HomeMy WebLinkAboutTrussTotal Truss Quantity = 73
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS
REVIEWED
IVAN` m`014"I" wiwm"
NDTO
MILR�I.Y GBIDER C@NECTMK
ALL PLIES SHALL BE FASTEND TOGEIMM (BOLTS, NABS, AND OR SCREWS)
PRIER TO INSTALATTIN AND BMW ANY LOADS AREQAPPLIEO PER THE
SUPPLIED ENGINEERING SHEEfS
Rein
Comph
DO T CUT IR ALTER TRUSSES WITHOUT CONSENT TF THIS OFFICE BACK
OWZGES WILL HOT BE ACCEPTED WITHOUT PRIER WRITTEN APPROVAL BY OUR
�VI4�.E � TMENT AT CAOBENTER CONTRACTORS IF AMERICA, DIC
im
�
use—'rm"'^'r
NaTFj
• ALL WALLS MUST BE ADEQUATELY DESIGNED TO CARRY THE LOADS
OPOSEO BY THE TRUSS I3R TRUSSES, AND MUST BE IrPLACE AND IN SER
. BEFORE THE TRUSSES ARE SET IN ORDER TO AVDID REPAIRS
AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
Labeled End Mario
General Notes
bubW s) �Itaq-- I. -� xlS215 06= .11-
3) � v=bv 6 w m w— dlr.ha
4) Pr I— now lowm ma -el neamNdoitim
tMAI., wo CA as V.rpm`, m
EFam Ww m ocs"I fw my adatlmd k.'N
ROOF LOADING -SCHEDULE
TSF
�CpILLLI — 20 PSF
BCDL = 0 Pe. SF
DURAA TION o 37 5 x F
WIND SPO/TYPE- 180
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESIDENTIAL CAT II
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CgffEgrA
FEC 2017
M 2014
Thus member desiggnn & camectorplates
dcag.d for ASCL•7-10 and maxim® [
forces From boW components and claddings
and main wind Tome insisting systems
• Thw- trusses have been reviewed to wry
additional I09 psf—onemmnt bottom chord live
load.
FLOOR LOADING SCHEDUL
TCLL = PSF
TOOL - = PSF
BCDL ea PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS AND UPLIFTS
ARE SHOWN ON ENGINEERING
WAM KEY
rLow
OESCRIFnON Nrr. OATS
lwt v Vmw morn
Ire m. fm t ttlM frl.tl�
Ire t r"mM rmd wm ■m m
sin la to mmvn
.o mroataWwwwom m >�
Law DESCFtlFnON NIT. DATE
to Lm nimm
a win Pa IR 7an
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE 0. HL W.
WINTER HAVEN FLORIDA 33880
PHONEtC80W 959—MUG
FAX[ C863) 294-2488
BUILDER D.R. HORTON STATEWIDE
PROJECTCRffiSSIDE
MODEL 1872/ARU/4EAH
CCA PROJ/MODEL ALT
7A5/ 320/167EC/
ALT DESC
OTC 3342 TRINM CDZCLE
LOT 38 BLOCK
DESIGNER RFS PAGE
DATE
3 SCALE
17
�1
NN333978R 1A4 "=1'
FSTR TO
PAO( FOR
OONNECTIM
TYPICAL 7' SE
CORNERSET L
AND SPACING
Reviewed for Code
Compliance
Universal Englri mft
Sclmm
NOTE,
MULTI -PLY GIRDER CONNECTION.
ALL PLIES SHALL BE FASTEND TOGETHER (BOLTS. NAILS. AND 132 SCREWS)
PRIOR TO INSTALATDIN AND BEFORE ANY LOADS ARE APPLrM PER THE
SUPPLIED ENGINEERING SHEETS
NOTE,
DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK
CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR
SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF A)ERICA, W-
877-293-%87
NOTE,
ALL BEARING WALLS NUST BE ADEGWTELY DESIGNED TO CARRY THE LOATIS
MUSED BY THE TRUSS OR TRUSSES, AND MUST BE GRACE AND IN SERVO
BEFORE THE TRUSSES ARE SET IN ORDER TO AVOID REPAIRS
Labeled End Mark
Total Truss Quantity = 73
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
General Notes
1) AN padd dead Inns®. Bat trumes and f d
grdan hate the fop dc,d parb* ponied Wen,
to be eatded gm tide *
2) m fm 9m to be Srgmtt mm "m a0ram
noted
3) AM bum spocig is 24" QG udeas eftsiee
noted.
4) Per In= Plate brtLte BCSI-81 remmwdssm
pan-- X brad aI I be pbeW d n
rrtmumse epaiq 15' ac. acram the spar, to
be reMded d a mmmn ni of 20' trdsem each
x-0rore wagniA nie strrchm
Pkme refer m B Vmm for OW a165ad Wo q
ddd
ROOF LOADING SCHEDULE
TCLL = 20 PSF
TCDL = 7 PSF
BCLL = • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
WIND SPD/TYPE- 160
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESIDENTIAL CAT H
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRI'I`ERLA
FBC 2017
TPI 2014
Tmss member deli�r & connectorplates
aredesi¢¢��eedd forASCE 7-10 and maairm .
fo=sir=., Ihcomponems and claddings
and main mwd force resisting systems
• These rmsses have been m:viencd m wryan
additional 104 psfm � mbottom chord live
FLOOR LOADING SCHEDU
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REAC'PIONS AND UPLIFTS
ARE SHOWN ON ENGINEERING
WALL KEY
® 0
L DESCRIPnON Mr. DATE
va jmr a aurr s41
w a-u ra, yr s m sa oanen
ma oaw vrur a�nm av osaen
ra su rm ve aus moor
0 orr sneer ry rctr srsoMama,s asmn
,ses ,tr. ry s®s,rs� me .as, torn
ear ra rmr
na vros nree m m
LOADi DESCfMMON Mr. DATE
w ar. �. ainns
ten Anna ea¢r rwr norm
CARPENTER
CONTRACTORS
AMERICA
3900 A
WINTER HAVEN FLORIDA 33880
PHONE-(800) 959-8806
FAX, (863) 294-2488
BUILDER DR HORTON STATEWIDE
PROJECT CREQCSIDE
MODEL 1872/ARIA/4EAB
CCA PROJ/MODEL ALT
7A5/ 320/167EC
ALT DESC
OTC 3342 TRINITY CIR
LOT 38 BLOCK
DESIGNER
PAGE
RFS
I
1
DATE
3 29 17
'k333978R
1A4 "=1'
Builder:
ENGINEERING PACKAGE
D.R. HORTON/STATEWIDE
Project: E7)�320 CREEKS IDE
Model/Building: �167 EC._��....���
Lot Alt:
Lot: I:i_3 8
Block:E....���� Unit:
Address: 3342 TRINITY CIRCLE
...................................................................................................................................
JobNumber: N333978
...............................................................................................................
Revision Date:
New Load #: R101
Revi�Od 'or
C�
Un- 2! p--ZQ.
CARPENTER CONTRACTORS OF AMERICA, INC "'
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
� ■
ALPINE
March 13,-20.19 AN TTW C6MPANY
Mt, Bob: Michaelis
Carp,*e,hter,Cd.htrafctots of Am6rida,1hG_
390.
- *6 Ave 0.Avenue , Northwest
'
Vvinter HaVen,.;FL 33880-6201
Re: Alternative ihsWIlations..for 6 single ply carried truss with a width Jess than the hanger width,
bl
ocking . IOki . p .. : ngta pchipyo full desilgo, load: value for:attachment
. . . r6 fta*oh,eply
supporting girder (Reference Mail WA3M2).*.
Dear .Bob, -
Fora single ply carried truss with a. width 16ss; than the hanger width yoU can. ihs!qlf:p. prefabricated jack
scab truss: for wood.filler blocking.. The chord sites- chord grades, and Alpine connector plates) to -
be the'. seirrie as the singleply".camed truss. The Pr6fzibridat6d.jOck;�E�daib'truss have a: minimum
length. of 4a�' and will have a . minimum h.:of.,5112-.. The s.ingle ply. car n I ed'.1russ -shall bav mi j. UMit
.PM. 6 eaction of
3 500# or lest. Attach prefabricated.jack scab,truss c:.truss. Mth.*twQ 2) rowa of 0.128"x 3.0"'GUn Nails at,2"
n
O,C. pet row, staggered I" :(See'Fidiur6 1 b6ldW)_ P16as&tef& to the Simpson Strong. Catalog og C- . C .
901:0;. page 216. F-igprp.-'.$fqr more information..
Fig&e;l
For -a single- ply- iM * that requires wood blockin * to,,;adhi ' eJull design load value for fa mounted
er: 9 ey c.e-
hangerp.attach one wood block face of the single ply -girder with. . the: . same size: and :
grade. as'the bottom.- chbtd, Of the single ply girder. The. -Wood: block length to besuch that the:w6Cid
blocking -extends to each adjacent points .(webs .and bottom chord intersectionsI. Attach wood
n ails a" 0.0. row, staggered. 3. 0" applied to., the
-with. rows 4.0' Gun N per
bl6bk: e
6760 Forum Dnye Suite 305, Orlando. FL. 32821 - (8Q0)-621-9706 _(863*):42278685
www.al'pineitw.=m
Y.
kW IrWCOWMW
single ply -girder Mce� with. -an ad.ditiona.1j.20) 0, 1,-2Wx.' �,W'Gun.NaiJs jgeach, panel point app
lied to 'the.
wood. block face (S6e F!6062 �-elo-W)..-Ple0s6 refer to th6..Si'm'ijtdh.'8ttohg.;Tie:C6t4lb_4 CrG.-.20.1 9j
..... ...... ... ... __-________ ....... ............... .... .... ... __--_-_...... '____---___-__'_----........... ...
'-_-' -
Theapplication' mf kuo��oabtu��aform�u�d ��mxzmd �h� fUU
~ — ,--------~--' ------`~ .--" _ ,'�
design k»advakuefor must beapproved bvfhe
' � -and ]� |n�U �nmu���� to of
-'�.' . . , .� -,'--``
"Wood-
If\c$nbueof any fu. rther assistance,or ifyoahaVe anyquedion.si please7give nn$a '
'
`- ,�_~^ ,
-No.
. STATE �� �
Ghief Engineer
Orlando, FL
"
'
6750 Fb�UnhDhve 0dohdd`FI�282.1- �.9790-(863)422-8085
4i
ALPINE
AN"COMPANY
April 261:2019-
Mr. Bob Michaelis
Carp -enter Contractors of Athenda, Inc.
3900 AvenueG.; Northwest
Wintet HW6n, FL 33880-6201�
Dear. Bob,.
R6` Stronobadk bridging '. on tb6f trusses.
I understand -there is oiii& cohaim over our recommendations for strohgback bridging on It oftrusisses,
'Strongbackbridging for roof trusses' is not a requirement of:ANSI-mTPI 2014 nor is it are u! mentofthe. q rp
Building Component -Safety, Information (13- 1 .But strongback bddgihg1 brY roof trusses is
re.com6ended. by Carpehtef. Uhtrd6tors of. Ambrica: -Str6higba''c"k bridgidg. Serv'es the.:. following two.
functions:
- One, bridging aligns the bottom chords after they are. set sq. they are uniform
M along the ceiling
lin6 and h e*'10** s,'with'.cOi ihd�s'e'rv'iqea6lky:.
Twoj bridging reduces e6latW d6flection of adjacent:trusses:
Strongback: bridging:does h'ot*:-pr6Vent-Pr reduce overall individual deflection, especially any. i rf oo 'truss6§,
.inch:. .......... . - -- -- -------- . ..... ... . ..... .......... _ .. ..... ............ .... ....... ... .... ...... .... .... . .. ... .... .... .... ... . ... ......... .. ....... ............ ... ....
St an c no rongbPck- bridging in roof. trusses does not serve as tempbrary.o e permanent bracing and Is t.
.intended to .distribute. or.sha . fb design joads-between trusses. C . y onsequentl* *, no design load's
been accounted for with this. detail and dontihdbu's- strohobackbHdgirid should not :be Attached between-
comm common and girder trusses. The use :of stron dback bridging shall not.. Jnterfere with other, design
considerations as spec1fi6d by the EngineerofRecord or the Building: Designer.
The outer ends of tKie 8tronjg bac k bridging shall I be. attgOed.jo awall or anothor:secure end..rQgtr'ain t; or
a.s..specified:.by the Sfigihee'r of Record brthd Building.Desidner.
Strofigback- bridging shall. be -a minimum of 2x6 bominal lumber. oriented with the dep
th vertical Attach
with I extending the
1 common pails (0.1'62"x3as") nails at. each intersecting member. *.VVhe.n eXten n
,strohgback bridging overlap by. at. a.minimum of two trusses. The jocatioq of. the: strongback- bridgin
ipay . b.e: specified :by the 'Truss Manufacturer,. Engineer of * R6dord, or Building Designer: Pleas (e refer to
BCS! 'St - rang . backing Provisions" or to Alpine:STKORIOR-1:1014 deiall for mote information. The. graphic
shown injur-e, 1) isfor genie -rid Alu§tr6tive only.
purpose on
Forum Drive:Suite 305, OrlAndo, FL 32822T.- (800) 521 -9790i - (863) 422-8685
v v M_... a . 1pineitvV.con
it
0,.3 . S, lot
Figure-11,
If Lcain' be of any further assistance' or-ifyou have any questions; please give. me a call.
Willietm-H. Xnck- 01H.
Chief'Engi.heer
Alpine an 17W.CoMpany
Engineerin9 Department
' " ft men
-Orlando;- FL 32827
6760 - Forum Drive Sbite.305, Orlando; FL 32821 (800). 521-9.7.90'- (8153)-422=8685'
WOW. . alpirieftw.corTi
f. 4
STRONGBACK BRIDGING RE-MMMENDATION.S
TOGETHER
/-0-
:4! -'V ft6.
:SCAB
THJ0d:BDVGUN .
.S.*]R ROWS` AT
STRONGBACk 13RII)GING. ATTACHMENT ALTIRNATIV-ES
AN MCOWPAW th1.Pdk*1U:=1 Xh4V4. "b.A AWMPU1. or #w: t
L�UUQ,ftn &.-brackq of imn—
.
A.7w-%dh:P1b1 vft.* --r Pw. Urft *As drawh hdaAm tkc tance of
cop
th
Jx wwoa�.
Ix �&7 re co sta
felgols. Mo 63P43
J*
m-- All scabron blacks shall, be. (x mIn1mum.,*2x4
'stress @t7!;qed lumber;'
iop.-All str-pn9back bridgkig and bracing shad be::.o,,
m '.stress..' grQ, e, 44M er
in 2x6 61 'b
►-The purpose of strondbac*k- brId6IhQ .is: -.to-
z . I : evelop load sharing between'. in-elkeidLOA t . trusses,:
sses,
res.t.AtIng In an -bv6r(W Ihet-06se In the
rAifpr"%ess- the. floor. systert �'&6-
st ".ngback bridging; Posl ' t1ohd. 'e a. s;sha)vh In
details, Is recommended at 10' =0` o.c. (mox;>
ii—The- terms: 'briagIrid' and 'WdcIn-` aresometimes
mistakenly •used: Interchangeably. ".Brqdjhg' Is, -an, e
ImP.Prt6nt s-.tructurat r;equIrement bf floor ar
or roof system. Refer to the Truss. Design
Drawing (TPD). fdr�, -the;*,brgcIng requVOments 'for
q each In.dIVIdL4 I. -truss component, 'Brld*qln'g-'
particularly -'strongbqdk-:'-b.rIdgIng`:Is �q'-
rec6mmL>hdatIoh- for 'a* trusssyste.6' -to. help
Con-�r..ot,VI*br-a*-Mot)'. n: In: addition tb-:qIdIng,Jn the:
distribution of point loads between adjacent
truss, -strongback ... bridging. serves % to reduce
NG_
qTS
rd
t3 Pahits)
14 PqkW
L: P&*a
bounce. or re.sIduat viloedtIon.res-ultino, from
Moving Ing point lqqctlk,'asuch as footsteps.
The performanc.e of all . floor systems are
enhanced by. the. I httaltatl6h 6f.
gb.ack
bt-1c.(ginb and there'fore:ls. -strongly recommended
by Alpine,
For additional Infdi*,MatIbh ite0q.rdl0g. strongback
.9 to., ICS1 (Building Component
bridging, refer I
Safety information),
AIC PV
REF
N6. 7086*1-. - -1-t
TADL z
.. I; - PSF
DATE,-
DRWG
N�CIDL
.
PSF-
-LIL PSF
�T,WF
PSF
. ............
R:E:.C-.'-CIM.M.-.,'E',ND-.-E:D, SHORINC3- DETAIL
'-TF-' k"-'ETS'0'F --CON IftUbT. lN A kl-AL 'WFE-1414ING. MWE To I
-THAW1,000 A[W. BE R-LACg-cL-,qN- -�-400R-. M-WSVC- mw
.&
E MA MIC - A TEq 0 OV
RC "WIG' AAKIMUR
N DE5 &
wt,3m
kv
SZE F(M, PLAMM Am.:
WHER OXTA
A uIld-Ing,'V :NPT-R,. -1 I I.MN g �,jg �T 1 At .To. RMOV45, Vas
W
R 71� "JO .X suripue
Ay p. 6
:2
L
p
-HV-AQ
R.
4XA A)
IS A-50
-r -
CLE
sr
-------iCALE-I.- 'NONS'.
A. e rom en
L3 DAW PI ti,
i RTU
e A
Cracked or Broken
This drawing specifies repairs for a truss with broken chord
or web Member,
This design Is valid only for single ply trusses with 2x4 or
2x6 broken members, only
more than one break per chord panel
and no more than two breaks per truss are allowed,
Contact the truss manufacturer for any repairs that do not
comply with this detail,
(B) = Damnged 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 (a) rows at 4' o,c„ rows staggered.
Nall Into 2x6 members using three (3) rows at 4' o,c„ rows staggered,
Nail using 10d box or gun nalls (0,1281x3', min) Into each side member.
The maximum permitted lumber grade for -use with this
detall Is limited to Visual grade ill and MSR grade 1650f.
This repair detall may be used for broken connector plate at
mid -panel splices,
This repair detail mmy not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tie -In loads.
s•
L L
s
�Typlcal
+ 0 + 0 + o + 0
O + O O + 0 +
Stagger
+ = Back Face 10d Box (0.128' x 31, min) Nallsi
o = Front Face 2x4 Member - Double Row Staggers
2x6 Member - Triple Raw StaQgere
Member - Repair Detail
Load Duration = 07.
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Member;
Size
L
SPF-C
HF
DF-L
SYP
Web Only
2x4
12,
620#
635#
730#
8004
Web Only !
2x4
18'
975#
1055#
1295#
1415#
Web or Chord
2x4
24
975# 1
1055#
1495#
1745#
Web or Chord
2x6
1465#
1585#
2245#
2620#
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
42 ,
2975#
3045#
3505#
3835#
Web or Chord
2x6
43950
4500#
5225#
5725#
Web or Chord
2x4
Be .
3460#
3540#
4070#
4445#
Web or Cord
2x6
5165#
5280#
6095#
6660#
Nail Spacing Detail
"WARNINWew READ AND TOLIDV ALL NOTES ON THIS HRAVWDI
awINPDRTANI'm FURNISH TNIS DRAVIM TO ALL CCNTRACTDRS INCLUDING T1E INSTALLERS.
Trusses lrequlre ewtrene care Infabrleatlna, hardlhg, slipil, Installbo and brWrla- Refer to and
follow the blast eMlan or HCSI Ouldha Cor*wwnt Safwty n(orsotlon, by ?PI and SHCA1 for safety
praeikas prlor to perfornlna these fumilans. Installars shall provkM tanporary �brash per 7C3I.
Hnliss noted otherslot, top chord shall have property attached structural sheothlna 5.1lovtton chard
�,. shall have a properly atta6*d rloW c$IIr,�oy Laeatlons shorn For permanent lateral restraint of webs
shall have brocing Installed per �1 sectlans 313. 17 or 110. es appleablr, rY plates to each fact
Q 11 I lJ l� of truss and posHkn as shown about and on the Jo1nt Decals, uft ess notedd' �.v*Arwlse.
LL�r� Refer to *a►Inai 160A-= Px standard plotr positlarm
Alpha, a dNlalon at ITV Sul Conponrnts aro Inc, shall not be responsible for o devlatlon from
AN ITiA/ �MPANY tHs droving, any Failure it bldld the Aruss In can ornaner wt1h ANSI/TPI 1, or for harrl9, AMPOV,
hstallailon 6'brodnp of trusses
A stal•e.n this ot•avIng or cover papa hating iNs draeiy. Mdcates acceptance of praFesdonal
er.pl,rert�,� n,gaor,aD,HHy,solely fer tint .dsel1ppnn shawm. Tha nAtabl ty and use of this drasInO
1738DLaheA'onlDAva for any siruet,rt !e tins rnponslAFty of. iix Dulesna Dewar per ANSWPI 1 Sect.
Ee lh Chy, MO D30<S Far non Infornaihn see this Job's general notes ppspr and ighpl web slt►s,
ALPIND swAl neltw,eani TPh wet.tpinet�on) SHUe wwwebelna'ustrynrpl ICa wwtJeesafo.erg
' Ninheun
L DFsenrxe
8
L
S
Hlnt,un a \J��
L ;Distance 1
L
old 0-1
Wnlnun H L
L Dleionee
SPACING 24.0' MAX
L
REF MEMBER REPAIR
DATE 10/01/14
DRWG REPCHRD1014
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loomW iii 'not
xvyfar A41.2A
quawavnboN EU(IL1ttUjVQ-*aPl�0iPlll8 82119 -laq,kurlj
A
Face -Mount Hangers - I -Joists, Glulam and SCL
._.__..._......................._........_._ .............................................. __............_..........---......_ _ _ _ _ ----.............._.................... -----...................... ---._... _._.............. ................................................ _ ................................
.
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
Carried
Dimensions'--'
Fasteners
Allowable Loads
Member
(m ):
ttn)
Actual .
Joist
Model
Codel
Min i
DF/SP `:
SPF/HF
Slze�--No>�
WebMaX
Species Header
Species.Header
,
Ref.
(in.)'
s
c�
Stiff
Reqd.
V
H-�
�
Uplift.
Floor
Snow
Roof
Floor
} Snaw
Roof
., -=
{
-
�
=(160)
(100)
(115)',
(125)
(Q, 001
` (115
t ; . )
(125} I
Min.
(14) 0.148 x 3
-
.70
1,660
1,805
1,805
1,425
11,555
1,555
IUS2.56/16
-
2%
16
2
Max.
(16) 0.148 x 3
-
70
1,805
1,805
1,805
1,555
1 555
16555
21/2 x 16
MIU2.56/16
-
29/16
157/6
21/2
-
(24) 0.162 x 31/2
(2) 0.148 x 11/2
230
3,455
3,920
4,045
2,970
3,370
3,480
U314
✓
29/i6
101h
2
-
(16) 0.162 x 31/2"
(6) 0.148 x 11h"
970
1,945
2,205
2.375
1,675
1,895
2,045
HU316 / HUC316
✓
29/16
141/6
21/2
-
(20) 0.162 x 31/2
(8) 0.148 x 11/2
1,515
2,975
3,360
3,610
2,565
2,895
3,110
IBC,
(°
21/z 18
MIU2.56/18
2%
' 177/16
21/z
-
(26) 0.162'X.31/2 ;
-(2) 0.7 48 x 11h '
230
3,745
4,045
4,045
3,22013;480
3,480
LA
x
s,
HU3167 HUC316 ` ``
•; ✓>
2%
` 141/_a. _
21/2
>-,
,'(20).0=162 x 31h"
{8) 0.148 x 1 J2 "
1515
2;975
3,360;
3,619.
2, 65
_2,895
3,110
21h x 20
MIU2.56/20
-
29A6
197/16
21/2
-
(28) 0.162 x 31/2
(2) 0.148 x 11/2
230
4,030
4,060
4,060
3,465
3,495
3,495
2 22
o 2
to 26
MIU2:56/20
✓
,29fis
19%6
2112
: -
(28) O1162 x 31/z
(2) 01,4$ x 11/2
230
4,030
4,060
� 4 O60
'3,465
3,Q95.3;495
29A6 X 91/4
to 26
29/16" wide joists use the same hangers as 21/z" wide joists and have the same bads.
MIU3.12/9
-
311a
I 91/i6
{16} 0.162 x 31h
(2) 0.148'x 11h
230
2,305
2,615
2,820
1,980'`2,245
2,425
:3 x 91h`
HU210-2/;HUC210-2 �� :
✓
317a
814 e -
21
Max.
(18) 0.162 x 31h
(10) 0148 x 3
� 1,7. 5
2;680
3,020
3;250
2,A'5]
2,605
2,800
IBC,
MIU3.12/11
-
31/s
111/8
21/2
-
(20) 0.162 x 31/2
(2) 0.148 x 11/2
230
2,880
3,135
3,135
2,475
12,695
2,695
FL,
3 x 117/a
HU212-2 / HUG212-2
✓
31/a
1N6
21/2
Max.
(22) 0.162 x 31/2
(10) 0.148 x 3
1,795
3,275
3,695
3,970
2,820
3,180
3,425
LA
=HU3.25112INUC3.25k12�
•_
3114:
113/4
21h.
--
=,`(24) 0.162 ' 31/z
_ (12) 0.148,x.3
`. 7w-5
3,570
4,030
4,335"�
3,t)75
}.3;47Q
3,735'
3%Alam HUCO211
HGUS3.rz
HGUS3.
LGU3.25
HHUS46
31/2 x 51/4
HGUS46
HUS48
IUS3.56/9.5
MIU3.56/9
U410
HUS410
HHUS410
31/2 x 91/2
HU410/HUC410
HUC0410-SDS
HGUS410
LGU3.63-SDS
MGU3.63-SDS
•
3 74
1,3"716-
"72
=,
Max:(26)
6162x 31/z
3;870
4,365'
4 695'
33303,755
4,040
-
•
31I4
3-=(2).'/2
,
6)9, ,
2,3'S
4,315
;
32/S
1710'
3,71E
I FL
•
3'/4
85/a`=
4" ,
- ,
(46) 0.162 x 31/2
(16) OAix 31/z
4,095
9,100
9,100°
0,100
; 7,825
7,825
7,825
1 IBC,
•
3'/4
, 105/a
4, '
-
'(56); 0.162 x 31/2
(20).0 )$2 z 31h .
5,040
9,;400
9,400
1 9,400
8,(385
8,085
:8,0851
FL
• '
-
31/4
1, &to 30
;41/z'
,=.
(16)1/4" x 21/2" SDS
(12)1/4' x 21h" SDS_
5,555'
'6,720
7,31017,31'J
4,84015?65"
5,265
•
-
35/e
51A
3
-
(14) 0.162 x 31/2
(6) 0.162 x 31/2
1,320
2,785
3,155
3,405
2.,395
2,715
12,930
•
-
35/s
47fi6
4
-
(20) 0.162 x 31h
(8) 0.162 x 31/2
2,155
4,360
4,88515,2301
3,750
4,200
4,500
• •
-: -
39h6
615/i6
2„
"-;
° (6)0;162x31h
(6}0162x31
i,32ti
1595
1,815'.1,960
1;3651�1,555
1,680
•
-
311A
71/a
3`
.-
122) 0.162 x 31/z
f8)'0162 x 2
7<r":
-4,210
4,770
5140'
-3:615
4.095
4,415'
• -
35/a
91/2
2
1 -
I (10)0.148x3
-
70
1,185
11,34511,455
1,020
11,160
11,250
•
• -
39/16
873/is
21/2
-
(16) 0.162 x 31/2
(2) 0.148 x 11/2
210
2,305
2,615
2,820
1,980
2,245
2,425
•
✓
39/16
8%
2
-
(14) 0.162 x 31/2
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
1,965
12,120
•
-
39/n
815/16
2
-
(8) 0.162 x 31/2
(8) 0.162 x 31/2
2,990
2,125
2,420
2,615
1,820
2,070
2,240
•
-
3%
9
3
-
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,565
5,635
6,380
6,445
4,845
5,486
5,545
✓
39/16
8%
21/2
-
(36) 0.162 x 31h
(12) 0.162 x 31h
3.235
7,460
7,460
7,460
6,415
1 6,415
BA15
•
-
39A6
9
3
-
(12)114" x 21/2" SDS
(6)1/4" x 21/2" SDS
2,265
4,500
4:500
4:500
3,240
13,240
3,240
•
-
35/s
91A6
4
-
(46) 0.162 x 31/2
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
7,82517,825
7,825
IBC,
•
-
35/a
8 to 30
41/2
-
(16)1/4" x 21/z" SDS
(12)1/4" x 21/2" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
•
-
35/a
91/4 to 30
41/2
-
(24)114" x 21h" SDS
(16)1/4" x 21/2" SDS
7,260
9,450
9,450
9,450
6,805
6,805
6,805
®Y�n®
®con
guano
EPINEW
U) U.I n2 X .i V2
0) o 162 x 3'h
6)0.162x31h
2)0.162x31/2
i 1/4",x 21/z" SDS! (E
6)0.162x3'h, i
46 See footnotes on p.150,
THA/THAC
Adjustable Truss Hangers
�j
a
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
Install top and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
the THA29, nails used for joist attachment must be driven at an
angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
3%" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
13/4 for
THAG422
for
122-2
t26-2
011"THAC422
Face nails Top nails
per table per table
13/i typical
21h' for THA422-2
and THA426-2
THA418
Double 4x2 — 2 face nails
Use full table value (total)
' Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of heads
® Double -Shear
DoubleNailing Dome Double -Shear
Shear I Side View; Nailing Side View
Nailing r (Available on
Do not
Top View bend tab�,�. some models)
Single 4x2 —
See
nailer table
4 top nails
_ (total)
Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
ryNwar r "r u
Top Flange Installation
er to
tnote 5
p.187
86
ti
2a
0
0
w
N
c5
z
0
z
0
a
U)
0
N
rn
N
0
0
• •n Strong -Tie' Wood Construction Connectors
THA/THAC
..................... .................. ........................... ......................................................................................................................................_.._................................................................................
Adjustable Truss Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
0
0
11/z —
(2) 0.148 x 3 (6) 0.148 x 3
(4) 0.148 x 3
525
'1,750
1;150
1 1,750
450
1,330 1,330
1,330
THA29 18
15/a
917fi6
51/a
27tis —
(4) 0.148 x 3 (6) 0.148 x 3
(4) 0.148 x 3
525
2:610
2,610
2,61
450
1,985 1,985
1,985
THA213 " 18"
13�4s
"51/z
2
(4),4148k'3 � (2) 0148 z 3
(4) 0.11$ x71h
Et0
"1�5/a�
,
THA218 18
1 a/a
173As
51/z
2 —
(4) 0148 x 3 (2) 0148 x 3
(4) 0.148 x 11/z
146:'
1 ;0
1,460
1110 1110
1 ' 10
THA218 2 lii
31/a
17115s
8 ,
2 =
(4)fl 62Ex3�h 2 i3 i$2 3f 3'l�
(6} 0;14$x3
4 # �}
I a
1 1
T: 4 1 i^
(0 5" ?'
FL,
s
„, ..,.
.;:
THA222-2 16
31Aa
22,e
8
2 —
(4) 0.162 x 31/z (2) 0.162 x 31/z
(6)0.148x3
—
1,9CO
1;99�
1,995
490 1,515
11515
LA
THA418 116 35/a 117% 171/a I 2 I — I(4) 0.162 x 31/zl (2) 0,162 x 31/z I (6) 0.148 x 3 I — 11,960 11;995 I 1,995 I — I 1:490 11,515 I 1;515
THA426 1141 3s/a 126 177/a I 2 I — I(4) 0.162 x 31/zl (4) 0.162 x 31/z I(6) 0.162 x 31/zl — 12,435 12,435 I 2,435 I — 12,095 12,095 I 2,095
FL I
THA426-2 114 171/4 I261/sl 93/4 I 2 I — 1(4) 0.162 x 31/zl (4) 0.162 x 31/z I(6) 0.162 x 31/zl — 13,330 13,330 I 3,330 I — 12,865 12,865 I 2,865
THA29 118 I 1 % 1911/i6151/8 I — 1911fis I — I (16) 0.148 x 3 I (4) 0.148 x 3 1 525 12,265 12,265 I 2,265 1450 11950 11950 I 1950
THA218 118 I 1 % I1TIA.I 5% I - I "IT& I — I (18) 0.148 x 3 I (4) 0.148 x 31 855 12,450 12,450 I 2,450 1735 12105 12105 I 2105
InH�irs ."to sra ic.hs a" 14lIs (1�)0162x3?/z(6)0.162"x3h'1855 3313 "M,31a ' �fh": ,1595 �18; f4v �4�"' IBC,
FL
THA222-2 1 16 1 31Ae 22Y% 8 1 — 1 141/1a 1 (22) 0.162 x 31/z (6) 0.162 x 31/21,855 3:310 3.310 3,3. 0 11,595 2,845 12,18451 2,845 1 LA
THA418 116 13s/a 1171/z 177/s I — 1141/s I — 1(22) 0.162 x 31/zI(6) 0.162 x 31/z1 1,855 13;310 13:T10 I 3,310 11595 2;845 12,845 12,845
THA426 114 13% 126 177/a I — 116Y6 I — I(30) 0.162 x 31/zI(6) 0.162 x 31/zl 1,855 14,415 14,480 I 4,480 11,595 13,795 13,855 I 3,855
THA426-2 114 171/4 I261%1 93/4 I — I 18 I — I(38) 0.162 x 31/zl(6) 0.162 x 31/zl 1,855 15,520 15,520 I 5,520 11,595 14,745 14,745 I 4,745
1. upatt loads nave been increased for earthquake or wind leading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated loads for the THA29 with 11/z" min.
top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11/z" 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.
FL I
18
LUS/MUS/H US/H H US/HG US
Face -Mount Joist Hangers
av��EERE0
W
D>
E
This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
The double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS ^angers, feature
'-'ovativo doubly -shear nailing than: distribu-es the load through
tVV0 points on each joist nail for grey _-,r strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• Not designed for welded or nailer applications.
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
Double -Shear
CDome
Nailing Side View
(Available on
some models)
l tief for 4 e,
e„
>�o
:v-
H
LUS28
HHUS210-2
MUS28
"-s a
F,
mk
HUS210
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
Simpson Strong-Tieel Wood Construction Connectors
Face -Mount Joist Hangers (cont.)
I
1. See table below for allowable bads
Single 2x Sizes
MbThese products are available with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p.21.
Many of these products are approved for installation
9 with Strong -Driven SD Connector screws.
See pp. 335-337 for more information.
LUS26
1,165
865
1 990
1 1,070
1,355
1 1,165
935
1 1,070
1,150
1 1,475
865
1 635 725 1 785
1,000
IBC, FL,
-MUS26 '',
x
<, 7 295
-1,480
1566:
... ��}�
% 3i,n
.,"IAl"I
1,564
i;�e=1
1;5
P8?f� U.
955 °.1;09p" f,180
a"", .
LA
HUS26
1,320
2,735
3,095
3,235
3.235
1,320
2,960
3:280
31280
3,280
„150
2,350 2.660 2,780
2,780
HGUS26 „
75 .r
=, 4,34fl,
4,850s"
5170 „`,
_'S;390 '
8?a .::4,690.
. 5 220 ,
°5 N „
<5;390`
780 '
`3,225 „ 3,610 , 3,870 ,
3,985' '
IBC, FL
LUS28
1,165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1,465
1,730
865
810 925 1,000
1,270
2 255
°2.-2}a
1,1�+'
..1270 ` , 1,455 `%1,575
..1'9_55
IBC, FL,
LA
HUS28
1,760
4,095
4,095
4,095
1 4J)95
1,760
4,095
4,0095
4,:i95
4,095
1,480
1 3,520 3,520 1 3,520
3,520
HGUS28
< fi;!p
275z --275
75
7,275
7275,
620 .:.3;915
4;25Q,,;
IBC, FL
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985 1,120 1,215
1,500
IBC, FL,
HUS210'
2,4i3 g
5
5 -
.5,830 ,',
+ 30
2,635.;
�,e 3
z5.3(a
• 5,<t3 ti-
" 2; 20
3
HuUS210
2,090
9,10it
9,100
f<,10L1
9,100
2,090
c.:00
a
�;:Ju
9,....;
9,100
7 d
e,340 6;730 Fi;730
673^
15,-1.
1. For dimensions and fastener information, see table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp. 98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45'
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
Acute
' side
opecoy angle
Top View HHUS Hanger
Skewed Right
Qoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
94
LUS/MUS/HUS/HHUS/HGUS
These products are available with For stainless Many of these products are approved for installation
OR additional corrosion protection. ® steel fasteners, E with Strong -Drive® SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
A
Double 2x Sizes
ao
Code
Lind' ' Ref.
Ikni :"',
LUS26 2 ' ' 49A6 -
,18
31/s
4'/e
: `Z "
(4) 0.162 x,311z(4)
0.162 x312
..,"fir
1,03Q'
1170�
1;265
1,595
` 910
885.1�Q05
1,090
1,370'
HHUS26-2 4-46
14
3-A6
5%
3
(14) 0.162 x 3'/z
(6) 0.162 x 3l/z
1,320
2,830
3,190
3,415
4,250
1,135
2,435
2,745
2,935
3,655
HGUS26-2 4a/k
12
35A6
57A6
4
(20) 0.162 x 31/2
(8) 0.162 x 31h
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170
4,445
4,795
LUS28-2' 49A,
'-18
31/a`
7,
2`,
(6)0.162x31h
�(4)0.162x;31h
i,160
1,315',
14K
1610
2,030
910 ',
1,130
�1,280
1,385
1,745,,
IBC, FL,
HHUS28-2, `- Ni
,14
35/i6
71/4'
:3
(22)0.162x3Yz-;.(8)'0.162x.31h
'i7iti'
4,2615
4,810
5,155
5,980'•
1,515 13,670
4,135
`4,435
6,145
LA
HGUS28 2 6 s
:. 12:
A,73/s
4; ,
{36) 0.762 x 31/z
12) 0.162X 3'h,
-3,235
7,460'
�460
,7460`
-7,4ii0
2,780
6,415
6,415'•
`6,415
6,415
LUS210-2 67/i6
18
31/a
9
2
(8) 0.162 x 3Yz
(6) 0.162 x 3Yz
1,445
1,830
2,075
2,245
2,830
1,245
1,575
1,785
1,930
2,435
HHUS210-2 83/a
14
35/16
87/a
3
(30) 0.162 x 31/z
(10) 0.162 x 31/z
3550
5,705
6,435
6,485
6;485
3,335
4,905
5,340
5;060
5,190
HGUS210-2 89/i6
12
35A6
93/i6
4
(46) 0.162 x 31/2
(16) 0.162 x 31/2
4,095
1 9,100
9,100
9,100
9,100
3,520
7,460
7,825
7,825
7,825
Triple 2x Sizes
HGUS26-3 `r`�4t3/i6
'12 -
41§,
51h
" 4
(20)0162x31/2
'(8)0.16201/z .
2,155=
4,340'
4,8 0
5170
5,575
1,855,
3,730
4,170.
9,446
4,795`
IBC, FL,
HGUS28-3 , ,'
6"Na,
fi6
71/4
4
' (36),0.162,x 3Yz
(12) 0.162 x 31h
3,235
'1,460
7,460'
7,466
7,400
2,780
6,415
6;415 °
6;415'
6,41'5
LA
HHUS210-3
83/a
87/a
3
(30) 0.162 x 31/2
(10) 0.162 x 3'/2
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
813A6
11441IA6
A6
91/4
4
(46) 0.162 x 31h
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
HGUS212-3 '
105/e
A6i
103/4
4
(56)0.T62X3Yz
.(20)0,162x31/2
5, �
-9.045>
� 5
9045,
9046
4,900'
r7
t;-'B
7,r2D
t,780,C,
FL,
LA
'HGUS214 a
'125h6
A6
1231a
_4 `
(66) 0.16213"1/4
(22) 0162x 3°k
5,695
10;126,�
1� 125
10;1�5
7Q t�5
4 800<_8,190
8,19Zi�
81190
8,190:
Quadruple 2x Sizes
HGUS26=4'a ' 51h':
"'12
�6sti6�
, 5tia
4
"(20} 0.162z 3"/z
;, 8) 0162 x�31/z
2,155
,4;340
4 850,
; 5170 ,
5,575
1,855
3,730
4,170
4,445
4,795`
IBC, FL,
HGUS28-4 71/4
12
6a/fi
73/i6
4
(36) 0.162 x 31/2
(12)0.162 x 31h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
LA
HHUS210-4 I 83/8
14
61/a
87A
3
(30) 0.162 x 31h
(10) 0.162 x 31/z
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGOS210-4 91/4
12
1 68/+6
9-A.
1 4`
(46)0.162x31h
-(16)01.62X31/2
4,095
9.100'
9,100
9,100'
9,100
3,520
7,825
7,825
7,825`
7,825'
105/e `12. 6-is 105/s .4 .,(56)0.162X31h 4,(20)6:162 c31h 5,6p5 9,Q? 5 904 �1045 9;045 4.900 ;,r,0 7,Z8C ,`r',780 T,78t1. IBC FL,
. LA
125/e ',112 6s1 125/e 4' (66)"0.162 x 31h a(22) 6.162 z 31h 5,695 10,125 10;125 10,125 10,125 4,900 8,710 8,710 '8,710 8,710
4x Sizes
A -431818, „3%6 43/4 1 2910 ` � 885 1 1,005 ,1,,09Q 1,370' IBC, FL
LUS48
43/a
1 18
31A6
63/4
2
(6) 0.162 x 31/2
(4) 0.162 x 31/2
1,060
1 1,315
1,490
1,610
12,030
910
1 1,130
1,280
1,385
11,745
IIBG, FL,
HUS48
61A
14
31AG
7
2
(6) 0.162 x 31/2
(6) 0.162 x 31/2
1,320
1,580
1,790
1,930
2,415
1,135
0
1,660
2,075
LA
HHUS48
61/2
14
3%
7Ya
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
1.760
4,265
4,810
5,155
5,980
1,515
4,435
5,145
HGUS48
j 67/i6
12
35/a
71IA6
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
5
6,415
6,415
LOS410 ,'
61%4 2
"'18 `
3sti6
83/4
.2'>
(8),0.162x31/2
=(6)0.162'x31h
1,445,
1;830'
2,075
'2;245,
2',8,30
1.245,5'
$4,905-
1,930
:2,435]
HHUS410"
83/e'
14
35/a'
9
3
:(30j0:76x311z
(10)0:162,X3'h
3,550
5,705-
6,4353'
bf
3,2"a5a,
?
5,576'.HGUS410
'
S.hs.
�12
35/a
9Y6
4
46 0.162x31h
( )
18 0:162X
) 31h
4,095
9100,
9100.
9F100.
9100
3,5201..
"
7,825`_
7,825
IBC, L,
HGUS412
110346
12
35/a
107f6
4
1 (56) 0.162 x 31/2(20)
0.162 x 31/2
5,695
9,045
9,045
9,045
9;045
4,900
7,180
7 ,780
7780
7,780
HGUS414
117/,.
12
3-9A
1234.
4
1 (66) 0.162 x 31/2
(22) 0.162 x 31h
5,695
110,125110,125
10,125
10,125
4,900
8,190
8,190
8,190
8,190
Double 4x Sizes
FL
1. UpGft loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table bads. 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 ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes
the evaluation of cross -grain tension in its hanger allowabig bads. For additional information, contact Simpson Strong -Tie.
S. 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 31/2" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11/2" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
19
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/s°. Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/z" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is %" 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
HTU26
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for'/2" maximum gap,
use Alternate Allowable Loads.)
E Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Standard Allowable Loads (1/8" Maximum Hanger Gap)
2x Sizes
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carving Member
(HTU210 similar)
0
n ruco tiyidx.} < 4P,r2,
HTU28 (Min.) 37A
r 3a
15/a
a s.
71A.
a n;
1 3%
tcul u.io n sx2� .icu1 u i u x~r ra
1 (26) 0.162 x 3'h (14) 0.148 x 1'/z
1 paa' I,�yftp
1,235 3,820
„�, v .f.9 7�
3,895 3,895
,utu.. i,a .
3,895 1,060
c o sv,
2,865
t ,'°
2,920
"� a ,�> o'402
2,920 2,920
IBC,
FL,
HTU28 (Max.) 71/4
15/a
7'?A6
31/z
(26) 0.162 x 31/z (26) 0.148 x 11/z
2,020 3,820
4,315 4,655
5,435 1,735
3,285
.i,711
4,0(i5 4,675
LA
HT1J210, (P11in:), 371a„9'hs,
„
3yh
Y
(32)-:tl_162 x 3 h, (14) t7148 x 7-?1x-
, 1,33i3',1 (ki)
4
4. s , 1;145
3, 5 "d
3 225
: - ,225 ,3.22a;
tiTU210 (Max}. 9xla, - 11a 9'/1a "F (32) (1162X31fz {32) (}798.x1jh 3,315, 4,705 n �1ti ..,n 5,99 28��(3 4,i145 �,4c` , 3flf1..5,155
Double 2x Sizes
HTU26-2
HTU26-2"(MaX.)
(.�, 51/2
95hff.,
3�5,
,57l16,
sNa
;3yh
Th
: (20) 0.162
(20) 0.162,xt
x 3tfz
Ib ..
`{14) b148 x 3
;(?A) 0148 X 3g
r1,516', 2,940910
�? f7b�� 2 940
, 3, a!ur40,
1,305;
4;4€i0 1,870.
1,850
2,530.',
2 09
2 8a
:2, 55
s.88F
. 3,$55 '
HTU28-2 (Min.)
37/a
35/16
71/16
31/z
(26) 0.162 x 31/2
(14) 0.148 x 3
1,530 3,820
4,310 4,310
4,310 1,315
2,865
3,235
3,235
3,235
IBC,
HTU28-21/4
(Max.)( )
3�6
71A6
31/z
26 0.162 x 31/z
( )
26 0.148 x 3
( )
3,485 3,820
4,315 1 4,655
5,825 2,995
3,285
, 3?1),
' i10�
1 5,t?;lo
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 'A" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
HTU
0
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/a ! (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 1 1h 925 1 1,470 1 4,660 1 1,790 1 1,875 1 795 1 1,265 1 1,430 1 1,5411-0 1,615
HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 3'/z (20) 0.148 x 1'h ',240 1,470 1,%3 1,790 2;20 1065 1,265 1 1,430 115410 1,910 IBC,
un i�u naaV a:, °z1r,� i i� c .. grit n'1F�. air 3r�F1.%i. att w:1 ' 1 a�n `}.� nnn a` x r1. {. ,� rangy„ ; i ao snn r _ � 'OUI ra�n,'i 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)
Single 2x Sizes
,....
, „
r
IBC,
HTU28 (Min.)
37/a
15/a
71/ia
31/2
(26) 0.162 x 31/2
(14) 0.148 x 11/2
1110
3,770 3,770
3,770
3,770
955
2,825
2,825
2,825
2,825
FL,
LA
HTU28 (Max.)
71/4
15/a
71/ia
31/2
(26) 0.162 x 31/2
(26) 0,148 x 11/2
1,920
3,820 4,315
4,655
5,015
1,695
2,865
3.235
3,490
3,765
°HTp21Q (Mm }
_' 371a
1 s/�
9'�6 ;
?I `
(2) 0162 x 321z_
{14} 0:14$ x 11/2
i 1,250
3 600 3,600
3,600
3,600
',1,075
2,700
2 700
2 700
e2,700
HTU210 (Maxi <
' 91/4
1 /e
9'li8`•
31h
(32) 0162 z371z
j32) p 14$ x 11/2'3
255
A 705 5 02D
5 02Q°
5,O it ,1.2,800
-3 530
; 3 765
3 7fi5
3,765-
Double
2x Sizes
HTU'U' (Min.)°;
a 37/a
3 5c 5T1u4 .
31/z
(2(!) 0162,x3"h
{1dj � i48 x 3
' ir515
2 94Q
3,5QQ'
3,500zE?,1305205
2?dl5
2,205
HTU26 2 (Max.)
. 51/z
3 4e 5l4 .;
311z
::(20} O 162 x 3?Iz
(20) 6.148 x 3 °
;1,910
2 940 t
3,560
3 566"
'.1,645215`
2,205
.2,205•
HTU28-2 (Min.)
37/a
35/15
711A6
31/2
(26) 0.162 x 31/2
(14) 0.148 x 3
1,490
3,820 3,980
3,980
3,980
1,280
2,865
2,985
2,985
2,985
IBC,
FL,
HTU28-2 (Max.)
71/4
3Y1e
71/1a
31/2
(26) 0.162 x 31/2
(26) 0.148 x 3
3,035
3,820 4,315
4,655
5,52
2,610
2,865
F3,235
3,490
211.40
LA li
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between %' and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie" Connector Selector@ software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie,
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1112" 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.
19
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/16" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16" at 100% of the table load. Specify as an `X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete <nd 1,14" x 2?/4` Titers 2
scre,rrs (Model TTN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or E A/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 TTN2-252341) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/16"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the Y116"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
3/16" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/6" is required as shop .en in Figure 1 for full uplift lad.
• Where no uplift load is required, a minimum end distance
of 11/2" is oermtted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HU214
Figure 1 — HUG410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
HU/HUC/HSUR/L
.............. ............................. ....................... .......................................................... ............................................... ....... ............................................................ ................ _...................... ................................
Medium -Duty Face -Mount Hangers (cont.)
Rib Tharp. nrnrli intc arp. availahlp. with arlrlitinnal rnrrncinn nrntp.rtinn. Fnr mnrp. infnrmatinn cap. n. iF
to,
"
Titeri�2"
-
TitenP,2
`.".
(160)"
(10 1125)
60)
(100/12
HU26
HU26X
(4) 1/4 x 23/4
(4)1/4 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
HU28
:,. HU2$X+"
76tf
2,4Qi
HU24-2
HUC24-2
(4)1/4 x 23/4
(4)1/4 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
HU26.2:=(Min) '
HUC26=2
(8)11X240148
x 3
76Q
?,000 '`
76Q
3 20Q
HUC26 2
(12j rtf4 x 2314
Y (12)1l x 1 a/4
{6� 0148"X 3
1135�
3,QQ0 .'
1,y5
3 950
HU26.3 (Min.)
HUC26-3 (Min.)
(8)1/4 x 23/4
(8)1/4 x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)114 x 23/4
(12)1/4 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU210 I HU210X 1 (8)1/4 x 23/4 I (8)1/4 x 13/4 1 (4) 0.148 x 11/2 1 545 I 2,000 1 760 1 2,415 1
HU210-3 (Min.)
HUC210-3 (Min.)
(14)1/4 x 23/4
(14)1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18)114 x 23/4
(18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
ram'.
HU212X-
(10)1142a/4
(1Q)41�4
(�)014$�t1�1h�135500_;
152f65
HU212-2 (Min.)
HUC212-2 (Min.)
(16)114 x 23/4
(16)1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(2 2) 1/4 x 23/4
(22)1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU214 I HU214X 1 (12)114 x 23/4 1 (12) 1/4 x 13/4 1 (6) 0.148 x 11/2 1 1,135 1 2,665 1 1,135 1 2,665 1
HU214-3 (Min.)
HUC214-3 (Min.)
(18)114 x 23/4
(18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)1/4 x 23/4
(24)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216;:
HU276X'`
(1$)1fd:'Kgala e
V,
.(18)'14x3a
(8)0.14$x11/2
151
292Q
15t5
2920 e
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/4 x 23/4
(20)114 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26)1/4 x 23/4
(26)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU7 (Min.) (Not available) (12)1/4 x 23/4 (12) 1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 1 760 2,980
HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1 1,085 3,485
HU11 (Min.) I (Not available) (22)1/4 x 23/4 ( (22)1/4 x 13/4 (6) 0.148 x 11/2 I 1,135 I 3,230 1,135 I 3,230
HU11 (Max.) I (Not available) (30)1/4 x 23/4 I (30)1/4 x 13/4 (10) 0.148 x 11h 1,445 3,735 1,445 3,735
38
w<
ui
ETiGP�ING, FSL
L;
CA 25918
STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRU55E5
5/5KIlh PLAN -SEE PLAN
SOFFIT/FASGIA- SEE ARCH. =`
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RIBBON BOARD- ¢ <;
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FOR SPACING d O w w w
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A5TENING TO TRU5SE5 WALL SHEATHING -SEE PLAN - Z
MIN. 15/32' GDX PLYWOOD OR I Q 3
1/16' 05B WITH 8d GUN NAILS U
UPLIFT/5HEAR ANC MA5ONRY WALL -
EACH X 2 1/2') 9 6' O.G. TO UPLIFT/SHEAR GYP. GEILING-
EACH TRUSS - SEE B/SKI SEE PLAN RIBBON BOARDS ANCHOR EACH SEE PLAN <
PLAN TRU55- SEE PLAN SCHEDULE n,„®
NOTE: ADD'L FRAMING NOT DO NOT FASTEN RIBBON BOARD MASONRY WALL -
SHOWN FOR CLARITY INTO END GRAIN OF ROOF TRUSS SEE PLAN _
BOTTOM CHORD _
mom, REVISION:
RA15ED HEEL TRUSS BEARING A RAISED HEEL TRUSS BEARINr, DE3 EVISCALENTS' SKI SCALE, NTS
a
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SHEET TINE:
RII. ITEWFOR
RAISED "EEL ROOFIRUSSFS
SHEET INFORMATION:
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RIBBON SCHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(2) 12d GUN (0.131' X 3')
(Vasd=128 MPH)
2X4 SPFR2
24'
TO EACH TRUSS, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
wlt=180 MPH
(2) 12d GUN (0.131' X 3')
(Vasd=139 MPH)
2X4 SPF"2
16'
TO EACH TRUSS, (4)
EXP. G,
NAILS AT JOINTS
ENCLOSED
January 1,%2 020'
,Catpe I A . ter "Co I Atr I acto. . rs of Affibritd, Inc:,
,390D Avehti,6 NW
Winier,Haven;
Dear Matt
If you h4Ve',.any .-questions' :'please give mqeqtall,
Sincerely;,
6.750:Forum .'Drive. Suite 305 Ortandq,F.0282 '-('40P)5.2 -47,Rp,--863)422-,8685
wwmajPkQqjtmcp,ml'
Thk char i-w hash en rt€F frnniral€y
sioned usinu a uits3 Sionature. Printed `
eap,es v;n2hout an nnpina° stnsturemust
be eerfied using the Qrig na€ electronic ALPINE
�' C
versim. C
tvsii€ AN ITW COMPANY
COA#0278
08/11/2020
w.
No, 7U 1 t
w j
TATE OF
6 � '
Alpine„ an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www.alpineitw.com
Site lnforrtiafiart:
iPa a 1:
Customer Carpenter Contractors of America
Job Number: N333978
Job Description ;7A5/320 ,167EC ,R101 /' 1672/ARIA/4EAB ELEV.0
Address:
!db Bn ineerin .Crteria
.�.>�
Design Code: FBC 6th Edition (2017) IntelliVIEW Version: 17.02,02A through 18.02.01A
JRef'#: 1 WXQ89750108
iNind Standard: ASCE'7-10 Wind Speed (mph): 160 Roof Load (pso, 20.00- 7.00- 0,00-10.00
Building Type: Closed Floor Load s : None
This package contains general notes pages, 22 truss drawing(s) and 5 detail(s).
Item .
Draw ltg Ttttmber
Truss
1
224;20.1548.12648
Al
3
224.20.1548.13771
A2
5
224.20.1548.12710
A4
7
224.20.1548.12539
A6
9
224.20.1548.17484
A8G
11
224.20.1548.12463
B1
13
224.20A548,14052
C1GE
15
224.20.1548.17312
MV2
17
224.20.1548.14130
ER
19
224.20.1548.14224
CJ5
21
224.20.1548.13773
CJ1
23
A16015ENC101014
25
VAL160101014
27
GBLLETIN0118
tie it,, Dtavirfi g filimtber Truss' "
2 224.20.1548.13711 A1A
4 224.20a548.14021 A3
6 224.20.1548.13818 A5
8 224.20.1548.13632 A7
10 224.20.1548.12586 A9G
12 224,20.1548.12462 132GE.
14 224.20.1548.17203 MV1
16 224.20.1548.17532 V1
18 22420.1548.13772 ERA
20 224,20.1548.17204 CJ3
22' 224.20.1548.14099 HJ7
24 GBLLETIN1014
26 A18015ENC101014
Florida Certificate of Product Approval #FL1999 Printed 8;11/2020 4:13:52 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, 82,
B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent. breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/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.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO
63043; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.orcq.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com.
Page 3 of 3
SEQN: 6965 / COMN Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1VVXQ89750108T18
FROM: RWM Qty: 8 7A51320 ,167EC ,RI01 /1672/ARIA/4EAB ELEV.0 DrwNo: 224 20. 1548.12648
Truss Label: Al KD / YK 08/11/2020
6'1 "7
12,8'15 —i 19'4"
6'7"8 671
10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
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: 3.87 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Lumber value set "13B" uses design values approved
1/30/2013 by ALSC
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.
P1"l 32'6"9 38'8"
1 6'7"8 6'17
=5X5
E
38'8"
9A„ 9,4„
19'4"
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): 0.208 K 999 360
Lu: NA Cs: NA
VERT(CL): 0.361 K 999 240
Snow Duration: NA
HORZ(LL): 0.076 J - -
HORZ(TL): 0.132 J
Building Code:
Creep Factor: 2.0
FBC 6th.ed 2017
Max TC CSI: 0.532
TPI Std: 2014
Max BC CSI: 0.886
Rep Fac: Yes
Max Web CSI: 0.490
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
WAVE
08/11/2020
10,
38'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1661 /- /- /936 /301 /433
H 1662 /- /- /936 1301 /-
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 1442 - 3042 E - F 1073 -1962
C - D 1343 - 2764 F - G 1343 - 2765
D - E 1073 -1962 G - H 1442 - 3043
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2659 -1146 K - J 2202 - 861
L - K 2202 - 835 J- H 2660 -1148
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 520 -199 K - F 471 - 725
D - K 471 - 724 F - J 521 -199
E-K 1318 -632
**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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracininstalled per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinlComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANMCCWAW
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-gineenng responsibilittyy solely or the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.
2.
For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ]CC: www.iccsafe.org Orlando FL, 32821
Job Number: N333978 Ply: 1 SEQN: 6966 / T23 / COMN Cust: R8975 JRef: 1WXQ81750108
,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RDP DrwNo: 224.20.1548.13711
Truss Label: A1A TCE / WHK 08/11/2020
21'1"12
7'1014 12'1"12 17'10"4 ' - '2 19'9" 26'6"4 + 30'9"2 38'8"
7'10"14 4'2"14 5'8"8 1'5'12 5. ..8 4'214 7'10
=5X5
F
1' 7'11"5
F i 7'11"5 �'-
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
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: 3.87 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N:
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3 :W6, W9 2x4 SP #2 N:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
The 3-0-0 section of lower Bottom Chord
between panel points 0 and S may
be field -removed as required provided that
all remaining plate/wood contact areas stay
intact and undisturbed.
4'0'11 6'
12' 18'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
38'B"
3' 5'8" 4'0"11
30'8"11
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.201 E 999 360
VERT(TL): 0.549 E 999 240
HORZ(LL): 0.100 L - -
HORZ(TL): 0.186 L
Creep Factor: 2.0
Max TC CSI: 0.739
Max BC CSI: 0.793
Max Web CSI: 0.825
VIEW Ver: 17.02.01A.1115.21
g„ • .11
t CC19 gggg t Jf'If
,p I
®„ o
o.708 I
in
a v
s
08/11/2020
7'11"5 � 1'
38'8"r
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1518 / 301 / 936 / - / 433 / 8.0
J 1518 /301 /936 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 2.1
J Min Brg Width Req = 2.1
Bearings B & J are a rigid surface.
Bearings B & J require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - C 1385 - 2665 F - G 1456 - 2370
C - D 1300 - 2278 G - H 1327 - 2399
D - E _ 1316 - 2355 H - 1 1299 - 2276
E - F 1434 - 2326 1-1 1386 - 2665
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - U 2299 -1067 M - L 2298 -1076
U - T 2297 -1066 L - J 2300 -1076
R - N 1841 - 645
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - T 305 - 446 F - N 1047 - 698
T - R 2100 - 903 N - M 2114 - 929
R - F 1050 -712 M - 1 308 -451
"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 r7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI Unless noted olherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly
attached rig4id ceiling Locations shown for ermanent lateral restraint of webs shall have braciriinstalled per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face, for and position as shown above and on the Joint9Details, unless noted otherwise. f7efer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e.. 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The s iii�abnrty g
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.icesafe.org Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6967 / T17 / SPEC Cust: R8975 JRef: 1WXQ89750108
,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qly: 2 FROM: RWM DrwNo: 224.20.1548.13771
Truss Label: A2 KM / DF 08/1112020
6'1"7 12'8"15 19' 25'11"1 326"9 38'8"
7" 6'1"7 68 6'3"1 1 6'11"1 "T.,'f' 6'17
5X5
E
38'8"
�1 10
188
10 1�
10
28'8"
38'8"
Loading Criteria (psi) Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.208 K 999 360
B 1661 / 298 / 934 / - / 427 / 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.515 K 999 240
H 1662 / 298 / 934 / - / - / 8.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.076 J - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: C
Mean Height: 15.00 ft
HORZ(TL): 0.132 J - -
B Min Brg Width Req = 2.0
NCBCLL: 10.00 TCDL: 4.2 psf
Code / Misc Criteria Creep Factor: 2.0
H Min Brg Width Req = 2.0
Soffit: 0.00 BCDL: 5.0 psf
Bldg Code: FBC sth.ed 201 Max TC CSI: 0.532
Bearings B & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h
TPI Std: 2014 Max BC CSI: 0.886
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft
Rep Factors Used: Yes Max Web CSI: 0.489
Members not listed have forces less than
Loc. from endwall: not in 9.o0 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: 17.02.01A.1115.21
Lumber
B - C 1422 - 3042 E - F 1052 -1962
C - D 1323 - 2764 F - G 1323 - 2765
Value Set: 13B (Effective 6/1/2013)
D - E 1052 -1962 G - H 1423 - 3043
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1 /30/2013 by ALSC
B - L 2659 -1128 K - J 2202 - 847
L - K 2202 - 818 J- H 2660 -1133
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
Maximum Web Forces Per Ply (Ibs)
to be equally spaced. Attach with (2) 8d Box or Gun
Webs Tens.Comp. Webs Tens. Comp.
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
L - D 520 -200 E - K 1317 - 635
support by erection contractor.
D - K 477 -724 F - J 521 -200
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
ttgpytffifp' tlflt�j`i�f
K - F 476 -724
scabs for (2) CLR'S where shown. Scab
` r°✓;14,
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
10
v maoa�go° •q �'>�
d� �*° °°. 6.A'
nails @ 6" oc.�
Loading
e � tl»
o
•
�• 8
Truss passed check for 20 psf additional bottom
®
chord live load in areas with 42"-high x 24"-wide
® m
clearance.
Wind
T 0
`:d
Wind loads based on MWFRS with additional C&C
member design.
y
COA .°' N AIL ,43
ni"Ofii i43
08/11/2020
**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,
Component Safety Information, r
installing and bracing. Refer to and follow the latest edition
of BCSI (Building
by TPI and'SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless noted otherwise,top chord have bottom have
per shall properly attached structural sheathing and chord shall a propperly
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�y plates to each face of truss and position
drawings 160A-Z for standard plate positions.
as shown above and on the Jo!n19Details, unless noted otherwise.
Refer to ��
ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN aW COMVANY
truss in ANSIrI PI 1, for handlin installation
conformance with or shipping, and bracing of trussesA seal on this drawing
listing this drawing indicates acceptance of ro essionar engineering responsibility solely for the design shown.-
and use of this gnawing for any is the the Building Designer ANSI/TPI 1 Sec.2.
or cover page, , 240o Lake Orange Dr.
The suitability
Suite 160
structure responsibility of per
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org: SBCA: www.sbcindusl
.com; [CC: www.iccsafe.org Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6968 / T16 / HIPS Cust: R8975 JRef: 1WXQ89750108
,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 2 FROM: RWM DrwNo: 224.20.1548.14021
Truss Label: A3 SSB / DF 08/11/2020
�1
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 "
7'10"14
7'10"14
10,
10,
Wind Criteria _
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.87 ft
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
17' 21'8" 30'9"2
9-1 "2 4'8" 9'1"2
=5X5 =5X5
D E
9'4"
19'4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
38'8"
9'4"
28'8"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.182 J 999 360
VERT(TL): 0.436 J 999 240
HORZ(LL): 0.0681 - -
HORZ(TL): 0.116 1
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.836
Max Web CSI: 0.629
VIEW Ver: 17.02.01A.1115.21
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #1 :B2, B3 2x4 SP 2400f-2.0E:
Webs 2x4 SP #2 N :W1, W6 2x4 SP #3:
Lumber value set "l313" uses design values
approved 1/3012013 by ALSC
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)
ggqa€rrtlsra 1 ;1}r�jFFn
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
��•s++a
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
av*��n °•+• f
�•4 ✓ •, {
a
Loading
®! °
10.
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
-
clearance.
/
Wind °s m
Wind loads based on MWFRS with additional C&C �� ffis •`
member design. °+� °•4000A
IONAL
08/11/2020
38'8"
7'10"14
10, 1'
388"
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 1714 / 308 / 940 / - / 385 / 8.0
G 1715 /308 /940 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 2.0
G Min Brg Width Req = 2.0
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 1481 - 3117 E - F 1509 - 2925
C - D 1509 - 2923 F - G 1481 - 3119
D - E 1157 - 2043
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2715 -1174 J -1 1978 - 720
K - J 1978 - 692 I - G 2717 -1204
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 404 -443 J - E 386 -244
K - D 834 - 463 E - I 837 - 463
D - J 386 - 244 1 - F 404 - 443
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an fabricating,
for safety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly
Id ceiling Locations shown for permanent lateral restraint of webs shall have bracinQ installed per BCSI sections B3, B7 or B10.
e. Appily plates to each face. oftruss and position as shown above and on the Join Details, unless noted otherwise. kefer to
a division of
r I Hi i, or for nandunq, shipping, inst
acceptance of pro essiona eng.
any structure is fhe responsibility
oral notes page and these web sites: ALPINE:
TPI: www.
from this drawing,any failure to build the
1 seal on this drawing or cover page r forthe design shown. The suitability
ANSI/TPI 1 Sec.2.
ALPINE
AN MCOMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6969 / T15 / HIPS Cust: R8975 JRef: 1WXQ89750108
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 2 FROM: RWM DrwNo: 224.20.1548.12710
Truss Label: A4 KM / OF 08/11/2020
T10"14
T10"14
�1, 10' J.
10,
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C
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: h to 2h
Spacing: 24.0 " C&C Dist a: 3.87 It
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N 73 2x4 SP #1:
Bot chord 2x4 SP #1 :132, B3 2x4 SP 2400f-2.0E:
Webs 2x4 SP #2 N :W1, W6 2x4 SP #3:
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
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.
15, 23,8„
7'1"2 8,8„
.5X5 � 5X5
D T3 E
30'9"2 38'8"
7'1"2 T10"14
38'8"
9,4„
9'4„
19'4"
28,8"
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): 0.194 J 999 360
Lu: NA Cs: NA
VERT(TL): 0.470 J 999 240
Snow Duration: NA
HORZ(LL): 0.067 1 - -
HORZ(TL): 0.115 1
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.937
TPI Std: 2014
Max BC CSI: 0.841
Rep Factors Used: Yes
Max Web CSI: 0.582
FT/RT:20(0)/l 0(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.01A.1115.21
10,
38'8"
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1691 / 319 / 938 / - / 345 18.0
G 1692 /319 /938 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Reg = 2.0
G Min Brg Width Req = 2.0
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 1496 - 3045 E - F 1517 - 2855
C - D 1517 - 2853 F - G 1496 - 3046
D - E 1236 - 2198
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2643 -1183 J - 1 2082 - 848
K - J 2082 - 819 I - G 2645 -1213
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
K - D 709 - 369 E - 1 712 - 369
COAffMQ'tJ IV Ail- � NO'
`BAd$S�itf4�ld�
08/11 /2020
**WARNING*' READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
3 require extreme care in fabricating, handlin shipping, installing.and bracing.Refer to. and follow the latest edition of BCSI (Building
nent Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
Crihper BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
tl rigpid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or B10
e. Apply plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. f7efer to'
Is 160A-Z for standard plate positions.
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 bracing_of_trussesA seal on this drawing or cover pa e
n. The suitability
ALPINE
. AN MCOMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
i use of tins drawing Tor any structure is the re:
more information see this job's general notes page and these web
Job Number: N333978
Ply: 1
SEQN: 6970 /
T14 / HIPS
Cust: R8975 JRef: 1WXQ89750108
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0
Qty: 2
FROM: RWM
DrwNo: 224.20.1548.13818
Truss Label: A5
KM / DF 08/11/2020
L 6'9"4 13' 19,4" 25'8"
31'10"12 38'8"
6'94 i 6'2"12 6'4" 6'4" i
62"12 6'9"4 —'
=5X5 III2X4 �5X5
D E F
12
71
6 2X4 W
C
i2X4
fo
G
o W3
h
i�
B
H
A
d9
1
=4X6(A2) = 6X6 = 5X8
= 6X6 = 4X6(A2)
38'8"
10' i 9'4" 9'4"
10, 1
10, 19'4" 28'8"
38'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999 360
B 1665 / 699 / 931 / - / 304 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.543 E 999 240
H 1665 / 699 / 931 / - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - -
Wind reactions based on MWFRS
EXP' C HORZ TL : 0.130 J
Des Ld: 37.00 Mean Height: 15.00 ft ( )
B Min Br Width Re 2.0
g q
NCBCLL: 10.00 Code / Misc Criteria Creep .0
TCDL: 4.2 psf Factor: 2
H Min Brg Width Req = 2.0
Soffit: 0.00 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.505
BCDL: 5.0 psf
Bearings B & H are a rigid surface.
g g
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.889
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.355
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: 17.02.01A.1115.21
Lumber
B - C 1565 - 3029 E - F 1432 - 2498
C - D 1493 - 2774 F - G 1492 - 2775
Value Set: 13B (Effective 6/1/2013)
D - E 1432 -2498 G - H 1564 - 3031
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
B - L 2641 -1259 K - J 2171 - 956
L - K 2171 - 926 J - H 2642 -1289
Loading
Truss passed check for 20 psf additional bottom
Maximum Web Forces Per Ply (Ibs)
chord live load in areas with 42"-high x 24"-wide
Webs Tens.Comp. Webs Tens. Comp.
clearance.
L - D 572 - 256 K - F 470 - 224
Wind
D - K 470 - 224 F - J 573 - 256
Wind loads based on MWFRS with additional C&C glltaattto ro�tas'�
member design. rryp
• f �`P /
`g t
1
08 1
w
w • a
• w w
• i<
• AT d • m
b y g
;W
COA A owai\°'
funmil
(9/11/2020
**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
Component Safety Information, by TPI
BCSI (Building
an a SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
Tr id Locations
attached cellin shown for permanent lateral restraint of webs shall have bracin Installed per BCSI sections
as applicabWe. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
B3, B7 or B10,
Defer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW BuildinccL Components Group Inc. shall not be responsible for any deviation from this drawing,any failure
to build the ANn CCMPAW
truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e.. 2400 Lake Orange Dr.
listing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The s i'Mablllty 9
this for is the the Designer Suite 150
and use of r7�awing any structure responsibility of Building per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333978
Ply: 1
SEQN: 6971
/ T12 / HIPS
Cusl: R8975 JRef: 1WXQ89750108
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0
Qty: 2
FROM: RWM
DrwNo: 224.20.1548.12539
Truss Label: A6
KM / DF 08/11/2020
5'9"4 11' 19, 2TW
32'10"12 38'8"
5'9"4 5'2„12 8' 8'8"
5'2"12 5'9"4 it
5X5 = 5X5 Z 5X5
D E T3
F
12
6 �2X4 W
C
2X4
o
G
`2
n W3
f
h
(o
B
Fi
7-3
I
4X6(A2) L K
= 5X5 = 5X8
J
= 5X5 = 4X6(A2)
38'8"
1' 10' i 9'4" 9'4"
10,
7 10, 19'4" T 28'8„
�1'�
38,8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.236 E 999 360
B 1625 / 701 / 918 / - / 263 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.597 E 999 240
H 1625 / 701 / 918 / - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.074 J - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: CMean Height: 15.00 ft HORZ(TL): 0.131 J - -
B Min Brg Width Req = 1.9
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0
TCDL: 4.2 psf
H Min Brg Width Req = 1.9
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.808
Bearin s B & H are a ri id surface.
g g
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.832
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.760
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: 17.02.01A.1115.21
Lumber
B - C 1616 -2959 E - F 1654 -2817
C - D 1496 - 2693 F - G 1498 - 2696
Value Set: 13B (Effective 6/1/2013)
D - E 1677 -2846 G - H 1613 -2957
Top chord 2x4 SP #2 N :T3 2x4 SP #1:
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1 /30/2013 by ALSC
B - L 2584 -1314 K - J 2285 -1082
L - K 2278 -1047 J - H 2582 -1341
Loading
Truss passed check for 20 psf additional bottom
Maximum Web Forces Per Ply (Ibs)
chord live load in areas with 42"-high x 24"-wide
Webs Tens.Comp. Webs Tens. Comp.
clearance.
L - D 462 -161 K - F 638 - 359
Wind
D-K 682 -394 F-J 461 -156
Wind loads based on MWFRS with additional C&C �taalattattw
E - K 388 -495
member design.
0 e o
® 0.10
� 8
0 @ d
s
�
s T 0
i
0q,
®6
COA $ N � V
at
08/11/2020
**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
Component Safety
of BCSI (Building
Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a -pro perly
attache. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing insalled per BCSI sections B3, B7 or B10,
as applicab-le. Apply Oates to each face, of truss and position as shown above and on the Joini Details; unless noted otherwise.
f�efer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Buildip/$Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure
truss in
to build the A
conformance with ANSI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover pa e, , 240o Lake Orange Dr.
listing this drawing indicates acceptance of pro) essiona9 engineering responsibility solely for the design shown. The s iiPablllty 9
and use of this drawing,
for any structure is the the building Designer ANSI/TPI 1 Sec.2. Suite 150
responsibility of per
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com: TPI: www.tpinst.org: SBCA: wltvw.sbcindust .corn;
]CC: www.iccsafe.org Orlando FL, 32837
Job Number: N333978
Ply: 1
SEQN: 6972 / T11 / HIPS
Cust: R8975 JRef: 1WXQ89750108
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0
Qly: 2
FROM: RWM
DrwNo: 224.20.1548.13632
Truss Label: A7
SSB / DF 08/11/2020
9'
17' 21'8" 29'8"
18,
9'
8'
9'
;6X6
=5X5 =4X4
=6X6
C
T2 D E T3
F
12
6
T
o
W
(a) (a)
B
W5
0
in
G
A
a3
H
1-1
4X6(A2) = 6X6
= 5X5
= 6X6 = 4X6(A2)
38'8"
10,
9'4" 9'4"
10,
10,
19'4" 28'8"
�1'�
38'6"
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.229 J 999 360
B 1518 / 703 / 900 / - / 222 / 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.625 J 999 240
G 1518 / 703 / 900 / - /- / 8.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.075 1 - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: Ceight: 15.00 ft
Mean H ei
HORZ(TL): 0.140 I - -
B Min Brg Width Req = 1.8
NCBCLL: 10.00 TCDL: psf
Code / Misc Criteria Creep Factor: 2.0
G Min Brg Width Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf
Bldg Code: FBC sth.ed 201 Max TC CSI: 0.906
Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h
TPI Std: 2014 Max BC CSI: 0.854
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft
Rep Factors Used: Yes Max Web CSI: 0.280
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: 17.02.01A.1115.21
Lumber
B - C 1545 - 2622 E - F 1557 - 2395
C - D 1558 - 2395 F - G 1545 - 2621
Value Set: 13B (Effective 6/1/2013)
D - E 1915 -3079
Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N:
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
B - K 2256 -1202 J - 1 3036 -1647
K - J 3034 -1648 1 - G 2256 -1231
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
Maximum Web Forces Per Ply (Ibs)
to be equally spaced. Attach with (2) Bid Box or Gun
Webs Tens.Comp. Webs Tens. Comp.
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
C - K 687 -289 E - I 485 -765
support by erection contractor.
K - D 483 -763 1 - F 688 -290
(a) or scab reinforcement may be used in lieu of CLR
{1t4lSttit198f1tigP�Jt1
restraint. substitute (1) scab for (1) CLR and (2)
2) CLR'S where shown. Scab
inforcement
o be same me size, species, grade, and
80% length Attach 0.128x3"
of web member. with gun
6"
es <p
nails @ oc.
v y
Wind
Wind loads based on MWFRS with additional C&C
a
member design.
. a
°
s �
s
s $
a
WNAL °0
COA`#rl`
x+ casw'
08/11/2020
**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,
Component Safety Information, by TPI SBCA) r
installing and bracing. Refer to and follow the latest edition
of BCSI (Building
and safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSL Unless noted-otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
as applicabgle. Applgy plates to each face, of truss and position
drawings 160A-Z for standard plate positions.
as shown above and on the Joinf Details, unless noted otherwise.
Refer to ��
�LPP �I NN
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN WCGWMY
truss in ANSI
conformance with 1, or for handling, shipping, installation and bracing oftrussesA seal on this drawing or cover page 2400 Lake Orange Dr.
listing this drawingq indicates acceptance of pro) essiona engineering responsibility solely for the design shown. The s iVability
and use of this drawing for is the the Building Designer ANSI/TPI 1 Sec.2. Suite 150
any structure responsibility of per
For more information see this job's general notes page and theseweb sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com;
ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333978
Ply: 1
SEQN: 6973 /
T3 / SPEC
Cust: R8975 JRef: 1WXQ89750108
,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0
Qty: 1
FROM: RDP
DrwNo: 224.20.1548.17484
Truss Label: A8G
JB / WHK 08/11/2020
7' 12'4"
21' 26'1"12
31'8" 38'8"
7' S'4"
8'8" 5112
5'64 7'
%5C5
=4X= 4 SS0712 =4F
= 5X5
12
DT2 E T34 G
6
-
(a) W
:!S
N
P')
B
7
H
=4X6(A2) 61 =8X8
B2 =8X8 1113X6L 4X4
=51=3X6(A1)
21'
5'
12'8"
8'
8'8" 4'4" 4'10"4
4'9"12 8' 1 J
8'
16'8" 21' 25'10"4
30'8" 38'8"
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF). Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.087 N 999 360
B 1671 / 816 / - / - / - / 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.249 N 999 240
L 2708 / 1288 / - / - / - / 8.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.021 M - -
K 503 / 223 / - / - / - 18.0
Des Ld: 37.00 EXP: CMean Height: 15.00 ft
HORZ(TL): 0.040 M - -
H 385 / 183 / - / - / - / 8.0
NCBCLL: 10.00 TCDL: 4.2 psf
Code / Misc Criteria Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00 BCDL: 5.0 psf
Bldg Code: FBC 6th ed.201 Max TC CSI: 0.876
B Min Br Width Re 1.5
g q -
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014 Max BC CSI: 0.745
L Min Brg Width Req = 3.8
K Min Brg Width Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.87 ft
Rep Factors Used: Yes Max Web CSI: 0.725
H Min Brg Width Req = 1.5
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Bearings B, L, K, & H are a rigid surface.
GCpi: 0.18
Plate Type(s):
Bearings B, L, K, & H require a seat plate.
Wind Duration: 1.60
WAVE, 18SS VIEW Ver: 17.02.02A.1213.21
Lumber
Special Loads
Members not listed have forces less than 375#
Value Set: 13B (Effective 6/1/2013)
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
Maximum Top Chord Forces Per Ply (Ibs)
Top chord 2x4 SP #2 N :T2, T3 2x4 2.OE:
TC: From 56 plf at -1.00 to 56 plf at 7.00
Chords Tens.Comp. Chords Tens. Comp.
Bot chord 2x4 SP #2 N :81 2x4 SP 2400f-2.OE:
40 f-2.O
TC: From 28 If at 7.00 to 28 If at 21.00
p p
B - C 1485 - 3018 D - E 419 -1034
:132 2x6 SP SS:
TC: From 56 plf at 21.00 to 56 pif at 39.67
C - D 1289 -2801 E - F 641 332
Webs 2x4 SP #3 :W4 2x4 SP #2 N:
BC: From 20 plf at 0.00 to 20 plf at 7.03
BC: From 10 plf at 7.03 to 10 plf at 19.06
Lumber value set "l3B" uses design values
BC: From 20 plf at 19.06 to 20 pif at 38.67
Maximum Bot Chord Forces Per Ply (Ibs)
approved 1/30/2013 by ALSC
TC: 292 lb Conc. Load at 7.03
Chords Tens.Comp. Chords Tens. Comp.
TC: 93 lb Conc. Load at 7.06
Bracing
TC: 171 lb Conc. Load at 9.06,11.06,13.06,15.06
B - N 2627 -1266 L- K 461 -968
(a) 1X4 #3SRB or better continuous lateral restraint
17.06
N - M 2458 -1275 K - J 302 -587
to be equally spaced. Attach with (2) 8d Box or Gun
TC: 174 lb Conc. Load at 19.06
M - L r461 -969
nails(0.113"x2.5",min.). Restraint material to be
BC: 492 lb Conc. Load at 7.03
supplied and attached at both ends to a suitable
BC: 127 lb Conc. Load at 9.06,11.06,13.06,15.06
Maximum Web Forces Per Ply (Ibs)
support by erection contractor.
17.06,19.06
Webs Tens.Comp. Webs Tens. Comp.
(a) or scab reinforcement may be used in lieu of CLRyXttit6ftlfiDiitll�r�jfff
t11z
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
1
•+••
C - N 654 -82 E - L 1311 -2528
N - D 446 -16 E - K 444 -160
reinforcement to be same size, species, grade, and
80% length
�
3 *� •��� �j S �° � '�
°>
D - M 1102 -1840 K - F 373 -668
of web member. Attach with 0.128x3" gun
,• f
M - E 2568 -1134 F - J 807 - 360
nails @ 6" oc.
4. 7.08
Wind
Wind loads and reactions based on MWFRS.
s
a
a +
a
A 0
COa'j
0sn 1/2020
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety
Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown forpermanentlateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face o truss and position
drawings 160A-Z for standard plate positions.
as shown above and on the Joint9Details, unless noted otherwise.
f�efer to ALPINE
Alpine, a division of INN Buildip/$Components Group Inc. shall
truss in
not be responsible for any deviation from this drawing,any failure
to build the A-COMVAW
conformance with ANSIPI1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawingg indicates acceptance of pro essiona engineerm responsibility solely for the design shown. The suiTabdlty
and use of this r7�awing for any is the the Ouilding Designer ANSI/TPI 1 Suite 150
structure responsibility of per Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: wwwAinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333978
Ply: 1
SEQN: 6974 /
T22 / HIPS
Cust: R8975 JRef: 1WXQ89750108
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0
Qty: 1
FROM: RDP
DrwNo: 224.20.1548.12586
Truss Label: A9G
KM ! DF 08/11/2020
7' 17' 26'4"
31'8" 38'8"
7' 10, 9'4"
5'4" 7'
=6X12
U16X8 =8X10 T3
=6X6
12 C T2 D E
F
6 �
T
o
in (a)
Z
r-
B
1 A
G
H
a^3
4X6(A2) B1 1112X4 =5X5 1112X4 =6X8 1115X5J
=5X5=3X6(A1)
26'4"
12'4"
1' 7'112 4'10"4 5' 5'8" 3'8"
5'0'8 7'3"8 1'
7'1"12 + 12' 17, + 228" 264"
314"8 38'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed; 160 mph Pf: NA Ce: NA VERT(LL): 0.147 M 999 360
B 1749 / 804 / - / - / - / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.407 M 999 240
J 4106 / 1847 ! - / - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - -
G 252 / 131 / - / - / - / 8.0
Des Ld: 37.00 EXP: C HORZ(TL): 0.101 K - -
Wind reactions based on MWFRS
NCBCLL: 0.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0
TCDL: 4.2 psf
B Min Brg Width Req = 2.1
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.840
J Min Br Width Re 5.7
g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.980
B Min Brg Width Req = 1.5
Bearings B, J, & G are a rigid surface.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: No Max Web CSI: 0.866
Bearings B, J, & G require a seat plate.
Loc. from endwall: NA FT/RT:20(0)/10(0)
GCpi: 0.18 Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Value Set: 13B (Effective 6/1/2013)
B - C 1490 -3257 C - D 1241 -2997
Top chord 2x4 SP #2 N :T2, T3 2x6 SP SS:
Bot chord 2x4 SP #2 N :B1 2x4 SP #1:
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W6 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1 /30/2013 by ALSC
B - N 2856 -1286 L - K 2796 -1324
N - M 2881 -1290 K - J 786 -1809
Bracing
M - L 2796 -1324 J - 1 786 -1809
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
Maximum Web Forces Per Ply (Ibs)
nails(0.113"x2.5",min.). Restraint material to be
Webs Tens.Comp. Webs Tens. Comp. "
supplied and attached at both ends to a suitable
support by erection contractor.
C - N 617 -100 E - J 1942 - 3935
(a) or scab reinforcement may be used in lieu of CLR 1t4tattitP�trr+ �rrrrrrrrr
D - K 1577 -3128 E - 1 2051 -860
restraint. substitute (1) scab for (1) CLR and (2)
°f•
K - E 2670 -1054 1 - F 365 -477
scabs for (2) CLR'S where shown. Scab t
°Ajppo
reinforcement to be same size, species, grade, and i ma+"m°a, a�Q
80% length of web member. Attach with 0.128x3" gun .1� ��o°� °• �ii� e�
nails @ 6" oc. og
�::
;
ee
r
Loading ar '®
08a
#1 hip supports 7-0-0 jacks with no webs.
e
® °
Wind
Wind loads and reactions based on MWFRS. 0 m
s
a e
GAF®•e•p,®r,•�,0.8'
��,ti
COAjt
08/11/2020
**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
Component Safety Information, by TPI r
BCSI (Building
and SBCA) 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 propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have braciriinstalled per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Defer to ALPINE�
drawings 16OA-Z for s�andard plate positions.
Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure
truss in conformance with ANSI/TPI PI 1, or for handling, shipping, installation bracing this drawing
to build the ANMCOWA-
and of,trussesA seal on or
listing this drawing,indicates acceptance of pro essrona engineering responsibility solely for the design shown.
this drawing for is the Designer ANSI/TPI
cover pa�e . , 2400 Lake Orange Dr.
The sui ablltty Suite 150
and use of any structure the responsibility of Building per 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.t inst.org, SBCA: www.sbcindustry.com; [CC: www.iccsafe.org Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6975 / T13 / SCIS Cust: R8975 JRef: 1WXQ89750108
,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 3 FROM: RWM DrwNo: 224.20.1548.12463
Truss Label: B1 KM / DF 08/11/2020
5' 1 "4 "8" 18,
5,1"4 4'6"12 '�- 8,4" 'l
Loading Criteria (psf)
TC L L: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T2 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Shim all supports to solid bearing.
12'8"
8'
8'
=4X4
D
4'8"
12'8"
5'4"
5'4"
18'
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl U#
Loc R / U / Rw / Rh / RL / W
Pf: NA Ce: NA
VERT(LL): 0.014 C 999 360
B 605 / 313 / 340 / - / 194 / 8.0
Lu: NA Cs: NA
VERT(TL): 0.039 C 999 240
G 466 / 99 / 432 / - / - / 8.0
Snow Duration: NA
HORZ(LL): 0.007 F - -
1 350 / 233 / 227 / - / - / 8.0
HORZ(TL): 0.013 H
Wind reactions based on MWFRS
Code / Misc Criteria
Creep Factor: 2.0
B Min Brg Width Req = 1.5
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.641
G Min Brg Width Req = 1.5
TPI Std: 2014
Max BC CSI: 0.522
1 Min Brg Width Req = 1.5
Rep Factors Used: Yes
Max Web CSI: 0.714
Bearings B, G, & I are a rigid surface.
Bearings B, G, & I require a seat plate.
FT/RT:20(0)/10(0)
Plate Type(s):
Members not listed have forces less than 375#
WAVE
VIEW Ver: 17.02.01A.1115.21
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 913 - 812 D - E 452 - 249
C - D 767 - 582
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - H 686 - 773
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 462 - 304 E - F 559 - 305
D - G 255 - 427
**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 propperly
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have brac'Ing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oftrussand position as shown above and on the Joint -Details, unless noted otherwise. f�efer to
drawings 160A-Z for standard plate positions. ALPINE
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANMCOWAW
truss in conformance with ANSIfLPI 1, or for handlin shipping, installation and bracing of,trussesA seal on this drawing or cover page, . 2400 Lake Orange Dr.
listing this drawing, indicates acceptance of pro esslona engineering responsibility solely for the design shown. The sui ability Suite 150
and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see.this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6976 / T2 / GABL Cust: R8975 JRef: 1WXQ89750108
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 224.20.1548.12462
Truss Label: 132GE KM / OF 08/11/2020
19,4"
3' 6'8"
�— 3-8„ 'f'— 2'
(TYP), =4X4
F
12'8" 6'8„
�' 1 12'8" 19,4,E -I
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWGS A16015ENC101014 & GBLLETIN1014 for
gable wind bracing and other requirements.
Snow Criteria (P9,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl U#
Pf: NA Ce: NA
VERT(LL): 0.012 1 999 360
Lu: NA Cs: NA
VERT(TL): 0.038 1 999 240
Snow Duration: NA
HORZ(LL): 0.008 1 - -
HORZ(TL): 0.012 1
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.396
TPI Std: 2014
Max BC CSI: 0.398
Rep Factors Used: Yes
Max Web CSI: 0.085
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.01A.1115.21
♦ Maximum Reactions (Ibs), or *=PLF
Loc R /U /Rw /Rh /RL /W
B 214 /89 /114 /- /210 /8.0
B* 61 / 19 / 47 / - ! - / 140
L 405 / 260 / 290 / - / - / 8.0
R* 155 / 69 / 108 / - / - / 24.0
M / 114
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
B Min Brg Width Req = -
L Min Brg Width Req = 1.5
R Min Brg Width Req = -
Bearings B, B, L, & J are a rigid surface.
Bearings B, B. L, & J require a seat plate.
Members not listed have forces less than 375#
08/11/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceiling Locations shown foyermanent 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 Joinf Details, unless noted otherwise. kefer to ALPINE
drawings 160A-Z far standard plate positions.
Alpine, a division of ITW Buildin,$c�Components Group,lnc..shall not be responsible for any deviation from this drawing,any failure to build the ANMCOWAW
truss in conformance with ANSI PI 1, or for handlin4, shlppinlq, installation and bracing of,trussesA seal on this drawing or cover pafge, , 2400 Lake Orange Dr.
listing this drawingg indicates acceptance of ro esslona engineering responsibility solely for the design shown. The sui ability
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com_TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6977 / T1 / GABL Cust: R8975 JRef: 1WXQ89750108
,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 224.20.1548.14052
Truss Label: C1GE JB / WHK 08/11/2020
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00 D
Des d::
Mean Height: 15.00 ft
.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 it
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "136" uses design values
approved 1/30/2013 by ALSC
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWGS Al6015ENC101014 & GBLLETIN1014 for
gable wind bracing and other requirements.
+ MEMBER TO BE LATERALLY BRACED FOR
HORIZONTAL WIND LOADS. BRACING SYSTEM
TO BE DESIGNED AND FURNISHED BY OTHERS.
2'2" 1 4'2" 1 6'2" 8'4"
2'2" 2' 2' 12'2"
22
22„
4X4
D
8'4"
2' 2'
4'2" 6'2"
2'2"
8'4"}� 1
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Pf: NA Ce: NA
VERT(LL): 0.003 1 999 360
Lu: NA Cs: NA
VERT(TL): 0.008 1 999 240
Snow Duration: NA
HORZ(LL): 0.001 H - -
HORZ(TL): 0.003 H
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.223
TPI Sid: 2014
Max BC CSI: 0.095
Rep Factors Used: Yes
Max Web CSI: 0.086
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.01A.1115.21
WAVE
♦ Maximum Reactions (lbs), or *=PLF
Loc R /U /Rw /Rh /RL /W
B* 185 / 87 / 135 / - / 59 / 24.0
F* 185 / 87 / 135 / - / - 124.0
Wind reactions based on MWFRS
B Min Brg Width Req = -
F Min Brg Width. Req = -
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
08/11/2020
**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 propperly
attached rig4id ceiling Locations shown for _permanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or 910.
as applicable. Apply, plates to each face. otruss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positrons.
Alpine, a division of ITW Buildin,$cLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANMCOWAW
truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 240o Lake Orange Dr.
listing this drawingg indicates acceptance of ro essiona engineering responsibility solely for the design shown. The sui ability Suite Lake
and use of this drawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2.150
For more information see this job's general notes page and -these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6978 / T6 / VAL Cust: R8975 JRef: 1WXQ89750108
,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 224.20.1548,17203
Truss Label: MV1 JB / WHK 08/11/2020
1112X4
B
1112X4
4'3"9
4'3"9
4'3"9
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF
TOLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA D* 75 / 16 / 52 /- / 12 / 51.6
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA Wind reactions based on MWFRS
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.004 C D Min Brg Width Req = -
Des Ld: 37.00 EXP' C HORZ(TL): 0.007 C Bearing A is a rigid surface.
Mean Height: 15.00 ft
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0
TCDL: 4.2 psf Members not listed have forces less than 375#
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC sth ed.201 Max TC CSI: 0.242
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.204
Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.108
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 VIEW Ver: 17.02.02A.1213.21
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See DWG VAL160101014 for valley details. tasistti6srft8+�r,3#sr
g� r
� �m®swam®sa`p4q*v� f��<ris
M Pw
a
rp� 0
tl
�fa��lo e,tla4•tl,9 ` ��
08/11/2020
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing instailed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oftrussand position as shown above and on the Joint -Details, unless noted otherwise. f7efer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildinggComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the M=COWAW
truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawingg indicates acceptance of roTesslonar engineering responsibility solely for the design shown. The suitability Suite 150
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2:
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinsl.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org -Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6979 / T7 / VAL Cust: R8975 JRef: 1 WXQ89750108
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 224.20.1548.17312
Truss Label: MV2 JB / WHK 08/11/2020
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 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWG VAL160101014 for valley details.
12
6 1112XB
1 2'3"9
2'3"9
2'3"9
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: Ni
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed.201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.000 C
HORZ(TL): 0.001 C
Creep Factor: 2.0
Max TC CSI: 0.047
Max BC CSI: 0.048
Max Web CSI: 0.030
VIEW Ver: 17.02.02A.1213.21
♦ Maximum Reactions (lbs), or *=PLF
Loc R /U /Rw /Rh /RL /W
D* 75 /13 /49 /- /10 /27.6
Wind reactions based on MWFRS
D Min Brg Width Reg = -
Bearing A 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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq insalled per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. f�efer to ALPINE�
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the ANew COMPANY
truss in conformance with ANSI/TPI 1, or for handl% shipping, installation and bracing of trussesA seal on this drawing or cover pa e.. 2400 Lake Orange Dr.
listing this drawingg indicates acceptance of ro essiona engineering responsibility solely for the design shown. The s.I.Pability
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com: TPI: www.tpinst.org; SBCA: www.sbcindustry.com: ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6980 / T5 / VAL Cust: R8975 JRef: 1WXQ89760108
,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 224.20.1548.17532
Truss Label: Vt JB / WHK 08/11/2020
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "l38"
uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWG VAL160101014
for valley details.
1'5"13 1 2111.9
1'5"13 1'5"13
4X4(D1)
12
6 = 4X4
g4X4(D1)
—F A C
N
d7
D
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
WAVE
2' 11 "9 �{
2'11"9
2'11"9
Deft/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.002 999 360
VERT(TL): 0.005 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.001
Creep Factor: 2.0
Max TC CSI: 0.033
Max BC CSI: 0.062
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
08/11/2020
♦ Maximum Reactions (lbs), or *=PLF
Loc R /U /Rw /Rh /RL /W
D* 75 /18 /29 /- /5 /35.6
Wind reactions based on MWFRS
D Min Brg Width Req = -
Bearing A 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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary _
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as appllcal5 e. Apply plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the -Wcow—
truss in conformance with ANSI�PI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pa e, , 2400 Lake Orange Dr.
listing this drawing, indicates acceptance of pro essiona engineering responsibility, solely for the design shown. The suit9ability
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinsl.org; SBCA: www.sbcindustry.com; ICC: wwmiccsafe.org Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6981 / T8 / EJAC Cust: R8975 JRef: 1WXQ89750108
,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 20 FROM: RWM DrwNo: 224.20.1548.14130
Truss Label: EJ7 JB / WHK 08/11/2020
C
12
6
M
O_
V7
M
M
V
B
A
D
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
7
7'
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L!#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.017 D
HORZ(TL): 0.031 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.713
TPI Std: 2014
Max BC CSI: 0.527
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
WAVE
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 331 /117 /259 /- /173 /8.0
D 127 /20 /101 !- /- /1.5
C 171 /133 /91 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
A ;
W
0
m
96� W
f 6N }ti
��+RP1ffiCII •LOP Bq �a®--
COA 0AIAL
� i4ibi�t�+i
O8/11/2020
**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 t TPI an � SBCA) for sa>Pety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless herwise,top have
per noted o chord shall properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face. of truss and position as shown above and on the Details, unless noted otherwise. kefer to
,
drawings 160A-Z for standard plate positions.
ALPINE
�LPPII NN
Alpine, a division of ITW BuildinQ Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI/TPI 1, or for handlin j shipping, installation and bracing of.trussesA seal on this drawing or cover pa�e, ,
listing this drawingg indicates acceptance of pro essiona engineering responsibility'solely for the design shown. The sui ability
this for is Designer ANSI/TPI
AN mYCOMPANY
2400 Lake Orange Dr.
Suite Lake
and use of drawing any structure fhe responsibility of the Building per 1 Sec.2.150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPl www�inst.org; SBCA: www.sbdndustry.com; ICC: www.iccsafe.org
Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6982 / T4 / EJAC Cust: R8975 JRef: 1WXQ89750108
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qly: 1 FROM: RWM Dnallo: 224.20.1548.13772
Truss Label: EJ7A KM / OF 08/11/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "136" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NI
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
7'
7'
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.018 C
HORZ(TL): 0.033 C
Creep Factor: 2.0
Max TC CSI: 0.725
Max BC CSI: 0.533
Max Web CSI: 0.000 .
VIEW Ver: 17.02.01A.1115.21
08/11/2020
B
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
A 270 / 41 / 188 / - / 100 18.0
C 128 /13 /104 /- /- /1.5
B 174 /81 /95 !- /- /1.5
Wind reactions based on MWFRS
A Min Brg Width Req = 1.5
C Min Brg Width Req = -
B Min Brg Width Req = -
Bearing A is a rigid surface.
Bearing A 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 fabricating, handlin shipping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building
,npent Safety Information, by TPI and SBCA) for safety practices prior to performing these functtiions. Installers shall provide temporary
id r1V ceilingnl Locations shown forpermanent lateral restraint of webs shallrhave braclnagthnstalled pert BCSI sections B3V B7 or 910y
icab-le. Apply plates to each face ofptruss and position as shown above and on the Joint -Details, unless noted otherwise. kefer to
3s 160A-Z for standard plate positions.
a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,anv failure to build the
conformance with ANSIl3PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawirSg or cover pafge, .
this drawing indicates acceptance of professlonar engineering responsibility solely for the design shown. The sui ability-
ae of this rawing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2.
L N ALPINE
AN MCOWANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6983 / T21 JACK Cust: R8975 JRef: 1WXQ89750108
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 6 FROM: RDP DrwNo: 224.20.1548.14224
Truss Label: CJ5 KD / WHK 08/11/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
1 4'11"4
4' 11 "4
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf inPSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed.201
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.411
Max BC CSI: 0.254
Max Web CSI: 0.000
VIEW Ver: 17.02.01A.1115.21
08/11/2020
X
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 256 / 95 / 207 / - / 128 / 8.0
D 89 /13 /68 /- /- /1.5
C 118 /92 /61 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Reg = 1.5
D Min Brg Width Req = -
C Min Brg Width 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
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 propperly
attached ri id ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. oftrussand position as shown above and on the Joini-Details, unless noted otherwise. Refer to ALPINE
drawings 16OA-Z for standard plate positrons.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to'build the AN MCOWANY
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page 2400 Lake Orange Dr.
listing this drawing indicates acceptance of ro essiona engineering responsibility solely forthe design shown. The suitability Suite Lake
and use of this drawing,
any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.t inst.org; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Odando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6984 / T20 / JACK Cust: R8975 JRef: 1 WXQ89750108
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 6 FROM: RDP DrwNo: 224.20.1548.17204
Truss Label: CJ3 JB / WHK 08/11/2020
C
t3 co
CV
A
D
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "l313" uses design values
approved 1/3012013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
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,Pfin PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.001 D
HORZ(TL): 0.001 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.206
TPI Std: 2014
Max BC CSI: 0.115
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/l 0(0)
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
WAVE
if
� q� f
s
r° *a
►0 1
♦ Maximum Reactions (lb6)
Loc R /U /Rw /Rh /RL /W
B 185 / 75 / 160 / - / 84 / 8.0
D 50 /6 /41 /- /- /1.5
C 63 150 / 29 / - / - / 1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width 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
Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly
attached ri id ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, _
as applicabgle. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE�
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN nw COMPANY
truss in conformance with ANSIrFPI 1, or for handling, shlppinlq, installation and bracing of,trussesA seal on this drawing or cover page, . 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro) essiona engineering responsibility solely for the design shown. The sui ability Suite Lake
and use of this drawing for any structure is the responsibility of the Building Desigrfer per ANSI/TPI 1 Sec.2.150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org: SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
7
Job Number: N333978 Ply: 1 SEQN: 6985 / T9 / JACK Cust: R8975 JRef: 1WXQ89750108
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 City: 6 FROM: RDP DrwNo: 224.20.1548.13773
Truss Label: CA JB / WHK 08/11/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
4"3
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
12
6 C
B c
0
A r-
D
2X4(A1)
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed.201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
11'A
11"4 I
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.196
Max BC CSI: 0.025
Max Web CSI: 0.000
VIEW Ver: 17.02.01A.1115.21
`a
m
0. 7,08 9
Y e
e �
� v
f
COAL t6ic 78�iWAO.1+9e
08/11/2020
♦ Maximum Reactions_(Ibs)
Loc R /U /Rw /Rh /RL /W
B 143 /79 /148 /- /41 /8.0
D 11 /12 /18 /- /- /1.5
C -15 /32 /27 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width 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
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 propperly
attached ri4id ceiling Locations shown for ermanent lateral restraint of webs shall have braclriInstalled per BCSI sections B3, B7 or 910,
as applicable. Apply Oates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. fiefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildinhgQomponents Group Inc.. shall not be responsible for any deviation from this drawing,apy failure to build the ANMCOWAW
truss in conformance with ANSI 1, or for handlM shipping, installation and bracing of,trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawingg indicates acceptance of ro essiona engineering responsibility solely for the design shown. The suitability Suite 150
and use of this c7�awing for any structure is the responsibility of the Building Desigrfer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustUxom; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6986 / T19 / HIP_ Cust: R8975 JRef: 1WXQ89750108
,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 3 FROM: RWM DrwNo: 224.20.1548.14099
Truss Label: HJ7 TCE / WHK 08/11/2020
5'3"5 9110"1
5'3"5 4'6"11
T
43 1
C
1'5" }
9'2"2
9'2"2
7"14
9110'1
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in Ioc L/defl L/#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.040 F 999 360
B 326 / 154 / - / - / - / 10.6
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.111 F 999 240
E 364 / 84 / - / 0 / 0 / 1.5
BCDL: 10.00 Risk Category: II
Snow Duration: NA
HORZ(LL): 0.010 C - -
D 214 / 177 / - /- /- / 1.5
Des Ld: 37.00 EXP. C
HORZ(TL): 0.018 C
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 0.00 TCDL: 4.psf
Code / Misc Criteria
Creep Factor: 2.0
B Min Br g Width Req = 1.5
Soffit: 0.00 BCDL: 5.0 psf
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.546
E Min Br Width Re
9 q = -
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.416
D Min Brg Width Req = -
Bearing B is a rigid surface.
Spacing: 24.0 " C&C Dist a: 3.00 ft
Rep Factors Used: No
Max Web CSI: 0.260
Bearing B requires seat plate.
Loc. from endwall: NA
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE
VIEW Ver: 17.02.01A.1115.21
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp.
Value Set: 13B (Effective 6/1/2013)
B - C 394 -562
Top chord 2x4 SP #2 N
Bot chord 2x4 SP 2400f-2.0E
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3
Chords Tens.Comp.
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
B - F 531 -358
Loading
Maximum Web Forces Per Ply (Ibs)
Hipjack supports 6-11-8 setback jacks with no webs.
Webs Tens.Comp.
Wind
C - F 394 -583
Wind loads and reactions based on MWFRS.
Provide (3) 0.162"x3.5", min toe -nails at top chord.
Provide (3) 0.162"x3.5", min toe -nails at bottom chord.
��ggtgtfttttrfgfj+,,,_
r+ ..PPPP
P�Pri
4
® p.7Q$ 1
a ,
5 AT 0 �
.4Pa
CO tt77� ®NAIL.
08/11/2020
**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 propperly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
ALPINE
as applicable. Apply plates to each face ofptruss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to �
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildinggComponents Group Inc. shall not be responsible for any deviation from this drawing,apy failure to build the ANMCOWAW
truss in conformance with ANSIITPI 1, or for handling, shippinlq, Installation and bracing of.trussesA seal on this drawing or cover pagqe, , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The su!t"atinity
and use of this pawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 150
For more information see this job's general notes'page and these web sites: ALPINE: www.alpineitw.com; TPI: www.leinst.org: SBCA: www.sbcindust .com; ICC: www.icrsafe.org Orlando FL, 32837
i
s t �
y
y ..
in
Gable Stud Reinforcement Detail
ASCE 7-101 160 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
❑ri 120 mnh Wind Snppd. 15' Mann HPinht. Pnrtlnlly P—In—A_ Fvnncura n IC>+ = inn
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace x
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace Blx
(1) 2x6 'L' Brace x
(2) 2x6 'L' Brace NIN
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 #2
U
S P P
#3
3' 8'
5' 9'
6' 2'
7' 8'
i' 11'
9' 1''
9' 6'
12' 0'
12, 6'
14' 0'
1r U0'
HF
Stud
38'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Q
Standard
3' 8'
4' 11'
S' 3'
6' 7'
7' 1'
1 8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
S P
#2
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0
oj
D L'
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
d
Standard
3' 6'
4' 7'
4' 1. 1'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U_
[-
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
ill 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P r
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
H C
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
QJ
O
lI
Standard
4' 2'
6' 1'
G' 5'
8' 1'
8' B'
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'
G' 5'
6' 10'
B' 6'
9' 1'
10' 6'
10, ill
13' 4'
14' 0'
14' 0'
14' 0'
iC
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, ill
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10, 10'
11' 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
B' 7'
9' 9'
10' 2'
10' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S[-
P r
#3
4' 7'
B' 2'
8' '5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
U
LJ P
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
I�
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'
B' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
B' 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' C'
14' 0'
Standard
4' 7'
6' 6'
1 6' 11'
1 8' 8'
1 9' 3'
1 11' 6'
12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
Diagonal brace options
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 600#
at each end. Max web
total length Is 14'.
Vertical length shown
In table above,
Connect diaaono.l at
AN ITW COI
115141 Earth\ City\ Expressway
\ 1 Suite\ 242
11 Earth% City,\ MO\ 63045
2x6 DF-L #2 or
better diagonal
braces single
or double cut
(as shown) at
upper end.
ymm
About,
T
18' )K
L +:ace
3K)K
r +
L 1
144-1 14l Refer to chart M
"WAMMm READ AND FnLL.IHW ALL MITES EN THIS DRAWNS 3
—DPIRTM41n s FUR14ISH THIS DRAWM M ALL CINTRACT13RS INCLUDM THE INSTALLERSCM
Trusses require extreme core In fabricating, handling, shipping, Instal0ng and bracing. Ref
allow the latest edition of BCSI (Building Component Safety information, by TPI and SBCAB fa ss
.actices prior to performing these functions. Installers shall provide temporary brocl g pe. B
less noted otherwise, top chord shall have properly attached structural sheatHdng and bo
ball have a properly attached rigid ceiling. Locations shown for permanent lateral restrolnt I
.it have brwtlng Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to en
' truss and position as shown above and on the Joint Detnlls, unless noted otherwise.
�fer to drawings 160A-Z for standard plate positions. '
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviatl
is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship,
-talla-tion 4 bracing of trusses.
A seal on this drawing or cover page Listing this drawing, Indicates acceptance of professional
glneering responsibility solely for the design sham The sltahplty and use of this drawng
r any structure Is the responsibility of the Building Designer per AN8I/TPI 1 Seep.
For more Information see this Job's general notes page and these web sites
ALPINEb w_alpineitw,coml TPB w—tpinst.orgl SBCAs www.sbclndustry.orgl I00 wwwlccsafearg
Bracing Group Species and Grades:
Group AI
S ruce-Pine-Fir Hem -Fir
#1 / #2 Standard #2 Stud
#3 Stud #3 IStandordi
Dou las Flr-Larch Southern Plnexxs
#3 #3
Stud Stud
Standard I Standard
Group B:
Hem -Fir
#1 & Btr
#1
Do u to, Fir -Larch Southern Plnewwx
#1 #1
#2 #2
lx4 Braces shall be SRB (Stress -Rated Board),
xxFor lx4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values maybe used with these rndes.
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240,
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0,128'x3.0' min) nulls,
)K For (1) 'L' braces 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 16' end zones and 6' o,c, between zones.
'L' bracing must be a minimum of 807 of web
member length.
Gable Vertical Plate Sizes
it Is
lilt"
1A Ilidipt
Vertical Len th
No S lice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11' 6'
3X4
Greater than It, 6'
4X4
+ Refer to common truss design for
peak, splice, and heel plates.
�w r
Refer to the Building Designer for condltlons
ax abl ve tie le~~ th. not addressed by this detail.
0' REF ASCE7-10—GAB16015
DATE 10/01/14
(0) ®® ,�i DRWG A16015ENC101014
4 oe�
`weed"",1���� MAX, TOT, LD, 60 PSF
r� 161 /11/2020
MAX, SPACING 24,0"
'T'
Reinforcing
Member
Gable
Truss
Gable Detail
For Let -in Vertirnls
Gable Truss Plate
ppropriate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
rb, and heel plates,
vertical plates overlap, use a
Ae that covers the total area of
Lapped plates to span the web.
ei 2*2X4
2X8
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nalls-
IOd Common (0,148'x 3,',min) Nails at 4' o.c. plus
(4) nails In the top and bottom chords.
Toenalled Nalls,
10d Common (0.148'x3',min) Toenails at 4' o.c. plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014o A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 Gable Detail Drawings
A11515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014,
A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014,
A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014,
A18030ENC101014, A20030ENC101014, A20030END101014, A2003OPED101014
S11515ENC100815, S12015ENC100815, S14015ENC100815, S16015ENC100815,
S18015ENC100815, S20015ENC100815, S20015END1008 - �,�T'' 5,
S11530ENC100815, S12030ENC100815, S14030EENC a 003�q�iwC1100
S18030ENC100815, S20030ENC100815, S20030 00 �D1
See appropriate Alpine gable detail for maxie�'grj2g
'T' Relnforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -mall - Or - End -mall
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) = 30% = 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
-VARN G" READ AND FULLUV ALL. MWS ON TNIS DRAVM 2 a U. C Ulu I REF' LET -IN VERT
w>•DI MTANT� FURNISH THIS DRAWING TO ALL CMTRACTBRS MCLUBING THE INSTa1JMSSti: a
Trusses require extreme care In fabricating, handling, shipping, installing y nd bracing. Ref "t*n s DATE 10/O1/14
follow the latest edition of BCSI (Building Component Safety Information, b TPI and SECA) fo stet •
practices prior to performing these functions. Installers shall provide temporary bracing pe HCSL 9
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cho o
.° shall have a properly attached rigid caging. Locations shown for permanent lateral restraint f s s AT e DRWG GBLLETIN1014
/'I fl �1� I"� shall have bracing Installed per HCSI sections B3, H7 or BIO, as applicable. Apply plates tan
e
!!//u/-ILIA IILII____ IILILJrI III�F_--, of truss and position ns shown above and on the Joint Details, unless noted otherwise..
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devintlo ' r °moo ssi° ''YY
AN CofTWMPANY this drawing, any fnRure to build the truss N conformance rich ANSI/TPI 1, or for handling, shlppin �eo1jp°b�` MAX, TOT, LD, 60 PSF
Installation & bracing of trusses
A seal on this drawing or cover page listing this drawing, 4xlcates acceptance of professloral
\\13723\Riverpan\Drive � mg reels tit+ywof � �� sutra per ANSo �i i ara.rg �+�F�t� 4p ', ti041 /I1/2020 IDUR. F'AC, ANY
\ \ Suite\ 200 ►w"
\\ Maryland\ Heights,\ M0163043 For more Information see this Job's general notes page and these web sites,
ALPINEi www.nlpineitw.coni TPli www.tpinstorgl SEM rww.sbcindustry.orgi ICG vwlccsnfe.org MAX, SPACING 24,0'
M
Valley Detail - ASCE 7-101 160 mph, 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 7-10 160 mph,
30'
Mean
Height, Enclosed
Building, Exp, C, Wind
TC
DL=5
psf, Kzt = 1,00
Or
ASCE 7-10 140 mph,
30'
Mean
Height, Enclosed
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 ITW BCG Wave Plates,
Unless specified otherwise on
engineer's sealed design, for vertical
valley webs taller
than 7-9'
apply 2x4 'T'
reinforcement, 80% 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.
Aww 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'.
4X4
3X4
12 wit Valle
12 Max. Spacing
2X4
2X4 X4
Pitched Cut
I 8-0-0 max NJ Bottom Chord
Square Cut
Bottom Chord
Stubbed Valley
End Detail
Optional Hip
Joint Detail
Valley
4X,q�4
1-1- \
Toe -nailed
**
Valle y
/ I I I
,IL
I I I I I f1— .,,.
1 11.--I.-..-1
X4 Q-X G�g,
_ n —.w intlyl
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
■wVARM G— READ AND FOLLOV ALL MITES ON TMS DRAVBua
w11011"Q(TANT" FURMSH THIS DRAVMG TO ALL CONTRACTORS INCLUDING THE INSTALLER
Trusses require extreme care In fabricating, handling, shipping, Instalung and bracing. Re — �$
follow the latest edition of HCSI (Building Component- Safety Information, by TPI and S.
3S
practices prior to performing these functions. Installers shall provide temporary bracing B
Unless noted otherwise, top chord shall have properly attached structural she, and b toi
shall have n properly attached rigid ceiling. Locations shown for permanent lateral restrain of
shall have bracing Installed per SCSI sections 33, B7 or B10, as applicable. Apply plates to e�N
of truss and position as shown above and on the Joint Details, unless noted otherwise.
PI Refer to drawings 16CA-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatl
ILthis drawing, any failure to buftd the truss In conformance with ANSI/TPI 1, or for handling, shipi
AN ITW COMPANY Installation & bracing of trusses.
A seal on this drawing or cover page listing this drawing, hwkates acceptance of professional
115141 Earth\ City\ Expressway engineering responsibility solely for the design sham The suitability and use of this drawing
11 Suitel 242 for any structure Is the responsibility of the BuAdUg Designer per ANSI/TPI 1 Sec2.
1 \ Earth% City,\ MO\ 63045 For more Information see this Job's general notes page and these web sitesi
ALPINEr www.alpineitw.coml TPD www.tpinst.orgi SHCAi waw.sbclndustry.orgi ICC, wwwlccsafe.org
t 0 v-
i e
aenanw
Ilf
on Tf usses Partial Framing
xt 24' O.C. Plan
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 DET
DATE 10/01/2014
DRWG VAL160101014
55
/1 1/2020 DUR,FAC.1.25/1.33 1.15 1.1'
SPACING 24,0'
y
Gable Stud Reinforcement Detail
ASCE 7-10: 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or, 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
❑rl 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
❑rl 140 mnh Wind Snppd. 15' Ill— Hpinh+. Pnr+roily Fnrinapd_ r—rc„ro n ilo+ = 1 nn
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace w
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace AN
(1) 2x6 'L' Brace w
(2) 2x6 'L' Brace *
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
p
#1 / #2
3' 6'
6' 0'
6' 3'
7' 1'
7' 4'
8' 5'
8' 9'
Il' 1'
11' 7'
13' 3'
13' 9'
S I P
#3
3' 4'
5' 1'
5' 5'
6' 9'
7' 3'
8' 4'
8' 8'
10' 7'
11' 4'
13' 1'
13' 7'
U
P
Stud
3' 4'
5' 0'
5' 4'
6' 9'
7' 2'
8' 4'
8' B'
10' 6'
11' 3'
13, 1'
13' 7'
Q
Standard
3' 4'
4' 4'
4' 7'
5' 9'
6' 2'
7' 10'
8' 5'
9' 1'
9' 8'
12' 4'
13' 2'
n%
#1
3' 8'
6' 1'
6' 4'
7' 2'
7' 5'
8' 6'
8' 10'
11' 3'
11' 8'
13' 4'
13' 11'
J
S P
#2
3' 6'
5' 9'
6' 2'
7' 1'
7' 4'
8' 5'
8' 9'
11' l'
11' 7'
13, 3'
13, 9'
#3
3' 5'
4' 7'
4' 10'
6' 1'
6' 6'
8' 2'
8' 9'
9' 6'
10, 2'
12, 11'
13' 8'
1
D P
Stud
3' 5'
4' 7'
4' 10'
6' 1'
6' 6'
8' 2'
8' 9'
9' 6'
10, 2'
12, 11'
13' 8'
d
Standard
3' 1'
4' 0'
4' 3'
5' 4'
5' 9'
7' 3'
7' 9'
8' 5'
9' 0'
11' 5'
12' 3'
U
#1 / #2
4' 0'
6' 10'
7' 2'
8' 1'
8' 5'
9' 8'
10' 1'
12' 9'
13' 3'
14' 0'
14' 0'
_P
_
S P P
#3
3' 10,
6' 2'
7' 2'
1 8' 0'
8' 4'
9' 7'
9' 11'
1 12' 7'
13' 1'
14' 0'
14' 0'
U
u
12' 7'
13, 1'
14' 0'
14' 0'
QJ
O
I�
Standard
3' 10'
5' 4'
5' 8'
7' V
7' 7'
9' 7'
9' 11'
11' 1'
11, 11'
14' 0'
14' 0'
#1
4' 3'
7' 0'
7' 3'
8' 3'
8' 6'
9' 9'
10' 2'
12' 11'
13' 5'
14' 0'
14' 0'
S P
#2
4' 0'
6' 10'
7' 2'
8' 1'
8' 5'
9' 8'
10, 1'
12' 9'
13' 3'
14' 0'
14' 0'
#3
3' 11'
5' 7'
5' 11'
7' 5'
7' 11'
9' 7'
10, 0'
11' 8'
12' 6'
14' 0'
14' 0'
Cu
°
D F L
Stud
3' 11'
5' 7'
5' 11'
7' 5'
7' 11'
9' 7'
10, 0'
11' 8'
1 12' 6'
14' 0'
14' 0'
Standard
3' 9'
4' 11'
5' 3'
6' 7'
7' 0'
8' ill
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1 / #2
4' 5'
7' 7'
7' 10'
8' 11'
9' 3'
9' 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
Sr
P r
#3
4' 3'
7' 2'
7' 7'
8' 10'
9' 2'
10' 6'
10, 11'
13' 10'
14' 0'
14' 0'
14' 0'
lD
U
I I C
Stud
4' 3'
7' 1'
7' 7'
8' 10'
9' 2'
10, 6'
10, 11'
13' 10'
14' 0'
14' 0'
14' 0'
O
I l r
Standard
4' 3'
6' 2'
6' 6'
8' 2'
8' 9'
10' 6'
10, 11'
12' 10'
13' 9'
14' 0'
14' 0'
X
#1
4' 8'
7' 8'
7' 11'
9' 0'
9' 5'
10, 9'
11' 2'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 5'
7' 7'
7' 10'
8' 11'
9' 3'
10' 8'
11' 1'
14' V
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 7'
9' 12'
10' 7'
11' 0'
13' 5'
14' 0'
14' 0'
14' 0'
.--f
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 7'
1 9' 12'
10' 7'
11' 0'
13' 5'
14' 0'
14' 0'
14' 0'
Standard
4' 3'
5' 8'
6' 1'
7' 7'
1 8' 1'
10' 3'
10' 11'
1 11' 11'
12' 9'
14' 0'
14' 0'
Bracing Group Species and Grades)
Group AI
S ruce-Plne-Flr Hem -Fir
#I / #2 Standnrd #2 Stud
#3 Stud1 #3 IStand.rdl
Dou ins Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Standard
Group BI
Hem -Fir
#1 & Btr
#1
Dou Ins Flr-Lurch Southern Plnewww
#1 #1
#2 #2
1x4 Braces shall be SRB (Stress -Rated Board),
wwFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values may be used with these grades.
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 100 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
A♦;outj� Attach 'L' braces with 10d <0.128'x3.0' min) nails,
able Truss )K For (1) 'L' brace, space nulls at 2' o,c,
In 18' end zones and 4' o.c, between zones.
Diagonal brace options )K)KFor (2) 'L' braces- space nails at 3' o.c.
vertical length may be T In 18' end zones and 6' o.c. between zones,
doubled when diagonal 18' )K 'L' bracing must be a minimum of 807 of web
brace Is used. Connect L I member length,
dingonnl brace for 775# 'L' }I
at each end. Max web Brace Gable Vertical Plate Sizes
total length Is 14', )K)K Vertical Length No S lice
2x6 DF-L #2 or I Less than 4' 0' 2X3
better diagonal r tl Greater than 4' 0', but 4X4
g brace) single 8, 11111tl I Iftilt less than 10' 0'
Vertical Length shown 9 )K t
In table above. or double cut r
45• <as shown) at J_ ` + Refer to common truss design for
upper end. p8° ° peak, splice, and heel plates.
o g en :.; Refer to the Building Designer for conditions
Connect diagonal at T s° c le�� not addressed by this detail.
midpoint of vertical web. Refer to chart boveafor ax abl ye tl th.
wwVARND1Gia !LEAD AND FULLOV ALL NITTES IN THIS DRAV]ONG : 0. REF ASCE7-10-GAB18015
"DIPO2TANT— FURNISHW TNIS BRAVING TO ALL CTRACTDRS INCLUDM THE INSTALLER
Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing. Ref ` n j t
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s t)° s DATE 10/01/14
practices prior to performing these functions. Installers shall provide temporary bracing pe BCSI. q
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cho AI l DRWG A18015ENC101014
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f as
shall have bracing Installed per BCSI sections 113, B7 or BIO, as applicable. Apply plates to ends i [, _ .14,.14,w®
of truss and position as shown above and on the Joint Details, unless noted other se. .'•.r a g�J
Al'PI Refer to drawings 160A-Z for standard plate positions.c w 4��
Alpine, a division of ITV Bullding Components Group Inshall not he responsible for any devintio - r ewww , mmm
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin _'}� MAX, TOT, i_D, 60 PSF
AN ITW COMPANY Instnllntlon 6 bracing of trusses. ue //
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professiora1 / d 0lit, 14
115141 Earlh\ City\Expressway erglneering responsibility solely for the design shown. The suitability and use of this drnwtrg 4fk +'b /11/2020
11 Suile1242 for my structure Is the responsiAlty of the Building Designer per ANSI/1PI I Sect. 64tN
11 Eadhl City.\ M01 63045 For more Information see this Job's general notes page and these web sites,MAX, SPACING 24,0°
ALPINE, www.alptneitw.coml TPD www.tpinst,orgl SBCAi w—sbcIndustry.crgl ICG wwwlccsafe,org
'T
Relnfo
Memk
Go
Tr
Gable Detail
Fnr I Pt -in \/Prl-lrn I cz
Le Truss Plate Sizes
opropriate Alpine gable detall for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
to that covers the total area of
.apped plates to span the web,
„ 21
r2X2X8
vrovi(Ie connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nailsi
10d Common (0.148'x 3,',min) Nalls at 4' o,c, plus
(4) nalls In the top and bottom chords.
Toenalled Nails,
10d Common (0.148'x3',min) Toenalls 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 Detall Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENCI00118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015END10011 4�81 d
S11530ENC100118, S12030ENC100118, S14030ENC 30� 1001,g1�,gfJ''/¢
S18030ENC100118, S20030ENC100118, 520030E OL ®bn 4��daDaO(�Li
See appropriate Alpine gable detail for maxi' eWgr � t dq ,
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -null - Or - End -nail
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member,
eb Length Increase w/ "T" Brace
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
"VARHWW.. READ AND FDLLOV ALL NaTES w THIS DRAVM a 0, f V0 t REF LET -IN VERT
enDPMTANTo FIhWISH THIS DRAVING TO ALL CONUZACTDRS INCLUDING THE DiSTALLERSC •
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refje.
�� n�, s
fall.. the latest edition of BCSI (Builtling Component Safety Information, by TPI and SB= fr*"% DATE O1/02/2018
practices prior to performing these functions. Installers shall provide tempowry bracing pLSL • �unless noted otherwise, top chord shall have properly attnded structural sheathing and bn cho"DRWG GBLLETIN0118
shall have a properly attached rigid cefting. Locations shown for permanent lateral restrolf s
o shall have bracing Installed per BCSI sections B3, B7 or Big, as applicable. Apply plates to ent'"� t*I�'
of truss and posltlon as shown above and on the Joint Detalls, unless noted otherwise,
e"'
I Refer to drawings 160A-Z for standard plate positions. o@® 1 q
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation r ®qar •*�
this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shlpPle�p .,n•re•na' MAX, T❑T, LD, 60 PSF
AN ITW COMPANY installatlon & bracing of trusses. c�,�v'
11514\Earth\City\Expressway engineering resp y sdrawing soolelycover
far tlwe design �m TThe, suitabAity aacncd�usse�of ttise of �dra.tig l °° �1 �"�,Y ��11/2020
11Suite\242 For any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2.
sr'1?k DUR, FAC, ANY
\\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, MAX, SPACING 24,�w
ALPINE, v..alpineltw.conl TPI, www.tphstorgl SBCA, wvsbcindustry.orgl ICC, w.wlccsafe..rg
Y s r 4
VALLEY FRAMING & BRACING DETAIL
e
RI
BC
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, overiap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
.Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
:e the crippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gored between rows.
;TYp)
innection Requirement Notes
2x6 rafters to ridge
A 16d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(**) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
4 16d 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
OCKING NOTES _ ^ V_ 13. Collar beam to rafter 416d toe -nails
8r BL CRIPPLE, BRACING, NOTE:16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10,-0" Ion
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edgge
of c2ple with 10d 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length.
Cripp es over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress
graded lumber & box or common nails.
Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
Installed into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples If cripples fall between
lower truss top chords and lateral bracing is not used.
-Apply all nailing in accordance to current NDS requirements.
Nails are common wire nails unless noted otherwise.-..Motimmuowr.__
..VARND" READ NO FILLUV ALL WMS ON TM3 DRAVDCt
-OFURTAHTo FU MSH THIS BRAVING TU ALL CUHIRMTEIRS DCUMD4 THE D=ALLFRS.=
Trusses regal a+trene con In fabricating, handling, sWppkV, InstatUng and bnckg Refmtr
fdlo. the latest edition of BCSI (BrAdhg Conponent Safety Wornatlon, by TPI .rd SBW fo=.0
practices prior to performing these functions. Installers shag provide tenporary bracing peC S
Wes. noted oth -else, top chord shall have property attached al—tu al sheathing and bo1 sh&attached have a property attadd Hold cetkq. Locations shown for perv+mxnt lateral nstralntgf
shall have and
p- hstas per BCSI and on B3, B7 r Blg, os pptk.We. Apply pt.tesprow. to enQr
a 0 III\ I IIL�L-� of truss and posttlon as sho.n above and m the Jdni Detolls, unless noted otherwise.
u Refer to d—wi gs 16GA-2 for standard plate posttlons.
Npi-, a dMsion of ITV B.A Mg Components Croup Inc shag not be respon.Me forany devintl
/1N RWCOMPANY Ws droving, any falure to blAld the truss In conformance etth ANSI/TPI 1, or fr hardUng, sNpl
Installation C bradng of trusses.
A seat on thks dm ing r cover page UstkV 1hW d^aekrg. kdcates acceptance of professbrol
erp4merirp ere n4/Jty .oWy for the designcen. ztThe srtt.Mty and use of ttis d-.*V
13389 Lakefront Drive far .fry sic b: dr resp—AA ty of tin US Design per AHSVTPI 1 S.c2
Each City, h10 63046 For more klfornatlon se. tNs Jobs general notes page and these eeb sites
ALPM m 1pkrlte.canl TPL eee.tpkhst.orgi SIiCJv eoe.sbdndustryargi = m.htsafearg
H. A
N�x•�,�G�NS
No.70861
• A
STATE OF :a
••'
•
•• � O R IOP•• a�co
�S'•/OIv nl� ��Ga�
(A) I(B) (•*',
TC
LL
20
30
40
54
TC
DL
10
20
7
7
BC
DL
0
0
0
0
BC
LL
0
0
0
0
TOT.
LD.30
50
47
61
DUR. FAC. 1.25/1.15
SPACING SEE ABOVE
REF VALLEY FRAMING
DATE 10/01/14
DRWG VACNVI801015