%Earth%City,%MO%63045
—VARNDNiww READ AND Ftvrnv ALL NaTES (IN THIS BRAWIW s`
wNWMTANTww FURNISH This DRAVING 7D ALL CUNTRACTCRS INCLUDDIG THE INSTAL ER& s .
Trusses require extreme care In fabricating, handling. shipping, Installing and bracing. Re Per d `
follow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) for fee'' r
practices prior to performing these functions. Installers shall provide temporary bracing per SL
Unless noted otherwise, top chord shall have property attached structural sheathing and bott chord
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint o w
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each
PW PPY P $a
of truss and position as shown above and on the Joint Details, unless noted otherwise. r�
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV BMlding Components Group Inc shalt not be responsible for any deviation n
this drawing, any failure to buRd the truss In conformance with ANSI/TPI 1, or for handing, shipping,
Installation & bracing of trusses.
A seal on this drawing or cover page listing this drawing, trxflcates acceptance of professlonnl
e y sign stwm The suitability and use of this drorkg
nglneering responsllaRity sole: for the de
For ony structure Ls the respons0>fllty of the Butttling Designer per pNSVTPI I Sect.
For more Information see this Job's general notes page and these web sites,
ALPINE, www,atpineitw.comi TPD wwr,tpinst.orgi SBCA, www.sbcindustrymrgi ICC, wwwlccsafearg
U. V0 4
�"��'
a a /Sr
'� Qr
o s (�'
°O ,aiv c
`as.
ebwr�awv
'il
, 4f° /10/2021
MM"
LL 30
TC DL 20
BC DL 10
BC LL 0
TOT. LD, 60
30
15
10
0
40PSF
7 PSF
10 PSF
0 PSF
57PSF
REF VALLEY DETAIL
DATE O1/26/2018
DRWG VAL180160118
55
DUR,FAC. 1,25/1.33
1.15
1.15
SPACING
24,0'
Valley Detail - ASCE 7-161 30' Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�" Attach each valley to every supporting truss with,
(2) 16d box (0,135' x 3,5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TC DL=5 psf, Kzt = 1.00, Max, Wind Speed based on
supporting truss material at connection location,
170 mph for SP (G = 0.55, min.),
155 mph for DF-L (G = 0.50, min), or
120 mph for HF & SPF (G = 0.42, min,),
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses,
Bottom chord of valley trusses may be square or
pitched cut as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members.
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of
web, same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with,
properly attached, rated sheathing applied prior to valley truss
Installation,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
WAW Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0',
All plates shown are Alpine Wave Plates,
4X4
3X4
2X4
12 Valle
12 Max. IISpacing
2X4 X4
Pitched Cut
Square Cut
-- 8-0-0 Max Bottom Chord Bottom Chord
Stubbed Valley ❑ptional Hip
Valley
End Detail Joint Detail
4X4 Toe -nailed Valle y
/
12
o m n T^usses
12 Max,
t 2 ' o, ,
X3
12
ll Set,
1X3 6-0-0 10 Max,
a 4
1X3 (MaSpacing) 2X4 Q�� g
1X3 5X4/SPL 1X3 t�lyunrnEuoa<art�,��J—
— — — - —
SQo-
{�
''��,j
Common
20-0-0 (++) ��. *,sA�••.4•Efa••.,•
"'rY
T usses
♦ Partial Framing
Supporting trusses at 24' o,c, maximum spacing,+".���i S
at 2 O.C. Plan
a
4
KNWMTAR" Fly `na DRAVM'M RILL D FtLLUV �+MACTACTMS MCLUD�'D+G`�`"GI TEE MSTAUER�
a'
LL 30
30
40PSF
REF VALLEY DETAIL
Trusses require extreme care in fnbrlcoting, handling, shipping, Installing and bring. Re " n
e latest edition of BCSI (Bull
follow thding Component Safety Information, by TPI and SBCA) f e
-
TC DL 20
15
7 PSF
DATE 01/26/2018
practices prior to performing these functions. Installers shall provide tempornry bracing BCSL•
unless noted otherwise, top chord shall have properly attached structural sheathing and b ton djrd
E
S A�
BC DL 10
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain of bs
shall have bracing Installed per BCSI sections B3, B7 or B10, As applicable. Apply plates to e$3h e'�
of truss and os lon as w
as shorn the Join{
lS..
�64'..
10
10 PSF
DRWG VALTN160118
�I
above and on Details, unless noted o{herrlse.
Refer to drawings 16C for standard plate positions.
Alpine, division
P. e t� ti
` ♦ G'�
BC LL 0
0
0 PSF
55
AN RW COMPANY
a of ITV HWlding Components Group Inc. shall not 6e responsible for any devlati
this dra ing, any failure to build the truss In conformance with ANSI/TPI 1, or for handUng, shippl
Installation 8bracingisa of trusses.
k,% s••�
S Q••f.•r•''
TOT. LD, 60
57PSF
A seal on this drawing or cover pale listing this drawing, Indicates acceptance of professional ♦
1
DUR.FAC,1.25/1,33
1.15
1.15
\ \ 514\ Earth\ City\ Expressway
\\suite\z42
engineering responsibility solely for the design shorn The svltnblUty and use of tNs 'drowYg
For any structure Is the responsibility of the BuAdtrg Designer per ANSVTPI 1 Sec2
,� Q to1� /10/2021
1\Earth\City,\MO\63045
For more Information see this Job's general notes page and these web sites,
ALPINE. www.alpineitw.coml TPI, www.tpinst.orgI SBCM www,sbcindustry.orgi ICC, wwwlccsafe.org
�;pil@lr
SPACING
24,0'
I , VALLEY FRAMING & BRACING DETAIL
R
BC
t/2
of
Lumber Size and Grade Minumum Requirements
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: W-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
:e the Grippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gored between rows.
ITyp)
innection Requirement Notes
2x6 rafters to ridge 416d toe -nails
Cripple to ridge 416d toe -nails
Cripple to rafter 416d toe -nails
('•) 816d face -nails
Rafter to sleeper or blocking 516d toe -nails
Rafter to two 2x6 sleepers 416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
1..� ...=...nr rr— .... no ..= uacul 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" Tog
nailed wl 2 -10d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat endge
of cripple with 10d 50.128"x3.0") nails at 6" o.c. 'T' or scab must be 90% of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces wl'T' or scab. Use stress
graded lumber & box or common nails.
,Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
installed Into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples if cripples fall between
lower truss top chords and lateral bracing Is not used.
-Apply all nailing in accordance to current NDS requirements.
Nails are common wire nails unless noted otherwise.
•WtfllPQITAtRa AR10 ThrtS BRAYING m ALL ALL
-W�M RM An `m`� �` r� RS DICL DDE THWDOE d
HUM ON THIS DRA ThE lxSTAL1�RS.S •
•
No. 70861 \';
TC LL 20
30 40 54
REF VALLEY FRAMING
Trusses requF. extreme care In fobrlcat►q, handy ., , zHppkInstalling and bmcbno' Refs& nrxy�,
•
DATE 10/01/14
folio. the lotest •anon of BCSI Ianra,p K Safety IMornatlon, by TK and SBGU fadcaiatr
pmcUces prior to perfornkg these functions, Inatnllers stall provlde tenpororY bran3ng peC
• yy
A
TC DL 10.
20 7 7
DRWG VACNVIS01015
f7 j� jj�
LW". noted othe lse, top chord shall have properly otfidned atruct—t sheathing and bo c
shall have a properly attached mold eelkp. Locations sham fr pemanent taterat rc tralntW Web
J or a is apples no Apply plates to eoQf fo
shall hnve and
of truss and pacnbn as sham above and
poscbVonasInstalled per BCSI mid an the Joint Detons, unless noted ather.tse.
/'�� •
STATE �,/f
BC DL 0
BC LL 0
0 0 0
0 0 0
u
Refm W drnskips 160A-Z for standard plate posWons, � ,�
to os
Alpine, a dMstnn of ITV BuKdng Components Grp.p Inc shad not be responsible for arty devlair14L
• AA • [t�.._
•i A* P 1 V
AN RWCpfVtF'Al�
this drab., any fatw�e to brdld the truss In conformance with ANSWW11, w for tardlk., sh¢hp11C4,
knstallatkxr L b—ing of trusses. ��!!
•. QR�� • C�
•...1..•••.00
TOT. LD.30
50 47 61
A seal on this dra.kg or cover pope t� this drandng, k,acates oaroptonce of professional yy�
erp�erk,p re 1 y solely for the dr% .t— The .W't lty o.d use of th,b; dro.L,p
�.
E
13389 Lakel—I Drive
f°r arry sb�ctww Is !M respv�hty of tFa 2'. 8eilprer per ANSLiPI i See2
N L
DUR. FAC. 1.25/1.15
Earth Ciry, M063046
For nnare k,forn°than see this Job's penrr°l notes In try � svsltm
ALPIIE WesalpkInfomati TPL nr.tpkstorpl SBCfu m. vk=safe.ore
``
t
SPACING SEE ABOVE