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HomeMy WebLinkAboutTrussE
m
I
m
39'-8'
12'-4' 10'-0'
17'-4'
IIV 0' Id 4'-4' le 21'-4'
39'-8'
TIaS IS A TRUSS PIA�]OIT PLAN US DDO® M AID DI TIE D4Al1ATID1 � TRUSSES OATOEQ�L TiXSS DA,IVDULS AIDI ARaDIFSDRNS SUPEISE� TIDE �]IT.
ESTE , UN PLAN lE t>. R"^"" TAL= Mrl DCSDAID PAPA ATOM Ell LA DSfALAQdN >E TUaaFs LDS DDU= T ARQ¢IE MWAS DE MM"E ifA >E VOW(ME aA SIPERIN ESTE IDLUFM6
ILL
f1.T rum OAMM
AIL R� OPLL IE PA71F70 1ai11a mTi IIIl11Tal m RV✓D
O IOe Nf OI Y.TM TA VEMW �If 6 Mi O17S \Q
aa® UAL IR li Mmlm tATIOIT m6, 1M711iA AITiOVAL IfT
wEAf✓•a VAL7 NRf t A' MTFL7 dim la Gi1f M 1AM47
swrw 00 006 MR 101fa ME At7l� IOI M
AT 1'MOM WaRCI� Q YQ�, pC
�� K M TM6i DA TMa¢R mD IOST ¢ M{IILL ARO AI
pM M =n= Ma: a M O= ID w a ta110Q
,OEM
taaoaa, ¢ vIDA ,O 113
"no IAi fJMT OAI AA91i AtfAi Opp , OAVO T
Ma13 s u a mm".1
mot M M.TM IID T,T®m a OIDdIDmIID ¢ OIA
¢ Ac mtm cN ANIMA = MTOfAQlI FW A WI AMM
710Rt l/IS FM= a mcw=fra w" = 7> am ARAN➢NFDR
TAtM uzvm a1,T OIdH Al,A7fm AVID lw a ltaaM2 T 19
8Y -M O i //La 0 a,Alp� GGA At w
xaAT: KiJ@SW -
�p pRe�a ¢ � OI OMWW 1 O ffalcrOO v
Calm a, UrN r OI 0V® mm ¢ OC lID Twaffi ¢
DC Rel.,w
IMM VAIM lM MmAO.6
w a
A4
A2
T
a
N
REFW PNX
b
CONNEMIX
I
r =X-.W
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
PLUMB
SHINGLE ROOF
tA -i dlu .L JlrLd-t,�O^
l
-10
Total Truss Quantity = 75
�abeled End Mark
General Notes
b MUM m iti ap
2) t=q= fob 4W HLM Ott aU..r.
8) nabla9 M 24' 0.0 udAlA otlrdw
4) PM Trust Pm Whb 8L9-61 1tA71
pMtnanI X-baft *&M be OwW at a
tmds.m t MIV 1.1 8L aoa 1d Spin. In
be npofad at a ,nmSttan of 2V bbwa wadi
druchm
MA ..ra el gelfor any maxard heft
ROOF LOADING SCHEDUCE
TCLL�CD� 7O PSF
BC�DWL 10 PSF
TOTAL 37 PSF
DURATION m 1.25 %
WIND SPD/TYPC-- 160
ENCLOSED
BLDG EXPOSURE - C
USAGE -RESIDENTIAL CAT H
WIND IMPORTANCE FACTOR=1
UPLIFTS BASED ON= 9.2 pSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Truss member dcsipa S<connectorplstes
— d.i�gnaeed for ASCE 7-14 ood marzimom
fomcs CM both componcns and cladding,
and main wind force misting systems.
• Tbcse trusses ban beenresi«ved tocazryan
additional NOR psfaonconcumvt bottom chord We
lord
FLOOR LOADING SCHEDU
TCLL PSF
TCDL PSF
BCDL = PSF
TOTAL = PSF
ROOF DffiC20D FOE
SHINGLE
AIL REALMONS AND DPIUT9
AM SHOWN ON ENGRaMRING
WALL. KEY
® 0
a
s
s
e
CARPENTER
CONTRACTORS
OF AMERICA
39W AVENUE G. H. V.
VINTER HAVEN FLOSNIDA 336M
PHIBE,f800) 959-BM
FAX, (863) 294-2408
BUILDER D.R. HORT'ON STATEWIDE
PROJECT 8
MOD /CAU/4EBB i
occ ODEL/ALT
.F/ 02
umRwT110aOatun
432 TFM= COi28 i- BLOCK
DESIGNER
PAGE
1
TIE
93117
&334504R
1 4 "=1'
ENGINEERING PAL KAGE
Builder:
Project:
Model/Building:
Lot Alt:
dot: E 2
Address:
JobNumber: N334504..
Revision Date:
Block: � Unit:
New Load #: R101
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ALPINE
March 13,-20.1 9 AN rrW*CO'MPAW'
Mr. Bob Michaelis
C 6hter'COn'tractor"s of Am6ndkihc-
'MP Avenue. G, Northwest
-
Winter Wiverv-FL 33.880-6201
Re: AlternatiV6 installations. for a single ply carried truss with a width less than the hanger width, and.
wood. .b . I . 6bki gtapchi.ev6fd.1J design load"val'UL:i,fci.rfoce-mo.Uht6d.*hanger.attachment ,"
ona one ply
.supporting girder.. (Reference detail WA3U2)..
Pear Bob,.
For a.single ply carried truss with a width less than the hanger. width you da,n.. install;a. prefabricated jack
scab truss. r) for wood. filler bl6ckingi. The chord . sizes; -c . h rdgrqdes, and -Alpir2b:;c6hne'!bt6r plate(s) to.
e.' will have -a. minimum
be-th - same the sing! 1 'r&fab'd**
e. py came truss. The prefabricated truss (ty:W
length. of Ol'-prid yv4l.have -a. minimum pitdh.:of 5/12, The single plycardi3d."' hall have ;.a: reaction of .
3 500# or le "t less. Attach prefabricate Jack:tcabjruss. i h two 2) fogs of 0.1 28"x3.W' GUn Nails a't'2"
0 C_ per rows Ca xe*Fi "I Please refer to th' Simpson 8fronq_--At� LI -C _,(§L,. _pure T�p:q qq C
2 . 01:9-.ppge 216. Figure for more information.
Figure-1
Fora single ply`gltder'that requires wood blocking to,adhi .0. e v :IU I design load value for face -mounted
hangers :attach 'one wood block to ,the back face of the. s'irigle:ply girder with the same size. and
grade .a-s*the bottom, chbrd.. Of the single ply girder. The: ood: block length to. be such that.the**wood
blocking extends to e6ql aOj,#entpan6lpoi.hts.(W6bsand
bottom'. chord intersections:: Attach wood
No(*(`)'with *o.-(2) rows. -of OA 28n_ x3.0" Gun Nails at.'O0..d.. per ;.ro
w, staggered 3.0" applied to, the
67.50Forum Drive Suite 305, briando. FL. 32821 - (80 621-9706 :4 2*2*-786'85
-www.alpineitwcom
ALPINE
single ply -girder face, With an ad.ditio-nal (20) 0,128'x3,0' Gun Nails a� -each pan
el point applied to'the,
for
page -'-''=r--'-----'--'----
-.... ............. ......... _____-_______... ..... ............ ... __-_________ ___-__..... ... ......... ... ......... ... ,-___--____-----'--......... .............
.�-_-� -
The aprAcatiori of Jack oca�tn��r\w sf�doM xm ��ood to.; full.
design koad'VabJefor ' must 6«tha
Ail ' edgie
$Kdmhd distances, a,hd tpaeing for all naU connections' must be i6ntƒ�� of
'Wood-
If\cenbeofanyfurther ifynuhov��n�� ' n�*o '
Chief Engineer -
Alpine -an ITW Company
Or'lando, FL
8750*F6rUm�Dhve. Fl.32821' -.9790-(853)422-8685
V0mM�a�m�mxco��
April 261-:2019'
Mr. Bob Michafe'li's
Carpenter Contractors -of.America, Inc.
3900 Avenue 0 Northwest
Winter Hav6n, FL 33880,620 1
Dear. Bob,.
Re' Strongback bridging: 6h fbbftrusset.
I understand there is some concern over our fecoMmendatii6ns f6r.strondback bridging on roof trusses:
'Strongback bridginguirementof the
- for roof trusses is not.a -requirement of :AN Sl-�Tp! 2014 nor i a requirement
BUilding Component -Safety Information (BCSI�,:.5,uf bridgih'
g66 roof trusses is
,q�ooft of, Stfohg44cl� ift.h eriv. - - - o �y_ Carpenter , (�40* _e4_..theJ llqwin
functions:.'
One, bridging aligps the bottom -chords after they are- set -so. the are uniform along the ceiling
' , 1'.. .:. _ .. . r .—y .
line and ceding serviceability
Twoj budging reduces relative deflection of. adjacent Trusses::
d o
Str,qngba.ckbrid g'inj.doe* s: riot: pr6Vent or reduce overall individual deflection, especially any y roof trussesr
'
.. .. ....... ........ .....deflecting more. than 110 inc . ....... ............ .... ....
� �
SirongOaqX bridging in roof.trussesdoes not serve as.temporary.oe. perrnan . 6ntbracing and Is not
or design loads, -between
.intended to . dl§tribuio trusses. Consequently, no design loads have`
.been accounted for With this. detail and continuous !§trohig'back should 'not be . -attached between
common ;and girder ',trusses.. The. use :of strongbacK bridging' shall not. `interfere With other, design
considerations as specified :by the Ehg1h6er'of Record or the Building: Designer.
The outer ends ofthe strorig bar bridging shall I be* *aftg hed.10 a(wall or anothersecure end. restraint; -of
ek. c.
a.sspecified'.bW the Engineer 6fRecord 'or.th&Building..D6sjdhdr.
Strofigback- bridging shall be -a. minimum of 2X6 nominal lumber. oriented with the depth vertical. Attach
with 16d -common nails MAWx3.5") nails at:. each intersecting member. When. 'extending the wl ...- :common. 4 .. . - nails . � :.. .: . .. the'.
bridging overlap by at, aminimum of two trusses. The 16catioa of the: §trongback. bridging
maybe: specified .by theTruss Manufacturer, Ehgihe&r of , Record, or Building Des' 1grjdr., Please ref6ri.:to
BCS! "Strongbacking'ProvWons'' or to ..Pin'.'S'A' TROR-1.81311-014 detail for more. information. The. graphgraphice: .
,§hoWh -(FidUr'e-.. 1) isfbrgehiorld 111.ustrativ6p.drobse only.
6750 Forum Drive:S uite 305, QrlMdo, FL 3282 1; - (800) 521-9790:.- (863) 422"8685
,Virom_:a V ine ft. .�com-
4
ALPINE.
i--
Figurel.,
If Lcan bb of any further assistance: or 'if you have: any ciu6stions, please; give. me a call.
V—
Willi6iti.A.Keck O.'P. STATE
Phief'Ep
Alpirie an ITW-Company
Enginqering'Department
-Odari.do-, FI.3282
6760 Forum Drive Suite.W5, OdMft FL 3282*1 - (800). 521-9.790 - (8153).4224685
W",blphaitwcom
STRONGBACK :BRIDGING RECOMMENDATIONS
i
BUTT STRONGBACK
All scab -.on blocks shall: be: cx. mIn1mum,1&4.
BRIDGING TOGETHER
'stress graded lumber:;.'
P-ALL strpngback bridging and bracing shd(t
minlfmUm RX.6 '.stress' grade:.
pp.-. Ine p.U. f ..
purpose of strondback- to.
ATTACH SCAR W .3TH'10d:BDVGUN
to'Q: d sharing b 'in v
6twee6 individual trusses,:
W ''V Zx (0,128N3.0f). WA.4S IW�g ROWS''AT
D.C.
. ;. . . .. . .
UltIng In an �tr� I rolt hicrOas,e- In, the
resj e.Increase
,SCAB
NOTE, 1N LIEU OF; SPLICING. AS: SHOWN,
"sTRONGBAdk.--9RII)QNG
the. floor syst-erri; 2x6
LAP MENDERS -
FOR -:AT LEAST ONE-TRUS!9:,SPACING
strongback. bridging, p6kItIoh6cI. a!�� ii�hib.' in
STRONGBACK, * BRIDGING 'SPLICE DETAIL
cletalts, Is recommended at 10' =01" .oc
NDTEi N'italts J. and 2. :are 'the pi,pf.erred attachment MLi-thodS.
terms 'bridging' and 'bracing' :qtre. sometimes
ATTACH STRONGBACK TO
W:0EB.14Wa/f
mistakenlyused.'-Int*erchangeably."Trad1ho' I's. 'an
3(3l)) WdNACIOSHON
. 'DR
impqr,.ta.n*tstructura-t reoulremen tof :any floor
NAILS
or roofsystem. Referto�ikLTruss.b.qEdghWx1WX
Droing MD)f.or the,,brQCInb rkcjult"6ment - s f6r
each IndIVICIQ t truss component, 'BrId'gI
particularly 'strongIbatk.:';bridging' :Is a:
rec6rqmL-hcIc�tJoh- for- a:truss, system to. help
con -trot vilbir-atiot)." in: addition - -to -aldIng In the:
distribution of point toads between adjacent
:truss, -str.f�ac k Ior I ong dqInq servesto reduce
STRONGBACK BRIDGING. ATTACHMENT ALTE'1ZWATIVES
AN tTWMMPAW
13713Rivi*A"a
800 200
marilww malgftl mo 83043
:NG.,
,ITS
rd
WO
13 0*h)
14 m�W
a PdIft,
Dounce or resl,cpal vlbi ot1ohl.resultIng, Prom
09 point loqx&j :such as footstep
Th-e performance of a.tl floorsyg`tems -are.
enhanced 'by. the. installation of str6tig.6adk
bridging and therefore :is strongly recommended
by Alpine.
1 For additional Infophati6h i,�ejgqr�dlhg. -stro
1�rlqlglnq, refe�, to %sl Gu'RaIng, Component
SaSafetyInformation).
M
LC PSF REF
T&I)L
Nb. t861. , S.. PSF DATE
C" L PSF- IIRWI
A
L ,PSF
STATE14F,� 1 g D, PSF
. C *
X
ivs:l&
Q
3,
va
:77:
_. .. ..-.w....:..;.;..-..,:'.lI •. ... . e .. :.�Tti.,....�..a:.q...-y.«-,�, _ — rii•...:q+:euu+u:::.:,�al:e+:urm..alvittl:uuwu+uw �✓r�.:•�i�:...}+•+
V
pol
yh P. ..na macy. ql -0
-,�Ill 40
ki. T
•
YN, "A.
oml . �.-.SfWs. -Vko .,0, J'
I Eta
IV , 0.0 22 Via 0.'.QV.
*GM-8 . TAO& St.
.10 . i-Is "s-assh4cimi'l N.6� DO
Cracked or Brok&n Member-1 Repair Detall
c Load Duration = 0%
This drawing s eclfles repairs for a truss with broken chord i Member forces may be Increased for Duration of Load
r l
or web member,
This design Is valid only for singgle ply trusses with 2x4 or
US broken members. No more than one break per chord panel
and no more than two breaks per truss are allowed,
Contact the truss manufacturer for any repairs that do not
comply with this detail,
(B) = Damaged area, 12' max length of damaged section
(L) = Minimum halting distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member. Applyy one scab per face.
Minimum side member lengths) = (2)(L) + (B)
Scab member length (S) must be within the broken panel,
Nall Into 2x4 members using two (2) rows at 4' o.c., rows stagggenedi
Nall Into 2x6 members using three (3) rows at 4' o,c„ rows Amggered.
Nail using 10d box or gun nails (0,12SN3', min) Into each side member"
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade 91 and MSR grade 1650f.
This repair detail may be used far broken connector plate at {
mid -panel splices. T
Thls repair detail may not be used for damaged chord or web
sections occurring within the connector plate area. ;.
Broken chord may not support any tie -In loads, j
is
L L
�Typlcal ~
+ O -F O -I' O +O
O + O + O + O +
S2'
tagger
= Back Face 10d Box (0.128'bb x 31, min) Nails,
= Front Face 2x6 Member
- Triplee Row Staggered
Nail Soacinc i Detail
Maximum Member Axial Force
Members
Size
L
SPF-C
HF
DF-L
SYP
Web Only '
2x4
12'
620#
635#
730#
B004
Web Only !
2x4
18'
9750
1055#
1295#
14150
Web or Chord
2x4
24s
975#
10554t
1495#
1745#
Web or Cord
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 an Chord
2x6.
.43954
4500#
52254
5725#
Web or Chord
2x4
3460#
3540#
4070#
44454
Web or Chord
2x6
5165#
5280#
6095#
6660#-
• Hlninun
L Dktonee
8
L
S
' L
Hhlnun
L Dlsiance l
L
i
i
IUNnun 1 L
L Dletonee
L
xwWWIN(Hou READ AND rULLW ALL NOTES ON TNIS:MVINCI
arA MTANT%x M HSH THIS DRAVM TU ALL CONTRACTORS IN iglh l TW INSTALLERS.
REF MEMBER REPAIR
DATE 10/Ol/14
Trusses require fwtrrnr care in fobrleatlnW hurdling. shippYw Initaulno and bracing Refer to and
/allow the, latest r*U n of AM ouNdhp Component Safety Information, by TH and SSCA) for safety
pMetkes prior io performIng those funrilons. Instottors shall provide tanpororyy �hraeha per 30SL
UMrs,e noted ot)wrflea, top chord shop have properly attached structural shot and bottom chord
DRWG REPCHRD1014
�„
ALP �
shall have a properly atischrd td cribI�,, Lemtlons Shawn for pernonent lateral restraint of Webs
shall have brae)�p Installed par SCSI Etc ifons )s, 17 or 330. as appUcablr. Apply plates to each fare
of truss and positlen as shown above and on the dolnt llsta¢s, unass notedd,DA"rVIse,
Refer to drawings 11140Z ►ar standird plot. pasltlanS,
' AN TTW MANY
Alpha, a dNlslon of ITV nam eonponrnts Dro Inc, shaU not be respanalble forerry davlatlon from
tWs ��rarinp, any foRurf is tstythe truss M con ornencr with ANSI/TPI 1, or for handl�p, shlppYq,
•pprroeMp trusses. `.
MatoI amon 1. of
A Sea1•on ilNs draitnp x cover pipe 14t)np iNs drovkV. W"11es acceptance of pr toxatond
.r,pl,rer4,o r apmelblµy solely far iffy des Shorn. Tina suitabllty argil use of iNs drawing
far any structve Is is rrspansbANy of ihr IMU" Dssgnar per ANSIRPI I Sect.
.
SPACING 24.0' MAX
13390 LaJlehoPl011va
EadhcRy,MOB3045
rem man Infornatkn srr this Jabs gnarai notes ppoppe ar4 'than web sites"
ALPINC, Srr.N neltr,eanl TPb wrrtpinat,ohpl SSCA wwrsbelndustryerpe ICG rvvJeawfe,ar8
i,
It 1
r.
[ICMGA.�
ReAnni rpmpnf sr
TRVOS-
TRUSa6 UNDER VALLEY -FRAMING
VALLRA MiP..OR RIDGE
I tTL)'ajid 26 pof (.TD) Maio.
rav:rstahtnj f rdrk tho. V41 oys br-sloopom .r
crlpote locatlops are
I.Fetment Noter.
4 l6a'tdi4i9lbi'
42,6dto&nsjls
*16duwtolli
(14) A l6d.fate-nalls
lbWhg.
516dtoe-trails
;pers.
426dtM431A
4'16d td&ftHA
lbss
3 -200 td&.rAUs,ea.ch slaeper.A truss
ldck
4 lBd toe-ngh
4 Irid-tOik-Atits
AI-nails.-Wa-nel . Is.
4'16d,toa-jWl$
4-16dlo04rbil5
4-16.0 loeAfOb
4 l6d'tot-nalls.
IMM&N
NAILIt
- 1'101— -11�' , I * I - '(10, W) -* - � 0*
OLL33M— - I I .. . \X* ' 9d' RU
At- MMI ak, z -1. T - L� .30 46 54
y Tc DL- It zo 7 '? DA7'9 10/0114 •
Sc tl 0 .0 0 0 DR W.G VMVIWIOIS
S
.8TXM: 00
qk4o* r 0 .0 0. 0
Rxfit W �,X;rcj�- 3ML,hda-d jA�t. P.
Nr
tf G_Ljo. p,,_ 11ju at. bi k�tp. •dz !r6T. LD.30 5 b 47 81
or t6r
al+f ralie."a 10
44
-cin
. rL
rr,* 6
WAN, 0 WAA.
tF V!WN4wwr
B:OVE
Face -Mount Hangers - I -Joists, Glulam and SCL
._.........._.........................................._._...._.._...--- - E
These products are avabble with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
i
C
F
hc
IUS2.56/16
21/2 x 16 MIU2.56/16
U314
HU316/HUC316
21h x 20. 1 MIU2.56/20
to2b
e
29/6 x 91/4
to 26
3x91h
MIU3.�2/9
HU210 2f:HUC21D 2' '
3 x 117/a
--"
MIU3.12/11
HU7l2-2_/HttC212-2"'
- `iw
io nr an`rui,n�-nc-+tiri
o Stiff
- Regd
W
H _.
BI
I;Face
• -
25/a
16
2
Min.
(14) 0.148 x 3
Max.
(16) 0.148 x 3
• -
2%
157/16
21/2
-
(24) 0.162 x 3%
• ✓
29/6
101/2
2
-
(16) 0.162 x 31/2"
• ✓
29/6
141/a
21/2
-
(20) 0.162 x 31/2
160
( )
1o0
"( ; )
115
( ):
nuu�-�
(125)"
rruor
(100)
a uuw
(11,5)
rsum
(125}`
,
-
70
1,660
1,805
1,805
1,425
11555
1,555
-
70
1,805
1,805
1,805
' 555I
1,555
1,555
0.148 x 11/2
230
3,455
3,920
4,045
2,970
3,370
3,480
0.148 x 11h"
970
1,945
2,205
2,375
11675
11895
21045
0.148 x 11/2
1,515
2,975
3,360
3,610
2,565
2,895
3,110
IBC,
0.1 48x ;
1'h
234 '
3.745
4,045;�
4 045.3220
3,484
3,480;
Lq
• -I
29/i6
197/g
1 21/2
-
1 (28) 0.162 x 31/2
1 (2) 0.148 x 11/2
1 230
4,030
4,060
4,060
13,46513,495
3,495
• ✓
29hg
193j6
21h
- .
(28) 0162<x 3'/z'
(2) 0.148 x 1'/z „
230
4,030
4 060'
4 060
�f,
3 465
3,495
f
3,495
29/6' wide joists use the same hangers as 21h" wide joists and have the same bads.
• =
31/6
, ; 9146
21/z
-'
(16) 0.162-01A
(2) 0.148 x 11/2
'230
2;305
2,615'
2 820
(;1;980,j
2,245
2,425
• ✓,
3?%al�
8'146=
21/2
Max.
(18) 0.162"x M"'
'(10) 0;148x 3
-t7•:5
�2,680.
3,020
3,25012'305
2,605
2,800,
IBC,
-1
131A
111A
21/2
-
(20) 0.162 x 31/2
(2) 0.148 x 11/2
230
2,880
3,135
13,135
12,475
j 2,695
2,695
FL,
-1
131A
2;820t3180
3,425
LA
HUC3 25/16
3?%z'
3,870
4;365;
4 695.3330
�.3,755
4,040
31/s.glulam.'H000210'2
SDS'',: ; ''
•
314
9:``
3
=
(12j..',%a'` X 2Yz" 5DS"
.(6)"'Id`x:2'h'.'SbS
3'.5
1,:=15
1.?1.,'
4,115
3 600
3:r3il
�:3,7,1+J
FL
HGUS3.25I1D .." :,
3l40.162
x 3'/z;;
: (16) 0.162 x 31/2f
,4,095
9,100
9,100,
9.100
7,825.
7,825
7,825',
IBC,
'HGUS3.25I12
3'/4
1051a'
4;
- ,
,(56);0.162 x 31h•
(20) 0.162x 31h =5,040
9;400
9;400
9,400
`8085
i 8,085
8,085=
FL
LGU3.25-SDS, = •
•
- :
31/4
°$ td 30
4,1%z
(16)1la" X 211i SDS
(12)'la' X 2'h"SDS:
5,555
6;720
7;37)
7;37 0
4 840
f i;2E 5
5,2e5
HHUS46
-
3%
51/a
3
-
(14) 0.162 x 31/2
(6) 0.162 x 31/2
1,320
12,785
13,155
13,405
2,3951
2,715
2,930
31/2 x 5'/a
HGUS46
-
3%
47/6
4
-
(20) 0.162 x 31/2
(8) 0.162 x 31h
2,155
4,360
1 4,885
5,230
3,75014,200
14,5001
HUS48, - _ ..
' ''
�,�
3 /6
" 61g+6
2
-
(6) 0;162 X 3'/�
(616.162 x`31/z
[',320
T595'
1,815
1,960
1365]1,555;1,680
IUS3.56/9.5
-
3%
91/2
1 2
1 -
(10) 0.148 x 3
-
70
11,185
11,345
1,455
11,020
11,160
1,250
MIU3.56/9
-
N%
813/6
21/2
-
(16) 0.162 x 31/2
(2) 0.148 x 11/2
210
2,305
2,615
2,820
1,980
12,245
2,425
U410
•
✓
39/6
83/a
2
-
(14) 0.162 x 31/z
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
11,965
2,120
HUS410
•
-
39/6
815/6
2
-
(8) 0.162 x 3'/z
(8) 0.162 x 31h
2,990
2,125
2,420
2,615
1,820
2,070
2,240
HHUS410
-
35/a
9
3
-
(30) 0.162 x 31h
(10) 0.162 x 31/23,565
5,635
6,380
6,445
4,845
5,486
5,545
31h x 91/z
HU410/HUC410
• •
• ✓
39/6
8%
21h
-
1 (36) 0.162 x 31/2
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
6,415
6,415
G,415
HUC0410-SDS
-
3%
1 9
3
-
1(1(4L6)(0.12" x 21/2" SDS
(6) 1/4" x 21/2" SDS
2,265
4,500
4:500
4:500
3,240
3,240
3,240
HGUS410
-
35/a
I 9'/6
4
-
62 x 1/2
(16) 0.162 x 3'/z
4,095
9,100
9,100
9,100
i 7,825
7,825
7,825
IBC,
LGU3.63-SDS
•
-
3%
8 to 30
41h
-
(16)1/4" x 21/2" SDS
1(24)
(12)1/4" x 2'/z" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
MGU3.63-SDS
-
35/a
91/4 to 30
4'/2
-
114" x 21/2" SDS
(16)1/4" x 21h" SDS
7,260
9,450
9,450
9,450)
6,805
16,805
6,805
HHUS41
HUS412
3Yz x 11 la HU412 /
`.H00047
HGUS41
LGU3 6(
inariaQ
ii®il
MOCINME
MOOMMIC
oiling
NEMENEM
61
46
See footnotes on p.150.
THA/THAC
Adjustable Truss Hangers
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating. -
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
Install top and face nails according to the table. Top nails shall
not be within'/4" from the edge of the top -flange members. For
the THA29; nails -used for -joist -attachment must=be driven at arr-
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
entirey 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 lace nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
3s/e" (except THA413) and larger, with no load reduction —
order THAC hanger:
Codes: See p.12 for Code Reference Key Chart
13/4' for
THAc422
for
122-2
126.2
THAC422
Face nails Top nails
per table per table
typical
for THA422-2
THA426-2
THA418
2� l `I a
..S
a
r c
hw 2't�
THA29
Double 4x2- 2 face nails
Use full table value (total)
Single 4x2-�. 4 top nails
See (total)
nailer table
� y
>' 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
Double- Dome Double -Shear
Nailing
Shear Nailing Side View
Nailing Side View; (Available on
Do not
Top View bend tab some models)
'4-1' 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
I ypl.al a"e V
Top Flange Installation
:er to
Mote 5
p.187
86
Simpson Strong -Tie° Wood Construction Connectors
M
Adjustable Truss Hangers (cont.)
a These products are available with additional corrosion protection. For more information, see p.15.
0
A
IV
THA29
18 1 s/e
91146
51/e
11/z
—
(2) 0.148 x 3
(6) 0.148 x 3
1 (4) 0.148 x 3
525
1,750
1,7501
1,750
450
11,330
11,330
1,330
27/6
—
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2,610
2.610
2,610
450
11985
1,985
1,985
THA21I
l8 Islas
t3'A.
(4)Q.148x3
`:(2)0:148 c"3
(4)'0:48x11h
r
14a3'
1;460.
1;fi60,
1 I
.1,-1t
;i,iin „
THA218
18 15/a
173/s
51/z
2
(4) 0148 x 3
(2) 0.148 x 3
(4) 0.148 x 11/z
1 460
1 60
1,460
11 r10
i 10
1,110
THR218 2
=16 .31/a:
171Y1s
"`•8 ,'
2
;"
(4) 4162 x 3'l�
(2) 6162 x'311z
777777777
(6}-0148 x 3
e
Ln
1,ufla
i s 15-
1,9�� `t
:. 9G
1,51
,, 1,o°I ;,,
IBC,
FL,
THA222-2
16 31/s
223/1s
8
2
—
(4) 0.162 x 31/z
(2) 0.162 x 31/z
(6) 0.148 x 3
1,960
1,995
1,995
—
1:490
1,515
1,515
LA
THA4 f3
1$ 3sJa
13s/s
4,'/z-'
2' ,
` — ,
,(4) {f 148 x 3
9 (2) 0.148 X 3
(4) 0:148 x 3
1, 0
1
1,530
1 6a
11r35
" 1,165
THA418
16 3%
171/z
77/a
2
—
(4) 0.162 x 31h
(2) 0.162 X 31/z
(6) 0.148 x 3
—
1,960
1,995
—
1:490
11515
1,015
THA422" ;'16'R
3s/a,
22
77%
2"
—
(4)0162x31h
(2)0.162.X31h
"(6}'0;148x3
THA426
14 3s/a
26
77/s
2
—
(4) 0.162 x 31/z
(4) 0.162 x 31/z
(6) 0.162 x 31h
—
2,435
J3,330
2,435
—
2,095
2,095
2,095THA4222'
4 Zla,2nA7
93%4:
2
=
(4)0:(62X311z
(4)0.162x;31h
(6)0.62x31h"'
3330
3330'
— :2,865
2,865:
.2,865 "'
FL
THA426-2
14 71/a
261/s
['93/4
2
—
(4) 0.162 x 31h
(4) 0.162 x 31/z
(6)0 __ .162 x 31/z
—
3,330
3,330
3,330
—
2,865
2,8651
2,865
THA29
18
1 s/a
911/s
51/e
1
911/s
1
(16) 0.148 x 3
1 (4) 0.148 x 3
525
2,265
2,265
2,265
450 1
1950
1950
1950
Tt A213
18
14
13346
5)/z'
13 s
- `
04) 0148x 3
,A 0.148 x"3
''8
14
,2,340
; i50
3r
:. t6u
:2Oif7
.21.0
THA218
18
1 %
17%
51/z
—
173A6
—
(18)0.148X3
(4)0.148x3
855
2,450
2,450
2,450
735
2105
2105
2105
THA218-2-,
16
'3%
17114
, 8 '
" — ""
.14%
(22 }0.162 x,31/2
R 0.1624 31h
:7,855
3,310
3,310,
. 3,°10
1,595:
2;v�Ls
2:
2,8w
�,84`f3 .':
IBC,
THA222-2
16
31/8
223/s
8
—
141/6
—
(22) 0.162 x 31/z
(6) 0.162 x 31h
1,855
3;310
3,310
3,310
1,595
2,845
2,845
2,845
FL
LA
THA413 "
. {$
3s/a
113�s
41%z"'
33/a
(14) 0.148 x 3•
(4)'0;14$x 3
" 81 r
r> 04 ;
?,340
2,450
r35
"; bC,
2 011
2;105'
THA418
16
3s/a
171/z
77A
—
141/s
—
(22) 0.162 x,31/z
(6) 0.162 x 31/z
1,8551
3;310
3,310
3,310
1595
2.845
2,845
2,845
THA426 14 3% 26 1 77/a — 161/s — (30) 0.162 x 31h (6) 0.162 x 31/z 1,855 4,415 4,480 4,480 11,59513,79513,8551 3,855
THA422 2" 4 71/4; 2211/s 93/a ` 163/s (30) Q.1'62 01/z (6) 0162 x`31h '1t 855 5'170 5;520 5 520 ' 1 595 4,445 4,745 " 4,745` FL
THA426-2 14 7% 261/s 93/4 — 18 1 (38) 0:162 x 31/z (6) 0.162 x 31h 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers
2G��IEEREO
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 -opacity HGUS hangers, feature
innovative double she r nailing that distributes the load through
two points on each joist Nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or 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.
• Ndf designed for welded or Waiter 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
Dome Double -Shear
Nailing Side View
(Available on
some models)
t'Ae for 4,,
O D
H
�W_/ B
LUS28
HH'
,
if, 5tr©nge
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
r.7
r
T
19
,A
LUS/M US/H US/H H US/HGUS
Face -Mount Joist Hangers-(cont.)-
--1
OU0
Single 2k Sizes
These products are available with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p.21.
Many of these products are approved for installation
f€ with Strong-DriveO SD Connector screws.
See pp. 335-337 for more information.
L,
65
,i
045
"
725
825.
•;.495>
565
770'US2
. LUS26
1,165
865
990
1,070
1,355
1,165
935
1,070
1,150
1,475
865
635
725
' 785
1,000
IBC, FL,
MU526,
77yv7
Egg:1A84`'.
5C7,a.;
°1,445
';.1,560
"'1 ,30•.
"1 Iii:,"
is "'
955 ",
I090,...
11$0
5 ;
LA
HUS26
1,320
2,735
3,095
3,235
37235
1,320
2,960
37280,
3:280
3,280
1,150
2,350
2.660
2:780
2,780
H6US2 .__
._26f
-4,34f)
4,85D',
„&J70, '
5,390
'; �7
'',•4,690`
. �,220A,
. � 390.
";5;390
7,36
3,225 ""
1;610 ,
, 3 $7€j
;3;985,:
IBC, FL
LUS28
1,165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1465
1,730
865
810
925
1,000
1 1,270
I IUS2$'
f�
; �s73(
1,975 _
>2,325
2,255
', � 20
1,875,
2,135 °°,
: ,255 ,
5 _
< 1,)50
1,270 `'
1,455
" 1,57
§ i
IBC, A L,
HUS28
1,760
4,095
4,095
4,095
4 095
1,760
4,095
1095
4.095
4,005
1,4180
3,520
3,520
3,520
3,520
IiUS2$
of5ti?
7,275"`
7,275
7,275„1g65
_,,,�,i�c
7, 7
7,275,
7;2751,1,2
.3,820
3915,
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,
.,5 a
', 535
5,S95
5,730
83u
=u tt
".2'2�
2, _
„2,4u
,5
;ii2 o
LA
HGIJS210
2,090
0:10G
9,100
, 0
�I,100
2,090
9J00
9. 00
9,1010
9:100
i,5 :5
6,343
6,730
6,730
6,73:;
IBC, FL
1. For dimensions and fastener information, see table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp. 98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45,
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square 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
opmIly angle
Top View HHUS Hanger
Skewed Right
hoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
94
Simpson Strong -Tie® Wood Construction Connectors
SS.
z
z
a
0
0
U
H
Z.
z
0
cc
z
0
CO
CO
rn
0
N
0
0
N
ti
0
A
-These productsareavailable with For stainless Many of these products are approved for installation - --- - -
additional corrosion protection. steel fasteners, t with Strong -Drive® SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
Double 2x Sizes
HHUS26-2 14-516 114 135A6, 5% 1 3 1 (14) 0.162 x 3'/z (6) 0.162 x 3'/z 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655
HGUS26 2 4afs 12 35/is 57/s 4 (20) 0.162 x 3'/z (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795
IBC, FL,
LA
LUS210-2 1 06 18 3'/a 9 2 1 (8) 0.162 x 3'/z 1 (6) 0.162 x 3'/z 1 1,445 11,83012,075 12,245 12,830 1;245 11,5751 1,785 11,9K2,435
HHUS210-2 83/a 14 35/e 87/a 3 (30) 0.162 x 3'/z (10) 0.162 x 3'/z 3:550 15,7051 6,435 6,485 6;485 3,33 4,905 5,340 5;060 5,190
HGUS210.2 89/16 12 Taii6 9346 4 1 (46) 0.162 x 3'/z (16) 0.162 x 31h 14,095 19,100 19,100 19,100 19,100 3,520 17,460 17,825 .7,825 17,825
Triple 2x Sizes
NUU6ZO 3� 46�''¢, I& 4,3Y6 �12 fh (Lli}U 4LX3i2 (6)m113 %312 il��� 43VV,, 9�r3AU 3,1fSi- a,oJZ) I,iSJJ^ 3,13U•, a17U,�r4,9i{;3 `�'c/� IBC, FL,
CiGUS28 3 6'3fs" 12 4'Shs 7?1< 4{36) Q' I62 x 3'!z {12) 0.162'x 3'!z 3;235 7460,ro 7460 7460 7,460 2,780 6,415 6415 6,41 6,415< LA
."HHUS210-3 83/a 14 4"/,, 87/a 3 (30) 0.162 x 3'h (10) 0.162 x 3'/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL
HGUS210-3 189A. 12 415A6 9'/4 4 (46) 0.162 x 3'/z (16) 0.162 x 3'h 4,095 9,100 9,100 9,100 9,100 3,520 17,825 17,825 7,825 7,825
LA
Quadruple 2x Sizes
nuuaca' , arz . 1L ' 0 6 1 (LUJu 70L3C 12-,P),U.10ex3rz" 41 Z)0 ft)04v, �' i,uou'D,4,-,P, o,w IBC, FL,
HGUS28-4 7'/4 12 1 6a/,6 73/i6 4 (36) 0.162 x 31h (12) 0.162 x 3'h 3,235 7,460 7,460 7,460, 7,460 2,780 6,415 6,415 6,415 6,415 LA
HHUS210-4 83/,, 14 6'/a 87/a 3 (30) 0.162 x 31h (10) 0.162 x 3'/z 3,405 5,630 6,375 6,485 16,485 12,930 14,840 5,485 15,575 15,575 1 FL
4x Sizes
IBC, FL,
LA
IBC, FL
LUS48
4% 18
3'/`16
63/4
2
1 (6) 0.162 x 3'/z 1
(4) 0.162 x 3'/z
1 06,3
1,315 11,490 11,610
12,030.1
910 11,130
11,280
11,385
11,745
1 IBC, FL,
HUS48
6'/8 14
31A6
7
2
(6) 0.162 x 31h
(6) 0.162 x 3'h
1,320
1,580 1,790
1,930
2,415
1:135
1,360
1,540
1,660
2,075
LA
HHUS48
61h 14
35/a
7'/s
3
(22) 0.162 x 3'%z
(8) 0.162 x 3'h
1;760
4,265 4,810
5,155
5,980
',55
3,670
4,135
4,435
5,145
HGUS48
06 12
35/a
7'1A6
4
(36) 0.162 x 3'/z
(12) 0.162 x 3'h
3,235
7,460 7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
HGUS412 I 107A6 1 12 3% 103'i64 1 (56) 0.162 x 3'/z (20) 0.162 x 3'/z 15,695 9:045, 19,045 9;046 1 91045 1 4:900 17,780 1 1,780 1 ?780 1 7,780
HGUS414 1 11`3is 1 12 1 35/a 123i6 4 1 (66) 0.162 x 3'h (22) 0.162 x 3'/z 5,695 10,125 10,125 10,125 10,125 4,900 1 8,190 1 8,190 1 8,190 1 8,190
Double 4x Sizes
IBC, FL,
LA
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 loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSUTPI 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.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 2'/z" nails in the header
and 0.162" x Th" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Simpson Strong -Tie° Wood Construction Connectors
SIMPSON
14 911
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/a". Minimum and maximum.
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/2" max. to allow for'greater construction
tolerances (maximum gap.for standard allowable loads
is A" per ASTM D1761 and D7147). See technical
bulletin T C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
i Finish: Galvanized
Installation:
v
• Use all specified fasteners; see General Notes
G• Can be installed filling round holes only, or filling
V round and triangle holes for maximum values €
w See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
Ml for additional uplift capacity
G1
_.. ►� - -Options: -.....
�. • HTU may be skewed up to 671/20. See Hanger
Options on pp. 98-99 for allowable loads.
q' • See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong=Drivel SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
f Many of these products are approved for installation with Strong-Drivea
SD Connector screws. See pp. 335-337 for more information.
Typical HTU26
Minimum Nailing
Installation
HTU26
'z:'78' riY i gap'between end of
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
2x Sizes
Alternate Installation -
HTU28 Installed on
2x6 Carving Member
(HTU210 similar)
HTU28 (Min.)
_ _
37/a
15/s
_ _
71/ts 31/2
ati r w.. _ �, • « n ,
(26) 0.162 x 31/2 (14) 0.148 x 11h
yv, �, T� .
1,235 3,820
+ b_
3,895 3,895
3,895 1,060
.2,865
2,920
2,920
2,920
IBC,
7L,
HTU28 (Max.)
71/4
.15/s
71/As 31/2
(26) 0.162 x 31/2 (26) 0.148 x 11/2
2,020 3,820
4,315 4,6:i5
5,435 1,735
3,285
3,710W�55:�,LA
HTU2`ltf5Js
9?ia 3�12
'(32).f1162X31%z, (74j0148X,ijlz✓
3330x;30
s1 €I14v
"1;14522
3"ls_
3"h(32) 01625, d , of 1
Double 2x Sizes
H UZ6 2 (Min:j
HTlt26 2 (Mal(:) M
37Ja °'
51Jz` '
3 tis„
,"33/,�
---,5?hs
ES s
31Jz
31/2;
¢{20} 0 , ,, X 31h,
,(24) 0162 3t 31h
.. {j4} 0148 z
<„(20} 0148 S(,3
1,s15,., 2,94Qro
.2,775 ,940 :
i , I ,� ., ",3,91p , ; 3D5
''. 32 ' t 0 !; 1,$7(1
1 £i50
2 530
2;090 "
�;
,255 : 2,465"'
="-3 08.0 3;855.-
HTU28-2 (Min.)
37/e
3s
71/s
31/2
(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 1 3,235
IBC,
HTU28-2 (Max.) I
71/a
35/is
7Ys
31/2
(26) 0.162 x 31/2
(26) 0.148 x 3
3,485 3,820
4,315 4,655 5:82u 2,995
3,285 �1 u ,
; 33 1 t
a W; w laW.LA
FL,
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/s" and 1/2", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tien Connector Selector9 software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
96 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
SIMPSON
HTU
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.
1
IVIGInUCi'...
;` JYIGUJUGI
tIOVj" l
I
;JIUV),"
411Jj
r\>IGJJ
t10U1
„SIVV)
VIVV);
k'I iJJ:'.
�.GJJ
kw-)
1,
HTU26 (Min.)
37A
(2) 2x4
(10) 0.162 x 31/2
(14) 0.148 x 11/z
925
1,470
1,660
1,790
1,875
795
1,265
1,430
1,540
1,615
HTU26 (Max.)
51/2
(2) 2x4
(10) 0.162 x 31/2
(20) 0.148 x 11/z
1,2<90
1,470
1060
1,790
2,220
1065
1,265
1,430
1,540
1,910
IBC,
HTU8$ Max.)
T1/4
'` (2)`2x6
(20)'0.162 X 31h
(2%0.148,x 1/2'
i,970 _
;:2 940"
3La
3fl .
3;905
1;695
,'2,530
2„'i55)
:'i080
3,360
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)
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between Ma" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVrPI 1-2014. Simpson Strong -Tie® Connector Selector" software
includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
$0
L
O
V
d
C
C
O
0
W
N
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 W
version and specify flange to conceal. .
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 'A" x 23l4" 75ten 2
screws (Model 1 fN2-2; 234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or E N/P sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-252341) 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".
• Aftematively, drill the 3/16'-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
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 Ms are available. They include a
3/16" drill bit and hex -head driver bit (Model TTNT01-RC);
a She" x 41/2" drill bit is also available (Model MD1318412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/e" is required as shown in Figure 1 for full uplift load.
• V%Ihere no uplift load is required, a minimum end distance
of 11/2" is Permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HU0410
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.)
These products are available with additional corrosion protection. For more information. see o.15.
a
SIMPSON
S$ � ,
HU26
HU26X
(4)'/4 x 23/4
(4)'/4 x 13/4
(2) 0.148 x 1'/z
335
1,000
335.
1,545
HU28X-'
{6) Y4 X231a
j6)'l4 X'73/4
(4) 0148 X 1 yh
f 545
1504„,
760
2,400'
HU24-2
HUC24-2
(4)'/4 x 23/4
(4)'/4 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
HU26 2 (Mm) `'`
HUC26 2
{8)'la�X2314,� °
° (8)1/4,X 1,3/a
(4) 0148xa3
760 -
-' 2 000 `�
760
3 20Q
HU26 2 jMax)„,
k1UC26 2
{12}'/a x 23/a
(12)'/a:x 13I4
;(6) 0148.x;3
1135 ,-..
3,00
Y;135
3,950
HU26-3 (Min.)
HUC26-3 (Min°)
(8)'/4 x 23/4
(8)'/4 x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)'/4 x 23/4
(12)'/4 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
uuucu..r. {rvi¢nq-,°��-q [a. <ia ?/ ian-.t is -,,�)v 11 -n;u ° ywu ° .,- ,uuu
HU210 HU21 OX (8)'/4 x 23/a 1 (8)'/4 x 13/4 (4) 0.148 x 1'/z 1 545 1 2,000 1 760 1 2,415
HU210 2 (Max)
HUC210•=2 (Max) _
(18) % x 2314
�(18) Ya x 131a
{10} 0148 z 3
-' " 800
4 500
1800
5 0815 '
HU210-3 (Min.)
HUC210-3 (Min.)
(14)'/4 x 23/4
(14)'/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18)'/4 x 23/4
(18)'/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212
"HU212X�
23/4
(10)'/a X 13/a -
(6) 0148 x',T'h
1,5 ,
, 2,500
1,�5
s2 665`
HU212-2 (Min.)
HUC212-2 (Min.)
(16)'/4 x 23/4
(16)'/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22)'/4 x 23/4
(22)'/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350'
5,085
HU212-3(Min),°s�,
HUC2123(Mm)- V
`(16)*!ax2Y4 °°_--
{16}'I4X13/4
(6)O.j4$x3
l35 ".
, 4000-`-
1,135
4920 •'
HU212-3 (Max');:
HUC212?3 {MaX.}
(22)'/a x 23/4
(22}/4 x 131a
(10} 01.4$-x'3
"f, 800 `'
S,085 ,
1;$QO
5 085
-
HU214
HU214X
(12)'/4 x 23/4
(12)'/4 x 13/4
(6) 0.148 x 1'/z
1,135
2,665
1,135
2,665
HU214-2 {Mm.)> '
HUC214-2 {Mm) ?"
(18)'la x 23/a
i {1$) Ya X 13/a
{$) 0.14$ x 3
1 515
4,500-, '
1;515
5 085
HU214=2{Max) :'
HUC2142{Max.} ',
(24)'/.x2a/4 „
� „�{24)�laX'13/a
v� (12)0148x,�3
a2,015 °
5085 `'
2�Oy5
5085;
HU214-3 (Min.)
HUC214-3 (Min.)
(18)'/4 x 23/4
(18)'/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)'/4 x 23/4
(24)'/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216°` Q
HU216X��
j18)°,'/dx2314
{1$)?lax13/4
(8)0148X1�h
� 5515
2920 -
1;515
HU216-2 (Min.)
HUC216-2 (Min.)
(20)'/4 x 23/4
(20)'/4 x 13/4
=(8)O.48 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26)'/4 x 23/4
(26)'/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
GIV U 4
IIVVLlY- CIA.
-..
"i1G u �'�U`AV
LVIJ ,
-J,4UJ---
,rev G,VJJ
HU7 (Min.)
(Not available)
(12)'/4 x 23/4
(12)'/4 x 13/4
(4) 0.148 x 1'/z
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16)'/4 x 23/4
(16)'/4 x 13/4
(8) 0.148 x 1'/z
1,085
3,485
1,085
3,485
{Nok available)
{1$a!la;x 23/a
{18)'%a x"I 3la "'°
"(6) 0148
135
3,230
HU9 {fi 1ax)
(Not availabl0)„
23/a
` {24)'/4 x131a -; °
(10) 014$ x t'h
i 445
, ° 3 735 �,
1 �445
HU11 (Min.)
(Not available)
(22)'/4 x 23/4
(22)'/4 x 1 3/4
(6) 0.148 x 1'/2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(30)'/4 x 23/4
(30)'/4 x 13/4
(10) 0.148 x 1'/z
1,445
3,735
1,445
3,735
H014 (Min.l
tNot availablel- .
f281'1a x231a
€ '(281 ?lb x l?la.a .
°1810.148 xs1'h
°. 1.515
14 85
38
STAGGER JOINTS - TYP7
R/SKIS,
UPLIFT/SHEAR ANC
EACH TRU55 - SEE
PLAN
aaaaaa■.Irr_�.I��LI��
��;��aaaariaaaa■aa
aaa�
a �
a aaaaaa■
aaa�
a aaaara
Ef/blClf'
NOTE: ADD'L FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARING A
SCALE: HIS k,SK1
i
rf
1
i
F
RAISED HEEL ROOF TRUSSES
PLAN
'155ON BOARD- SEE
'CHEDULE FOR SPACING 4
A5TENING TO TRUSSES
—MASONRY WALL -
SEE PLAN
ROOF SHEATHING- SEE I
SOFFIT/FASCIA- SEE ARCH.
RAISED HEEL ROOF TRJ55E5
-SEE PLAN
W N
0
RIBBON BOARD-
< Q 3-
-SEE SCHEDULE
U z LL
FOR SPACING d
Z Fx Q z
Ou w W W
FASTENING TO C!
'2 <
wuR
TRUSSES
w<
w ai
o
Z0 �Z
WALL SHEATHING -SEE PLANI
wMIN.
15/32' CDX PLYWOOD OR
a-1/16'
055 WITH 8d GUN NAILS
(0.131' X 2 1/2') ® 6' O.G. TOUPLIFT/SHEAR
GYPCEILI
BOARDSANCHOR
dGRIBBON
EACH
TRU55- SEE PLAN SCHEDULEDO
NOT FASTEN RIBBON BOARDMASONRY
WALL -
INTO END GRAIN OF ROOF TRUSSSEE
BOTTOM CHORD
PLAN
_
_
pwREVISII
RAISED HEEL
TRU65 BEARING B
SCALE, NTS 5K1
RIBBON SCHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(2) 12d GUN (0.131' X 3')
(Vas MPH)
2X4 SPF02
24'
TO EACH TRUSS, (4)
EXP.
EXP. . B,
NAILS AT JOINTS
ENCLOSED
Vult=180 MPH
(2) 12d GUN (0.131' X 3')
(Vasd=135 MPH)
2X4 5PF02
I6'
TO EACH TRUSS, (4)
EXP. C,
NAILS AT JOINTS
ENCLOSED
SHEET H
RNS®HEfl POOi10.l
SHEET INFORMATI�
i�rva: Be
MERSUFD. IIA
fJR�YM BT:
RE -BY:
SK.1
-ALPINE
,Ali. MvV COMA
januaiy,,,,1,0,1 2620'
Carpenter Caritractors of Amon k Inc:..
W iv
[Hinter llAvem rL,3
Dear'Maft
It',has cometo. my'attent,ion."i.hat=sorne questions yuere
I I-''rA'ispd concerning
,.e-` b-i, -
'- diameter
holes &1116dfhfUih&z.h&Us 1Wid&face) of OZ gable trusses low for*
dieaded r6dh i§edfdr"t&AbWn§�If1hCtdgable-endsEarevverTpp04qus support;
with 0 flly-shodthed, b�-Ate.-dfi11'abiftiM-cenfqrjingthe
face no d an I00WJiihbird;a"magig- any yconnector p
aes-or vertical
webs then
na,re re g d Th truss pry s ppor sor load, 'a"" 6dddition4l
loads
If you have any:questions please give m, P -,a,, cal
Sincerely;
�6750Forum Drive, Suite 305, Orlando, FL 3,2821,°-- (:
800) 521-9790,-'(863),.422.-,8685
corn:
TN3 sbctxr wt+t has beat ela codcAr signed
and Sealed Using a DOW SOU"O. Fllitit d
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ALPINE
AN FM COMPANY
Alpine, an ITW Company
6750 Forum Drive, Suite 305.
Orlando, FL 32821
Phone:(800)755-6001
www.alpineitw,com
Customer: Carpenter Co6tractors of America
Job Number: N334504
Job Desciption: 7A5/320 „182ED F ,02G ,Rl01 / 1828/CALI/4EBB' ELEV.D/F
Address:
Job E ineerin ' "Crifena
Design Code: FBC 7th Ed, 2020 Res
Intell VIEW Version: 20.02.00A
JRef#: 1X3G89750040
Wind Standard: ASCE 7-16 tfnd Speed (mph): 160
Design Loading (psfl: 37.00
Building Type: Closed
This package contains general notes pages, 29 truss drawing(s) and 5 detail(s).
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FloridarCertificate of Product Approval #171-1999
Printed 3/5/2021 11:09`33 AM
b General Notes
Truss Design Engineer Scope of Work, Design Assumptions. and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National. Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the [CC Evaluation Service report ESR-1118, available on-line at
www.icc-es.org.
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.org.
2. ICC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 2500011 COMN Ply: 1
FROM: RWM Qty: 16
6'1"7
6'1"7
Job Number: N334504
,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: Al
12'11"15 19'10" 26'8"1
6'10"8 6'10"1 6'10"1
5X5
E
39'8"
10' 9'10"
10' 19'10"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Sid: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
910"
298"
Cust: R8975 JRef:1X3G8975d04o T10 /
D rw N o : 064.21.1100.22418
TCE / YK 03/05/2021
33'69 39'8"
6'108 617
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.222 K 999 240
VERT(CL): 0.385 K 999 240
HORZ(LL): 0.081 J - -
HORZ(TL): 0.140 J
Creep Factor: 2.0
Max TC CSI: 0.617
Max BC CSI: 0.882
Max Web CSI: 0.457
VIEW Ver: 20.02.00A.1020.20
03/05/2021
10,
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1711 /- A /961 /309 /444
H 1711 /- A /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1490 - 3155 E - F 1130 - 2029
C - D 1366 - 2875 F - G 1366 - 2875
D - E 1130 - 2029 G - H 1490 - 3155
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2759 -1207 K - J 2278 - 858
L - K 2278 - 879 J - H 2759 -1186
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 541 -134 K - F 530 - 745
D - K 530 - 745 F - J 541 -134
E - K 1362 - 605
**WARNING*' READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. Applgy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOWANV
truss in conformance with ANSI/l PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pagge 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250030 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T25 /
FROM: ALS Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24074
Truss Label: AlA �TCE / YK 03/05/2021
T11"2
7'11"2
12' 17'112 19"0" 23'8"
4'0"14 12 2'8"4 3110,
F-5''i
=6X6
F
39'8"
31'8"14 + 39'8"
8'0"14 7'11"2
8'11 3'9"3 + 2'1"12 + 311"5 +1'�
8'11 11'10"4 14' 17' 23'8" 31'8"11 39'8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W6,W9,W11 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Plating Notes
All plates are 2X4 except as noted.
(1) - plates so marked were sized using 0% Fabrication
Tolerance, 0 degrees Rotational Tolerance, and/or
zero Positioning Tolerance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
' The 5-0-0 section of Bottom Chord at 8-8-0
elevation between panel points R and N may
be field -removed as required provided that
all remaining plate/wood contact areas stay
intact and undisturbed.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.386 0 999 240
VERT(CL): 0.669 0 706 240
HORZ(LL): 0.168 K - -
HORZ(TL): 0.314 K
Creep Factor: 2.0
Max TC CSI: 0.791
Max BC CSI: 0.896
Max Web CSI: 0.765
VIEW Ver: 20.02.00A.1020.20
Laterally brace Bottom Chord above filler at
24" oc, including a lateral brace at chord ends.
(Not required if 5-0-0 section of lower Bottom
Chord is removed as noted (*)).
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /961 /309 /444
1 1556 /- P /961 /309 P
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.2
1 Brg Width = 8.0 Min Req = 2.2
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1410 - 2745 F - G 1410 - 2068
C - D 2144 - 4245 G - H 1218 - 2103
D - E 1499 - 2794 H - 1 1423 - 2777
E - F 1658 - 2771
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2371 -1107 L - K 2402 -1107
Q - M 3738 -1614 K - 1 2406 -1106
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
814 -1523
M - F
2007 -1008
C - Q
1476 - 551
M - L
1864
- 604
S - Q
2850 -1327
F - L
492
- 506
Q - D
1271 - 562
L - G
452
- 368
D - M
825 -1539
L - H
475
- 688
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached r! id ceilin Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10
as applicab�ie. Apply lates to each face. otruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN MCONBANY
truss in conformance with ANSI II PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibilit�yy solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIffP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250031 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T2 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALIl4EBB ELEV.D/F DrmNo: 064.21.1100.24293
Truss Label: A3 ! YK 03/05/2021
1
In
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
12'11"15 19,101, 24'4'
6'1"7 6'10"8 6'10"1 ?46"
=5X5
E
B3
11104
33'6"9 + 39'8"
97'9 6,1"7
20'8" i518„i 13'4"
1' 10' 9110" 4.6" 5'4" 10, 1'
10' 19'10" 24'4" 29'8" 31'8" '{
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 it
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1; 133,134 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.11 Wx2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L!#
VERT(LL): 0.033 M 999 240
VERT(CL): 0.082 M 999 240
HORZ(LL): 0.011 L - -
HORZ(TL): 0.024 C
Creep Factor: 2.0
Max TC CSI: 0.961
Max BC CSI: 0.737
Max Web CSI: 0.420
Ver: 20.02.00A.1020.20
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COA b44,10NAL
wbiummitulti
03/05/2021
N
90
O
♦Maximum Reactions (Ibs), or*=PLF
Gravity Non -Gravity
Loc R+ ! R- / Rh / Rw / U / RL
B 871 /- /- 1610 /172 /444
N* 247 !- /- /156 /73 A
H 508 /- A /427 /147 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
N Brg Width = 68.0 Min Req = -
H Brg Width = 8.0 Min Req = 1.5
Bearings B, N, & 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 606 -1330 G - H 246 - 579
C - D 479 -1037
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - M 1138 - 532 K - J 952 - 498
M - L 691 - 320 J - H 484 -143
L-K 967 -518
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - M 375 - 360 K - F 885 -1188
M - D 558 -150 F - J 573 - 255
D - L 559 - 715 J - G 495 - 484
L - F 769 - 272
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicaboe. Applgy plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be res�lonsible for any deviation from this drawing, any, failure to build the ANR COMPAW
truss in conformance with ANSIl� PI 1, or for handling, shipping,, Installs ion and bracingcL of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawlnp Indicates acceptance of professional engineering responsibilittyy solely For the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2500321 HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T9 /
FROM: RWM Qty: 1 7A5l320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.23371
Truss Label: A4 SSB / WHK 03/05/2021
6'1"7
6'1"7
r
1' I 1120,7
1T6"15 19' 20'�" 27'1"1
6'5"8 + 6'5"1 1 � 6'51
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
D
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
5X5=5X5
E F
39'8"
91101, 9129'0"
19,101, 8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
33'6"9 398"
6'S"8 6'1"7
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.172 L 999 240
VERT(CL): 0.321 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K
Creep Factor: 2.0
Max TC CSI: 0.480
Max BC CSI: 0.747
Max Web CSI: 0,625
VIEW Ver: 20.02.00A.1020.20
03/05/2021
10, 1'�
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1556 /- /- /963 /310 /427
1 1556 /- /- /963 /310 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - I 1542 - 2800
E - F 1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1262 L - K 2030 - 937
M - L 2030 - 957 K - I 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
M - D
508 -119
L - F 548 - 356
D - L
521 - 683
L - G 521 - 683
E - L
548 - 356
G - K 508 -119
"'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 sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply 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 Genera) Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN WcoMPANY
truss in conformance with ANSIITPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional en ineering responsibilitty� solely -for the design shown. The suitability and use of Phis 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: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; )CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2500331 HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T8
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.22028
Truss Label: A5 SSB / WHK 03/05/2021
7'1014 17' 22'8"
7'10"14 + 9-1 "2 5'8"
�5X5 =5X5
D E
39'8"
1' i 10' 9'10"
10' + 19,10"
ling Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
_. 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
L: 7.00
Speed: 160 mph
Pf: NA Ce: NA
L: 0.00
Enclosure: Closed
Lu: NA Cs: NA
L: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Ld: 37.00
Mean Height: 15.00 It
CLL: 10.00
TCDL: 4.2 psf
Building Code:
t: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
I Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
:ing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi; 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
31'9"2 3918"
T1014
9' 10"
29'8"
Defl/CSI Criteria
PP Deflection in ]cc Udefl U#
VERT(LL): 0.149 J 999 240
VERT(CL): 0.279 J 999 240
HORZ(LL): 0.060 1 - -
HORZ(TL): 0.112 1
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.755
Max Web CSI: 0.989
VIEW Ver: 20.02.00A.1020.20
H. r4
a
0. 7Q8 1
• m
• a
i pq�
% S
e
I •• s+•F• ��,
COA16Q>N,�i. .��.
03/05/2021
ih
m
I 48'8"
10' 1'
39'8"T
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1552 /- /- /965 /318 /386
G 1552 /- /- /965 /318 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
D - E 1352 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1373 J - 1 1695 - 842
K - J 1695 - 863 I - G 2393 -1352
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 498 -448 E - 1 770 -435
K - D 770 - 435 1 - F 498 - 448
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. AppTey Oates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANI CCWAW
truss in conformance with ANSI1TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enprneering responsibility solely -for the design shown. The suitabili>9y and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250065 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JROAMG89750040 T11 /
FROM: RDP Qly: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DnvNo: 064.21.1100.24230
Truss Label: ASGE / YK 03/05/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
I
L
�1711'15
6'2
7'4 1 2
fi'1'7 9'10' 1q'8' 19'10' 21'i ' 23'1 25 31'10'7 _ 37�'8' 39'8'
6'10'1 I• 7 2' 2'0'1 8'10'7 4 f
=sx8
A
21' i 6 i 13'8• �
0 + 9W4
1a 1s'ero
21'11'12
Wind Criteria
Wind Sid: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to 56 plf at 10.67
TC: From 76 plf at 10.67 to 76 plf at 32.67
TC: From 56 plf at 32.67 to 56 plf at 40.67
BC: From 20 plf at 0.00 to 20 plf at 39.67
BC: 128 lb Conc. Load at 23.21,23.79
PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98)
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
)ding Code:
C 7th Ed. 2020 Res.
I Std: 2014
p Fac: No
fRT:20(0)/10(0)
to Type(s):
26' 29'8' 32'8' 39W
3'10'8 --1 13712
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.106 AE 999 2,
VERT(CL): 0.211 AE 999 2,
HORZ(LL): 0.044 1 - -
HORZ(TL): 0.088 1
Creep Factor: 2.0
Max TC CSI: 0.646
Max BC CSI: 0.645
Max Web CSI: 0.957
Ve r: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 769 A A
/504 /323 /444
AB 2335 A /-
/945 /990 /-
Z 1079 A A
/484 /352 A
T 519 A A
/398 /219 A
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
AB Brg Width = 8.0
Min Req = 2.8
Z Brg Width = 8.0
Min Req = 1.5
T Brg Width = 8.0
Min Req = 1.5
Bearings B, AB, Z, & T are a rigid surface.
Bearings B, AB, Z, & T require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
B - C 465 -1090
I - J 391 -195
C - D 335 - 815
J - K 390 -199
D - E 399 - 762
K - L 536 - 262
E - F 411 - 759
L - M 608 - 296
F - G 397 - 678
M - N 506 - 244
H - 1 377 -185
S - T 228 - 610
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B -AH 922 - 479 AA- Z 375 - 227
�µMtttntrNrrrpr/err/,rf AH-AG 486 -261 Z-Y 388 -286
AG-AF 486 -261 Y - X 388 -286
1�T' i rye AF-AE 486 -261 X - W 491 -156
try e�•°'�®®'� ••. . AE-AD 486 -261 W-V 491 -156
S,� • ;r� �! AD -AC 486 -261 V - T 491 -156
AC -AB 479 - 325
so. 7.Q8 1 aximum Web Forces Per Ply (Ibs)
„ = Webs Tens.Comp. Webs Tens. Comp.
s =
• AH-AI 518 -256 AB -AR 304 -482
,�• SAT AI-AJ 555 -273 AR -AS 445 -568
i '.4 � AJ-G 519 -269 AW-Z 272 -747
®� eA'/ t ••46 V �� G -AL 514 -933 AW- N 237 -676
�� �•�.•.•1,•m.••' ���. AL -AN 498 -920 N-AX 683 -357
�V� AN -AP 519 -955 AX-X 690 -352
COA AP -AC 540 -984 X -AZ 301 -478
AC- K 792 -505 AZ -BB 275 -472
03/05/2021 K -AB 546 -1366 BB- S 326 -457
"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) toy safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Referto,
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building -Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI[TPI 1, or for handling, shipping,. installation. and bracing of trusses. A seal on this drawingor cover page
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilifand use of This
drawing for any s9r'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
ALP NI E
AN MCOWANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 2500351 HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1X3G89750040 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 064.21.1100.23527
Truss Label: A6
SSB / WHK 03/05/2021
7'1014 15' 24'8" 31'9"2
7' 10" 14 7'1 "2 9'8" 7-1-2 7'10"14
6X6 = 6X6
D T3 E
12
r� 6 ' C 5 \ 5 F5
0
cr
r` W co
W1
g G
A i- H
3M
4X6(A2) = 5X5 = 5X5 = 5X5 = 4X6(A2)
39'8"
10' i 9'10" 91101, - 10 1
�11T
10' 19,10" 29'8" 398"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 /-
EXP: C Kzt: NA HORZ TL : 0.115 1 - Wind reactions based on MWFRS
Des Ld: 37.00 ( )
Mean Height: 15.00 ft BuildingCode: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
NCBCLL: 00 p
TCDL: 4.2 psf G Br Width = 8.0 Min Re = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 q
0.
BCDL: 5.0 psf Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ItFT/RT:20 (0)/10 (0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
B - C 1807 -2729 E - F 1827 -2537
Lumber C - D 1826 - 2538 F - G 1807 - 2729
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110
member design. K - J 1847 -1131 I - G 2363 -1462
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 394 - 358 E - I 628 - 300
K - D 628 - 300 I - F 394 - 358
z o.708 1
..o .• SAT O ; �. F ,
�oiVAt. v111KFK���
COA
out A►N,�
03/05/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by
TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a
properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
Refer
as applicable. Apply plates to each face of truss and position as shown above and on the JoinfgDetails, unless noted otherwise. to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincL Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the ANMCO.PAW
truss in ANSI/TPI 1, for handling, bracincl A drawing
conformance with or shipping,. installation. and of trusses. seal on this or cover papa 6750 Forum Drive
listing this drawing indicates acceptance of professional engmeering responsibility solely -for the design shown. The suitability and use of This Suite Fos
-Designer
drawing for any structure is the responsibility of the Building per ANSI/51 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250036 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1X3G89750040 T6 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 064.21.1100.21621
Truss Label: A8
SSB / WHK 03/05/2021
6'9"4 13' 19,101, 26'8"
32'10"12 39'8"
4 6'2"12 6-10" 6'10"
6'2"12 6'94
a 5X5 1112X4 `= 5X5
D E F
12
6 'k2X4
o
n W3
Z
224C
0
B
H
A
8'8"
w3 f
=4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2)
39'8"
10' 91101, 9'10"
10, 11
�1'+
+
10' 19,10" 29,81,
T 39'8" r
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240
B 1556 A /- /953 /716 1305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 /- /- /953 1716 /-
EXP: C Kzt: NA HORZ TL : 0.121 J -
Des Ld: 37.00 ( )
Wind reactions based on MWFRS
Mean Height: 15.00 ft BuildingCode: Creep Factor: 2.0
NCBCLL: 00 P
B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543
0.
P
H Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754
Bearings B & H are a rigid surface.
Bearings e & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2014 - 2780 E - F 1973 - 2289
C - D 1925 - 2523 F - G 1925 - 2523
Top chord: 2x4 SP #2 N;
D - E 1973 - 2289 G - H 2O14 - 2780
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2421 -1686 K - J 1982 -1323
member design.
L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 381 - 339 K - F 425 - 401
L - D 535 -183 F - J 535 -183
ittpPpglttU�
D - K 425 -401 J - G 381 -339
E - K 585 - 391
a
/
,,,� :• SAT 0 ;���
q� • , r
••........,•••
COAsl
03/05/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
of BCSI (Building
Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral respaint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Buildin$Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in ANSI/TPI 1, for handling, bracingc1 trusses. A this drawin
conformance with or shipping,. installation. and of seal on
listing this drawing indicates acceptance of professional engsneering responsibility solely -for the design shown. The suitability
or cover paWe 6750 Forum Drive
and use of this Suite For
drawing for any sgr'ucture is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2.305
For more information see these weli sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250037 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef1X3G89750040 T5 /
FROM: RWM
Qty. 1
7A5I320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 064.21.1100.24169
Truss Label: A10
SSB / WHK 03/0512021
5''9"4 11' 19 ' 28'8"
33'1012 398"
r + I
5"4 5'2"12 8' 9'8"
9
5'2"12 5'9"4
55 5X5 = 5X5 5X5
D E T3 F
12
T
6 � �2X4 W
T
2X4
G
o C (a) (a)
Cn W3
io
B
H
A
11�8,8„
4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
39'8"
1' i ' 9'10" 9'10"
10'
10, 1'
T 10+ 19,101, 2918"
+' 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Def11CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 240
Loc R, / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240
B 1556 /- /- /940 /718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - -
H 1556 /- /- /940 /718 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.127 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
B Br Width = 8.0 Min Re
9 q = 1.8
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934
p
H Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751
Members not listed have forces less than
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp, Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2194 -2804 E - F 2386 -2693
C - D 2057 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE;
D - E 2502 -2773 G - H 2184 -2797
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - L 2448 -1855 K - J 2163 -1578
be equally spaced. Attach with (2) 8d Box or Gun
L - K 2147 -1575 J - H 2440 -1822
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
L - D 470 -71 K - F 626 -612
for (2) CLR'S where shown. Scab reinforcement to be
D - K 739 -778 F - J 466 -52
same size, species, grade, and 80% length of web
E - K 789 -534
member. Attach with 0.128x3" gun nails.@ 6" oc.�pl�tltAtit11Nt1D�jfp�
Wind
Wind loads based on MWFRS with additional C&C-1/v S
member design. •%
�' �\
Wind loading based on both gable and hip roof types.:'
o.708 9 =
5 AT O
• <t, 8
�Wf NAIL
COA
03/05/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition
shipping,
Component Safety Information, by TPI SBCA)
of BCSI (Building
an r sa practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have roper) attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for ermanent lateral restraint otYwebs shall have bracing installed per BCSI sections B3, B7 or 1310,
as applicabgle. Applgy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise.
Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildingcL Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the MMC0 wAW
truss in ANSI/TPI 1, for handling,
conformance with or shipping,. installation and bracin of trusses. A seal on this drawing or cover paWe 675o Forum Drive
listing this drawing indicates acceptance of professional encittneering responsibilitty�r solely for the design shown. The suitabilify and use of This
drawing for is the the Building -Designer ANSI/TP1 Sec.2. Suite 305
any sgr'ucture responsibility of per 1
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:250038! HIPS
Ply: 1
Job Number: N334504
Cust:R8975 JRef:1X3G89750040 T4 1
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,Rl01 / 1828/CALIAEBB ELEV.D/F
DrwNo: 064.21.1100.23872
Truss Label: Al2
SSB / WHK 03/05/2021
9' 17' 30,8„ 39,8„
9.
s6C6 —5XD5 =4E4 =6F6
T2 T3
12
6
T T
b (a) W (a)
v W5
N
G I
TB
A H
y--�
1�8'8"
4X6(A2) = 6X6 = 6X6 =6X6 = 4X6(A2)
39'8"
10' 9'10" 9'10" 10, 1'
'f 10' 19,101, + 29,8" '} 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in too Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- !- 1921 /720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 /720 /-
EXP: C Kzt: NA
Des Ld: 37.00 )� HORZ(TL 0.150 1 Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 g q =
P
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G are a rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ItFT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
B - C 2250 -2705 E - F 2239 -2478
Lumber C - D 2238 - 2478 F - G 2250 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629
be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 I - G 2329 -1835
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 718 -428 E - I 944 - 834
for (2) CLR'S where shown. Scab reinforcement to be K - D 940 -832 1 - F 718 -430
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc. 00p11iUHrtpHg,10111"
Wind �• iy��li
`�itl'
Wind loads based on MWFRS with additional C&C ``�y ••`"`••'••. ����r
'.l
member design. �`t•�!/ •a•`,(j� S� .+
Wind loading based on both gable and hip roof types.
•:
®� o. 7,08 1
• '
• II
p� pT _
• • t(` rLr
V�Q>NAL
COA
1um"19N
03/05/2021
—WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. _ Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an r7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling.Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicab4e. Applplates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the PN RW COMPRNY
truss in ANSI/ PI 1, for handling, installation bracin trusses. A this drawing
conformance with or shipping,. and of seal on or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional encLiineering responsibilit�yy solely ,for the design shown. The suitability and use of this Suite Fos
-Designer
drawing for any sgr'ucture is the responsibility of the Building per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250056 / HIPS
Ply: 2
Job Number: N334504
Cust: R 8975 JRef:1X3G89750040 T12 /
FROM: LPM
Qty: 1
7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.DIF
DrwNo: 064.21.1100.24106
Truss Label: A14G
SSB / WHK 03/05/2021
2 Complete Trusses Required
7' 17' 22'B" 32,8„ 39,8„
7' 10' 5'8" 10, 7'
=6X6 =8X8 =8X8 =6X6
12 C T2 D T3 E T4 F
T 6F7' T
r7
o
G a
lB
A
� H 8,8„
4X6(A 1) = 8X8 = 8X8 = 8X8=4X6(A1)
39'8"
10' 9'10" 9'10" 10,
10' 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 240 Loc R+ / R- 1 Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- /- /- /1427 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3136 /- /- /- /1428 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 1 Wind reactions based on MWFRS
Mean Height: 10.51 ft B Br Width = 8.0 Min Re 1.8
NCBCLL: 0.00 Building Code: Creep Factor: 2.0 9 q =
TCDL: 4.2 psf
G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.676 g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G are rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.760 Members not listed have forces less than 375#
Loc. from endwall: NA FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1424 - 3094 E - F 1534 - 3602
C - D 1533 - 3601 F - G 1425 - 3094
Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS; D - E 2128 -4831
T3 2x6 SP #2 N;
Bot chord: 2x6 SP SS;
Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Nailnote
B - K 2752 -1257 J - 1 4769 - 2187
Nail Schedule:0.128"x3", min. nails K - J 4768 - 2187 1 - G 2753 -1258
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c. Maximum Web Forces Per Ply (Ibs)
Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens. Comp.
in each row to avoid splitting.
C - K 1287 -417 E - I 727 -1297
Loading K-D 727 -1298 I-F 1287 -417
#1 hip supports 7-0-0 jacks with no webs. �i11111tfIb7�IJf/yJ
Wind H pl�JJ�Jf �i�f
Wind loads and reactions based on MWFRS.O•••"�*•••...'
Wind loading based on both gable and hip roof types. � � :.�GE S�
o.
s
i
it
• •' �(I_`-
V
Of
o
A` o
COA
s, „n,�
03/05/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r sarPety to these functions. Installers
practices prior performing shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propeg attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections 63, 87 or B10,
as applicabfie. App�y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOM A.
truss in conformance with ANSI/TPI 1, or for handling, bracin trusses. A this drawinq
shipping,. installation and of seal on or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilityy solely or the design shown. The suitability and use of This
drawing for any structure is the responsibility the Building -Designer ANSI/TPI 1 SecSuite 305
of per .2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250039 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3GB9750040 T20 I
FROM: RWM Qty. 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.22496
Truss Label: B1 SSB / WHK 03/05/2021
57 168"12 21'4"
5'7"4 5'0"12 5'0"12 574
8'
8'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt NA
Des Ld: 37.00
Mean Height: 15.00 it
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=4X4
D
Snow,Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
21'4"
54"
13'4"
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.047 H 999 240
VERT(CL): 0.088 H 999 240
HORZ(LL): 0.020 G - -
HORZ(TL): 0.037 G
Creep Factor: 2.0
Max TC CSI: 0.371
Max BC CSI: 0.611
Max Web CSI: 0.232
Ver: 20.02.00A.1020.20
ov-
H
o.708 i
a
:• A r o
i •
COA i3 ��J0NAO.
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 864 /- /- /529 /397 /229
F 805 /- A /464 /361 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 1190 -1344 D-E 1113 -1152
C-D 1104 -1146 E-F 1201 -1351
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1152 - 993 G - F 1161 - 955
H - G 795 - 539
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 471 - 284 D - G 394 - 335
H - D 383 - 322 G - E 479 - 289
'•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 properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10,
as applicable. App, , Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. F�efer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincL Components Group Inc. shall not be respponsible for any deviation from this drawing, any failure to build the ANrtwcowsANv
truss in conformance with ANSIITPI 1, or for handling, shipping,. installation,and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/T I 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: 1 inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821
SEQN:250059/ GABL Ply: 1 Job Number: N334504 Cust:R8975 JRO:1X3G89750040 T3 /
FROM: HMT Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24309
Truss Label: 132GE / YK 03/05/2021
10'8" 21'4"
i 10.81. 10'8"
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 "
Lumber
{' 4'8" 'i'— 2- —"I
(TYP) =4F4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 22.33
BC: From 20 plf at 0.00 to 20 plf at 21.33
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16016ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
WIND LOAD CASE MODIFIED!
21'4"
21'4"
21'4"
Snow Criteria- (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.005 R 999 240
VERT(CL): 0.011 R 999 240
HORZ(LL): 0.004 L - -
HORZ(TL): 0.006 R
Creep Factor: 2.0
Max TC CSI: 0.323
Max BC CSI: 0.197
Max Web CSI: 0.091
Ver: 20.02.00A.1020.20
gem'-
H.
1 OwIM•• ��r
••� ,t:
•
0.708 9
•
•
.:
�. A' A IC
io
COAc.s ®NA1.
03/05/2021
♦ Maximum Reactions (lbs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 125 /- /- /39 /48 /11
Wind reactions based on MWFRS
B Brg Width = 256 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
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 sa shipping,
practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise, top chord shall have Pr roper attached structural sheathing and bottom chord shall have a properly
aid ceiling.Locations shown for permanent lateral restraint of webs shall have bracinp installed per BCSI sections B3, B7 or B10,
1 e. Appplates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ivision of ITW Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the
lformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover page
Jrawinq indicates acceptance of professional engineering responsibilit solely or the design shown. The suitability, and use of this
any structure is the responsibility of the Building -Designer per ANSI/TA 1 Sec.2.
ALPINE
ANMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
For more
SEQN: 250041 / COMN Ply: 1 Number: N334504 Cust: R 8975 JRef:1X3G89750040 T19 /
FROM: RWM Qty: 1 ,7AJob ! 20 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.22652
Truss Label: C1 SSB / WHK 03105/2021
7'
7'
co
o_
io
4"3
=5X5
C
14'
14'
7'
1, I 7 7
7' 14'
Loading Criteria (psi)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.014 E 999 240
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.025 E 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.008 E - -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.013 E
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
Creep Factor: 2.0
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.767
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.503
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.119
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SIP #2 N;
Bot chord: 2x4 SIP #2 N;
Webs: 2x4 SIP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types
R
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 588 /- /- /371 /272 /158
D 527 /- /- /305 /234 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 805 - 740 C - D 807 - 739
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - E 598 - 542 E - D 598 - 542
03/05/2021
'"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices pnor to pertorming these functions. Installers shall provide temporary
bracing per BCSI. Unless noted o"therwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face, oT truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positrons. Refer to job s General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,. installation, and bracin of trusses. A seal on this drawingor cover page
listing this drawing indicates acceptance of professional enpmeering responsibilitty� solely -for the design shown. The suitabilitand use of this
drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
ALPINE
ANMCO AW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 2500611 GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3G89750040 T1 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24216
Truss Label: C2GE / YK 03/05/2021
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 15.00
BC: From 20 plf at 0.00 to 20 plf at 14.00
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
WIND LOAD CASE MODIFIED!
7'
7
5' 2' —'
(TYP)
4X4
D
14'
14'
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/l 0(0)
Plate Type(s):
14'
7'
Defl/CSI Criteria
PP Deflection in loc Udell U#
VERT(LL): 0.007 J 999 240
VERT(CL): 0.014 J 999 240
HORZ(LL): -0.004 H - -
HORZ(TL): 0.009 H
Creep Factor: 2.0
Max TC CSI: 0.392
Max BC CSI: 0.242
Max Web CSI: 0.142
♦ Maximum Reactions (Ibs), or•=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B' 129 /- /- 140 /50 /12
Wind reactions based on MWFRS
B Brg Width = 168 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
C - D 376 -199 D - E 377 -199
VIEW Ver: 20.02.00A.1020.20 1 Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 - 403 H - E 511 - 403
03/05/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
ter BCSI sections B3, B7 or B10,
Hess noted otherwise. Refer to
a division of ITW Buildingq Components Group Inc. shall not. be resRonsible for any deviation from this drawing, any failure to build the
conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingq of trusses. A seal on this drawing or cover pa e
1is drawing indicates acceptance of professional engpneering responsibility solely or the design shown. The suitability and use of This
for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2.
information see these web sites: Alpine: alpineitw.com• TPI: tpinsl.org: SBCA: sbcindustrycom; ICC• iccsafe or ; AWC• awc org
ALPINE
ANR 'O V
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250043 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G69750040 T13 /
FROM: LPM Qty: 1 ,7A' 320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24355
Truss Label: D1 / WHK 03/05/2021
T
M
O
N
4-3
5'
5'
4X4
C
10,
5'
;Bef[
M
D co
a E 88
F
=2X4(A1) 1112X4 = 2X4(A1)
Loading Criteria (psr)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types
10'
5'
5'
)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
5'
10,
Defl/CSI Criteria
PP Deflection in loc Udell U#
VERT(LL): 0.007 F 999 240
VERT(CL): 0.013 F 999 240
HORZ(LL): 0.003 F - -
HORZ(TL): 0.006 F
Creep Factor: 2.0
Max TC CSI: 0.345
Max BC CSI: 0.257
Max Web CSI: 0.081
Ve r: 20.02.00A.102 0.20
r._
A H,
0.7008 1 6-
0 •
COA #.......... •••'
g/QNA�. �-
twtM1060,
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 434 A /- /286 /202 /134
D 434 /- /- /286 /202 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 522 - 494 C - D 521 - 494
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 - 293 F - D 396 - 293
"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 safPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracsn installed per BCSI sections B3, B7 or B10,
as applicable. Applgy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover page
listing this drawing indicates acceptance of professional encLsneering responsibilit solely for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TA 1 Sec.2.
ALPINE
ANMCOWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250044 / COMN Ply: 1 Job Number: N334504 Cust: R 6975 JRef:1X3GB9750040 T26 !
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24513
Truss Label: D2 / WHK 03/05/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
5'
5'
4X4
C
10,
5'
12
6
N
(n
B D r'
a E 88
F
2X4(A1) 1112X4 =— 2X4(A1)
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
10,
5'
5'
:)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
ilding Code.
C 7th Ed. 2020 Res.
I Std: 2014
p Fac: Yes
/RT:20(0)/l 0(0)
ite Type(s):
5'
10,
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.007 F 999 240
VERT(CL): 0.013 F 999 240
HORZ(LL): 0.003 F - -
HORZ(TL): 0.006 F -
Creep Factor: 2.0
Max TC CSI: 0.345
Max BC CSI: 0.257
Max Web CSI: 0.081
Ver. 20.02.00A.1020.20
i
o. 708 1
s •
•
SAT 0
COAI��NAtr EN
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 434 /- /- /286 /202 /134
D 434 A /- /286 /202 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 522 - 494 C - D 521 - 494
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 - 293 F - D 396 - 293
'•WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
*'IMPORTANT•' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building -Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the —co —
truss in conformance with ANSI[TPI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANS11TP1 1 Sec.2. Suite 305
For,more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:250057/ HIPS Ply: 1 Job Number: N334504 Cust:R8975 JRef:1X3G89750040 T18 /I
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24512
Truss Label: D3G / WHK 03/05/2021
0
43
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
3' 7' 10'
i 3' + 4' + 3' _
4X6 - 4X6
12 C D
6T
B E
F8,8,
2X4 Al 1112X4 1112X4 = 2X4 Al
10,
3'1 "12 1 3'8"8 3'1 "12
1' 3'1"l2 6'10"4 10, 1'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to
56 plf at
3.00
TC: From 28 plf at 3.00 to
28 plf at
7.00
TC: From 56 plf at 7.00 to
56 plf at
11.00
BC: From 20 plf at 0.00 to
20 plf at
3.03
BC: From 10 plf at 3.03 to
10 plf at
6.97
BC: From 20 plf at 6.97 to
20 plf at
10.00
TC: 129 lb Conc. Load at 3.03, 6.97
TC: 65 lb Conc. Load at 5.00
BC: 80 lb Conc. Load at 3.03, 6.97
BC: 52 lb Conc. Load at 5.00
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:20(0)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.022 H 999 240
VERT(CL): 0.044 H 999 240
HORZ(LL): 0.008 C - -
HORZ(TL): 0.016 C
Creep Factor: 2.0
Max TC CSI: 0.288
Max BC CSI: 0.365
Max Web CSI: 0.059
VIEW Ver: 20.02.00A.1020.20
H
i • _ +,nn A
•
O
w
COA Q0NAL
03/05/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 625 /- /- /- /316 /-
E 625 /- /- /- /316 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 8.0 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 467 - 962 D - E 467 - 962
C - D 389 - 842
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 829 - 394 G - E 829 - 394
H - G 842 - 389
Alpine, a division of ITW BuildincL Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/7PI 1, or for handling, shipping,, installation and bracincl of trusses. A seal on this drawing or cover page
listing this drawing indicates acceptance of professional en sneering responsibilitty� solely -for the design shown. The suitability and use of [his
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: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
ALPINE
AN COMPANY
6750 Forum Drive
Suite 305
Odando FL, 32821
SEQN: 250045 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3G89750040 T14 /
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24199
Truss Label: V4 / WHK 03/05/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
1` 11 "8 3-11 "
1'11'T } 1'11"8
12
6 7-1 =4X4
B
4X4(D1)=4X4(D1)
A C
10'6" 3
D
3-11"
3'11" _I
3'11"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.004 999 240
VERT(CL): 0.007 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.003 -
Creep Factor: 2.0
Max TC CSI: 0.070
Max BC CSI: 0.098
Max Web CSI: 0.000
COA gMW4
03/05/2021
Ve r: 20.02.00A.1020.20
♦ Maximum Reactions (lbs), or `=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D` 75 /- /- /32 /18 /6
Wind reactions based on MWFRS
D Brg Width = 47.0 Min 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 and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached r! id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B70,
as applicabgle. Apply Oates to each face. otruss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITVV Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the MMCO'nC
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 675o Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibilit�yr solely -for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250046 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T16
FROM: LPM Qty: 1 7A51320 ,182ED,F ,02G ,R101 / 1828/CALV4EBB ELEV.D/F DrwNo: 064.21.1100.24527
Truss Label: VB KD / WHK 03/05/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
3'11"8 7-11"
3'11"8 3'11"8
4X4
12 B
6
N
A X4(D1)=4X4(D1)
C
96'3
m -o
E
D
1112X4
7-11" i
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
3'11 "8
3'11 "8
:)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
3'11"8
7'11"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.007 D 999 240
VERT(CL): 0.014 D 999 240
HORZ(LL): -0.003 D - -
HORZ(TL): 0.006 D
Creep Factor: 2.0
Max TC CSI: 0.266
Max BC CSI: 0.192
Max Web CSI: 0.142
Ver: 20.02.00A.1020.20
0.708 i
+�%• ,� 1 ,•'«•�'
coa' DONAk.
03/05/2021
♦ Maximum Reactions (lbs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
E' 75 /- /- /35 /26 /8
Wind reactions based on MWFRS
E Brg Width = 95.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - D 478 - 315
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary.
bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B70,
as applicable. Apply plates to each face of truss and position as shown above and on the Joini9Detarls, unless noted otherwise. ffefer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the ." � Co_„
truss in conformance with ANSIrTPI 1, or for handling, shipping,. installation. and bracing of trusses. A seal on this drawing or cover pa
ga 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineering responsibili�y solely for the design shown. The suitability and use of s
drawing for any s9ructure is the responsibility of the Buildingtesigner per ANSISI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or : AWC: awc.org Orlando FL, 32821
SEQN: 250047 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef.1X3G89750040 T15 /
FROM: HMT Qty: 8 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24105
Truss Label: EJ7 KD / WHK 03/05/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C.
127 11
12
6
r�
o_ LO
Cl)
v
B
A 8,8„
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
7
7-
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 D
HORZ(TL): 0.028 D
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
H.
0. Z08 1
'w
COA /I NAI.
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /-
/249 /108 /208
D 125 /- /-
/73 /- /-
C 174 /- /-
/128 /169 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
sses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nponent Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
: ing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
ched ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
applicable. Apply plates to each face. of truss and position as shown above and on the Joinf Details, unless noted otherwise. Defer to
✓wings 160A-Z for standard plate positrons. Refer to jabs General Notes page for additional information.
ne, a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
s in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracin of trusses. A seal on this drawing or cover pagpe
ig this drawingg'indicates acceptance of professional engineering responsibilitv solely or the design shown. The suitability and use of is
Ning for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
AL NE
ANMCOW-
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250048 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef.*1X3G89750040 T21 !
FROM: HMT Qty: 6 ,7A5l320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24402
Truss Label: EJ7A / WHK 03105/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
T3
I Criteria
I Std: ASCE 7-16
!d: 160 mph
sure: Closed
Category: II
C Kzt: NA
1 Height: 15.00 ft
L: 4.2 psf
L: 5.0 psf
:RS Parallel Dist: h/2 to h
Dist a: 3.00 ft
from endwall: not in 4.50 ft
GCpi: 0.18
Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
7'
7'
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(CL): NA
Snow Duration: NA
HORZ(LL): 0.016 C
HORZ(TL): 0.030 C
Building Code:
Creep Factor: 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.738
TPI Std: 2014
Max BC CSI: 0.513
Rep Fac: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
WAiAN/M
oe
o. 708 1
,Q 0 :• SAT
l
56
COA
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ ! R- / Rh / Rw / U / RL
A 270 /- /- /179 171 /186
C 126 /- /- /76 /- /-
B 177 !- /- /132 /171 /-
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracingper BCSI. Unless noted otherwise, top chord shall have proper)V attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply places to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the A.R CCMP
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawtng or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engu,eering responsibility solely -for the design shown. The suitabilify and use of this Suite Fos
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For,more information see these web sites: Alpine: at ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
•
SEQN: 250049 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3GB9750040 T24 /
FROM: LPM Qly: 3 7A5/320 ,182ED,F ,02G ,Rl01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24465
Truss Label: EJ3 / WHK 03/05/2021
V
1' 3'
�e 3'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BOLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 it
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
T
cM
CD
Deft/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA °
HORZ(LL): -0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.248
Max BC CSI: 0.112
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
1 if
�ti♦VY••'�O� S� �t
o. 708 1
,¢'t• SAT O
••..fi •46• �V~v
03/05/2021
10-2-11
LO
co
N
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 188 /- /-
/157 /71 /100
D 52 /- /-
/28 /- /-
C 65 /- /-
/45 /66 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT'• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installingand bracing.Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl ri id ceilin 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 Joint Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccT�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the a�,,,,,Co,,,,°�,,.
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingq of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANS11TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250050 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T23 /
FROM: RWM Qty: 2 , A51320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.22137
Truss Label: EJ2 KD / WHK 03/05/2021
12 C
6 T 1 9r8n4
B to
4"3 81811
A
D
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ldl 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: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
2X4(A1)
2'
2,
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.137
Max BC CSI: 0.026
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
ivy yr�
o.708 i
919, 5 AT O
•
COA stb s QNAL
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 157 /- /- /140 /54 /52
D 32 /- /- /18 /- /-
C 34 A !- /20 /26 P
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearings B, D, & C require a seat plate.
Members not listed have forces less than 375#
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
did ceiling Locations shown for permanent lateral restraint of webs shall have bracincl installed per BCSI sections B3, B7 or B10,
'le. Apply plates to each face. of truss and position as shown above and on the Join Details. unless noted otherwise. I, or 1
Is i our-c ror sianaara plate positions. never to foD s uenerai Notes page Tor aoomonai intormation.
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 ANSIf� PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover page
1is drawin indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of Phis
1 for any structure is the responsibility of the Building -Designer per ANSI/TA 1 Sec.2.
see these web sites: Alpine: alpineitw.com; TPI: tpinst.or ; SBCA: sbcinduslry.com; ICC: iccsafe org; AWC:
ALPINE
A" RW COMP
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250051 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3G89750040 T34
FROM: JRH Qty: 4 7A5/320 ,182ED,F ,02G ,R101 / 1828/CAL)/4EBB ELEV.D/F DrwNo: 064.21.1100.24467
Truss Label: CJ5 KD / YK 03/05/2021
101
11'2"5
12
6
c2
9) 0)
N ce)
M
B
A 8'8"
D
1' 1 4' 11 "4 1
4' 11 "4 1
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 lost
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.549
Max BC CSI: 0.257
Max Web CSI: 0.000
Ve r: 20.02.00A.1020.20
w
0.708 i
ilr•
If
COA T(W11. oiU�Ol
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc. R+ / R- / Rh / Rw / U / RL
B 256 /- /- /200 /88 /152
D 89 /- /- /51 /- /-
C 118 /- /- /85 /116 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
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 an u SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI.. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceilmp Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. oT truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the ANR COMPANY
truss in conformance with ANSIl� PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encpeenng responsibility 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 ANSUTPI 1 Sec.2.
For,more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250052/ JACK Ply: 1 Job Number: N334504 Cust: R8975 JRef:1X3G89750040 T33 1
FROM: LPM Qty: 4 ,7A, 320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24497
Truss Label: CJ3 / WHK 03/05/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
V
�— 1'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: 11
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/1 O(0)
Plate Type(s):
C
to
Defl/CSI Criteria
PP Deflection in loc L/defl V#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor., 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
* L J • ,,fr
as
0. 708 1
` 1
coo���QNAI.
03/05/2021
."WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 /71 /99
D 50 /- /- /27 /- !-
C 63 /- /- /44 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the
n conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pacle
this drawing indicates acceptance of professional enclineering responsibilittyv solely -for the design shown. The suitabiliply and use of this
ig for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
ire information see these web sites: Alpine: alpineitw.com; TPI: tpinsl.oro; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
ALPINE
ANMCOMV
6750 Forum Drive
Suite 305
Odando FL, 32821
SEQN: 250053 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3G89750040 T29 /
FROM: LPM Qty: 8 7A5/320 ,l82ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F Dnallo: 064.21.1100.24294
Truss Label: CA / YK 03/05/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BOLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
12
6 F7-
C
V
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wnd Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"4.0", min. toe -nails at top chord.
Provide (2) 0.131"4.0", min. toe -nails at bottom chord.
1, 11114
11114
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
!1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSi: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
03/05/2021
9'2"5
i
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 143 /- /-
/145 776 /45
D 11 /-2 /-
/14 /10 A
C - A15 A
/29 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
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
> 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 c7 SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary.
CriiCr
BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
d rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
e. Apply plates to each face. of truss and position as shown above and on the Joinf9Details, unless noted otherwise. ffefer to
Is 160A-Z for standard plate positrons. Refer to job's General Notes page for additional information.
a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the
conformance with ANSI/ PI 1, or for handling, shipping,. installation. and bracin of trusses. A seal on this drawin or cover pa e
1is drawing indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use of this
I for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
ALPINE
ANMCONI W
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250054 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T22 I
FROM: HMT Qty: 2 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24090
Truss Label: HJ7 �TCE / YK 03/05/2021
T
4'3
i
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
VY
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0. 1 62"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") nails at bottom chord
5'3"5
5'3"5
9'2"2
9'2"2
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
9'10"1
4'6"11
7"1
9'11
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.049 F 999 240
VERT(CL): 0.092 F 999 240
HORZ(LL): 0.012 C - -
HORZ(TL): 0.023 C
Creep Factor: 2.0
Max TC CSI: 0.542
Max BC CSI: 0.670
Max Web CSI: 0.261
03/05/2021
V e r: 20.02.00A.1020.20
0
a!
� I
M
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 P !- /- /154 /-
E 364 P /0 /- /84 /0
D 214 /- /- /- /177 A
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 392 - 565
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 534 - 356
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 391 - 687
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per SCSI sections B3, 67 or 810,
as applicabgle. 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 BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the ,�,, Co,,,,,w �.
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional encLsneering responsibilitryy solely or the design shown. The suitability and use of this Suite 305
drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 250055 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8976 JRef:1X3G89750040 T17 I
FROM: LPM pry: 2 7A51320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24262
Truss Label: HJ3A �TCE / YK 03/05/2021
C
12
4.24 T 1 0'2"6
v-
g M
N
a A $18,1
D
�— 1'5"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 0.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SIP #2 N;
Bot chord: 2x4 SIP #2 N;
Loading
Hipjack supports 2-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
4'2"3
4'2"3
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
)ding Code:
C 7th Ed. 2020 Res.
I Std: 2014
p Fac: No
IRT:20(0)/10(0)
to Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.120
Max BC CSI: 0.074
Max Web CSI: 0.000
EW Ver: 20.02.00A.1020.20
Sa %
.
o. 708 1
„a SAT O
S
COA
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 84 /- /- /- /45 A
D 28 /- /- /7/-
C 64 /- A /- /48 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**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 properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Applgy Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alping, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the p„„ Co ,a„
truss in conformance with ANSI 1, or for handling, shipping,, Installation. and bracing of trusses. A seal on this drawin or cover paWe 675o Forum Drive
listing this drawing indicates acceptance of professional engqlneering responslbllitY solely -for the design shown. The suitability and use of this Suite For
drawing for any sQr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
Gable Stud Reinforcement Detail
ASCE 7-16: 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
❑r, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or, 120 mph Wind Speed, 15' Mean Helaht, Partially Enclosed, Exposure D. Kzt = 1.00
S
2x4 Brace
Gable Vertical
Spacing Species Grade
i:
No
Braces
(1) lx4 'L' Brace x
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace 'Ka
(1) 2x6 'L' Brace IK
(2) 2x6 'L' Brace No
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
p
#1 / #2
3' 10,
6' 7'
6' 10,
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
-
S I F
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
H
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
1 9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Q
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' V
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0-
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
J
S P
#2
3' 10,
6' 7'
6' 10'
7' 9-
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' U'
(v
D fr L
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10111,
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' V
14' 0'
U_
r
#1 / #2
4' 5-
7' 6'
7' 9'
8110,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P r
#3
4' 2'
7' 1'
7' 9'
1 8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
u P
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
I�
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10' 5'
10, 10,
12' 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10' 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' .6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10, 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
CU
['
D r L
Stud
4' 4-
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10, 10'
11' 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3-
8' 7'
9' 9'
10' 2'
10' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P P
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
LD
U
ustudO
�l
Standard
4' 7-
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5-
8' 8'
9' 11-
10, 3'
11' 9'
12, 3'
14' 0'
14' 0'
14 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2-
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10-
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
.�
D F L
Stud
4' 9'
7' 4-
7' 10-
9' 8'
10, 1'
11' 7'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6-
611-
8' 8'
9' 3'
11' 6'
1 12' 0'
13' 7
1 14' 0'
14' 0'
14' 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 600#
at each end. Max web
total length Is 14'.
Vertical length shown
In table above.
Connect dlagonnl at
AN ITW CO.
\ \ 514\ Earth\ Cityl Expressway
\ \ Suite\ 242
\ \ Earth\ City,\ MO%63045
Symm
About
18'
L
'L' Brace End
Zones, typ,
2x6 ➢F-L #2 or
better diagonal
r'
brace] single
8,
or double cut
(as shown) at
upper end.
NN `N Refer to chart fik
■■VARNING1.2 READ AND FOLLDV ALL NOTES DN THIS DRAWING!
w"WaRTANTww FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERSC
Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refek
follow the latest edition of BCSI (BuOiing Component Safety Information, by TPI and SBCA) fo
practices prior to performing these functions. Installers shall provide temporary bracing peUnless noted otherwise, top chord shall have properly attached structural sheathing and boshall haveaproperly attached rigid ceiling. Locations shown for permanent lateral restrainshall have bradng Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to e
of truss and position as shown above and an the Joint Details, unless noted otherwise. ,
Refer to drawings 160A-Z for standard plate positions. y
Alpine, a dlvidon of ITV Building Components Group Inc shall not be responsible for any deviatt
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship;
hstallatlon 6 bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional
angineeNng responsMIty solely for the design shown The suitability and use of this drawing
For any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect.
For more Information see this Job's general notes page and these web sites,
ALPINE, www.alpineitccoml TPB www.tpinstargl SBCA, www,sbcindustry.orgl ICC, wwwJccsafe.org
Bracing Group Species and Grades,
Group At
S ruce-Pine-Fir Hen -Fir
#1 / #2 Standard #2 Stud
#3 Stud #3 Standard
Dou las Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Stnndnrd
Group B,
Hen -Fir
#1 & Btr
#1
Dou Ins Flr-Larch Southern Plnew(w
#1 #1
#2 #2
1x4 Braces shall be SRB (Stress -Rated Board).
wwFor lx4 So, Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these rades.
Gable Truss Detail Notesi
Wind Load deflection criterion Is L/240,
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load),
Goble 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' brace, space malls at 2' o,c,
In 18' end zones and 4' o,c. between zones,
)K)KFor (2) 'L' braces, space nails at 3' o,c.
In 18' end zones and 6' o.c. between zones,
'L' bracing must be a minimum of 80X of web
member length.
Gable Vertical Plate Sizes
11111111
fiery/ f '
Vertical Len th
No Splice
Less than 4' 0'
2X3
Greater than 4', but
less than 11' 6'
3X4
Greater than IL' 6'
4X4
II + Refer to common truss design for
peak, splice, and heel plates.
11
• � '� Refer to the Building Designer for conditions
x alp ve ti' le'� th, not addressed by this detail.
3• U0 IREF ASCE7-16-GAB16015
DATE 01/26/2018
Q ��w¢r DRWG A16015ENC160118
V'�`j��}°� MAX, TOT, LD, 60 PSF
/05/202 1
MAX. SPACING 24,0'
'T'
Reinforcing
Member
Gable
Truss
Gabe Detail
For Let -in Verticals
Gable Truss Plate Sizes
pproprlate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates,
vertical plates overlap, use a
to that covers the total area of
lapped plates to span the web,
2*2X4
*2X8
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nalls1
IOd Common (0,148'x 3,',min) Nails at 4' o,c. plus
(4) nails In the top and bottom chords,
Toenailed Nallsb
10d Common (0,148'x3',min) Toenails at 4' o,c, plus
(4) toenails In the top and bottom chords.
This detall to be used with the appropriate Alpine gable detall for ASCE
wind load,
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENCI00118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015ENDIOOII EjQp,
'Pnft
511530ENC100118, S12030ENC100118, S14030ENC 0� 1001��/��y
S18030ENC100118, S20030ENC100118, SE0030E 01 blo
to
See appropriate Alpine gable detall for maxi 'ye ejl!�gr(c��n0ert�
'T' Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member,
eb Length Increase w/ 'T' Brace
Example
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o,c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Relnf.
Mbr, Size
'T'
Increase
2x4
30
2x6
20
..VARNING" READ AND FOLLOV ALL NDTES ON THIS DRAVING = u. vv REF LET -IN VERT
"require
FURNISH THIS DRAVDIG TD ALL CONTRACTORS INCLUDING THE INSTALLERSC
Trusses require extreme care In fabricating, handling, shipping, Installing a nd bracing. Refe�{�te+ 4 _ DATE 01/02/2018
Follow the latest edtlon of BCSI (Building Component Safety Information, b TPI and SBCA) fo t • .,
practices prior to performing these functions, Installers shall provide temporary bracing pe BCSI. • S
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo n choi AT !1 = DRWG GBLLETIN0118
shall have a properly attached rigid calling. Locations shown for permanent lateral restraint f s• lJ
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plot to e.% �i w��g
A PI of truss and position as shown above and on the Joint Details, unless noted otherwise. �/
Refer to drawings 160A-Z for standard plate positions. ��4 % j
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any devlatio r ,0w w•��
thls drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin L1� ��w•,r•w• _`G+ �� MAX, TOT, LD, 60 PSF
AN ITW COMPANY Installatlon & bracing of trusses. �Q1f7 �`'y�
A seal an this drawing or cover page Usting this drnwkg, Irbdcates acceptance of professional /4 ��05/2021
\\514\Earth\City\Expressway engineering responsibility solely for the design shown The sultabRity aril use of this drawing 4.+y gy. DUR, FAC, ANY
\\Suite\242 for any structure Is the responsibility of the Buildng Designer per ANSI/TPI 1 SecZ
\\Earth\City,\MO%63045 For more Information see this Job's general notes page and these web sitesb MAX, SPACING 24,0'
ALPINE- wvw.alpineitw.coml TPA www,tpinst,orgl SBCAi www,sbcindustry.orgl ICC, wwwJccsafe.org
G
NAIL SPACING DETAIL
R
MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS
AND STAGGER NAILING FOR TWO BLOCKS, GREATER SPACING MAY BE
REQUIRED TO AV❑ID SPLITTING,
BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF
NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL,
LOAD PERPENDICULAR TO GRAIN
A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS
OF NAILS (6 NAIL DIAMETERS)
B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS)
C - END DISTANCE (15 NAIL DIAMETERS)
LOAD PARALLEL TO GRAIN
A - EDGE DISTANCE (6 NAIL DIAMETERS)
C - SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS)
D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS)
IF NAIL HOLES ARE PREB❑RED, SOME SPACING
MAY BE REDUCED BY THE AMOUNTS GIVEN
BEL❑W1 C)K)K
X SPACING MAY BE REDUCED BY 50Z
WX SPACING MAY BE REDUCED BY 33X I I
DIRECTI❑N
OF LOAD AND
NAIL ROWSLO
Z
W
J
CAWAiAi NAIL 0
LINE 0
J
as
A
B)K
B/2
A I
C
MINIMUM NAIL SPACING DISTANCES
DISTANCES
NAIL TYPE
A
BW
C)K)K
D
8d
BOX (0,113"X 2,50,MIN)
3/4'
1
3/8'
1
3/4"
7/8'
10d
BOX (0,128'X 3,',MIN)
7/8'
1
5/8'
2'
1'
12d
BOX (0,128'X 3,25",MIN)
7/8"
1
5/8'
2'
1'
16d
BOX (0,135'X 3,5",MIN)
7/8"
1
5/8'
2
1/8'
1 1/8'
20d
BOX (0,148'X 4,0,MIN)
1'
1
7/8'
2
1/4"
1 1/8"
8d
COMMON (0,131'X 2,5',MIN)
7/8'
1
5/8'
2'
1"
10d
COMMON (0,148'X 3,',MIN)
1'
1
7/8"
2
1/4"
1 1/8'
12d
COMMON (0,148'X 3,25",MIN)
1'
1
7/8"
2
1/4'
1 1/8'
16d
COMMON (0,162'X 3,5',MIN)
1'
2'
2
1/2'
1 1/4'
GUN
(0,120'X 2,5',MIN)
3/4'
1
1/2'
1
7/8"
V
GUN
(0,131'X 2,5',MIN)
7/8'
1
5/8'
2'
1"
GUN
(0,120"X 3,',MIN)
3/4"
1
1/2'
1
7/8'
1"
GUN
(0,131'X 3,',MIN)
7/8"
1
5/8'
2'
1'
C/2)K)K
NAIL
LINE
C )K)K TRUSS I I I I�-I--I— � li,
T� MEMBER TTT`�'i`T s1t�® Q••......,•� 1''�,,,f
BLOCK LENGTH A D D D A��V•• . AGE �`• •:
LOAD APPLIED PERPENDICULAR TO GRAIN LOAD APPLIED PARALLEL
•
"VARNING1" READ AND FOLLOV ALL NOTES [IN THIS DRAVINCR _ O. REF NAIL SPACE
"DtPQ2TANTon FURNISH THIS DRAVM TO ALL CUMACTHRS D LUDMG TW MSTALLERSC {{ •
fallowTrusses the lniesteext edltlonnofcore BCSIi(H Uing CoopanentllSaFetypInfornatloln, byand TPIbnnd HCA)Ref
foYsdlHty1S DATE 10/01/14
practices prior to performing these functions, Installers shall provide tenpornry brnGng pe BCSL • ,.
Untess noted otherwise, top chord shall have properly attached structural sheathing and bo n choi S �T J: DRWG CNNAILSP1014
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f s•
, shall have bracing Installed per BCSI sections 113, B7 or H30, as applicable. Apply plot es to ear$ : • 4/Q��J;'
of truss and position as shown above and an the Joint Details, unless noted otherwise..�
PI Refer to drawings 160A-2 for standard pints positions. • �C • �� �
Alpine, a division of ITV Hullding Components Group Inc shall not be responsible for any deviatlo r •.•• 1 s��
this drarinp, ony Fnllure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin t••rr••�• 1�
AN ITW COMPANY Instailntian 6 bracing of trusses. r
A seal on this drawing or cover page listing this drawing, Indicates acceptance of profess l )ate_ Q��,e�7L 05/2021
11514%Earth% Cityl Expressway engineering responsibility solely for the design shown.The suitability and use of this draw ��w+lry� C9fliit`fTf'M0� t}{�
I Suite\242 for any structure Is the responsibility of the Building Designer per ANSLITPI 1 Sec2. lSfN�iII651
11 EartM City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites,
ALPINE, wwmalpineltw.comi TPI, rv.tpinst.orgi SBCA, wwr.sbcindustry.orgi ICO wwwJccsafearg
Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
.Top Chord 2x4 SP #2N, SPIT 41/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better.
Attach each valley to every supporting truss with;
535# connection or with (1) Simpson H25A or
equivalent connector for
ASCE 7-16 180 mph. 30' Mean Height, Part, Enc,
Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00
Or
ASCE 7-16 160 mph. 30' Mean Height, Part, Enc,
Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max,
2x4 X4
8-0-0 max M
4X4
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,
xww Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord.
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
Square Cut
Bottom Chord
VaUev
2X4
Stubbed Valley
End Detail
4X4
❑Ptional Hip
TJoint Detail
tI24'lok.
M 6-0-0 `r,
Q 4 -
5X4 SPL (Max Spacing) 2X4 Q�� \fig
1X3 1X3 o-L All" uur�
SP'�1Yr
jJll
-� • .•■.ww
20-0-0 (++)s��1��• `GE
Supporting trusses at 24' o,c, maximum spacing. o ••
moron Trusses
'Partial
••• ! z, at 24' o.c,
•. s�
;
Plan
Framing
i
P'
ANITWCOMPANY
%15M Earth% City% Expressway
11 suite\242
••VARNINGI-w READ AND FULLDv ALL NDTES DN THIS DRAvwaLL
■tINP6[TANTr■ FURNISH THIS DRAWING TD ALL CONTRACTORS INCLUDING THE INSTALLERS. •
Trusses require extreme care In fabricating, handling, shipping, Instatling and bracing. Refer .(�d
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for f •
practices prior to performing these functions. Installers shall provide temporary bracing per SL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bott chordS
shall have a property attached rigid ceiling, Locations shown For permanent lateral restraint o ■
shall have bracing Installed per BCSI sections 113, 117 or 1110, as appllcable. Apply plates to eachisk
of truss and position as shown above and on the Joint Details, unless noted otherwise. ��
Refer to drawings 16CA-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation n
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handing, shipping,
Installation 6 bracing of trusses.A seat on this drawing,
solely vfar the der page 11esign shown. The�sultablUty and Indicates acceptance
engineering this drawing
of this cbr Ing t
for any structure is the responsibility of the Building Designer per ANSMPI I Sect
•
•
_S
A� Q
• f1
•• 1 L���
• • (_.V
�i� ` ■•�q�y �fi
•.w. •• \
(�t1r �•wrb•wVw
'rfa$$t� \N��05/2021
��
30
TC DL 20
BC DL 10
r�
BC ILL 0
TOT. LD, 60
30
15
10
0
40PSF
7 PSF
10 PSF
0 PSF
57PSF
REF
VALLEY DETAIL
DATE
O1/26/2018
DRWG
VAL180160118
55
DUR.FAC, 1.25y1.33
1.15
1,15
SPACING
24.0°
%\ Earth% City.\ MO\63045
For more information see this Job's general notes page and these web sitesr
ALPINEi wrw.nlpineltw.coml TPb www.tpinst.orgr SECA, www.sbclndustry.orgl IM wwwlccsafe.arg
V A
Valley Detail
- ASCE 7-16: 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,
�)I� Attach each valley to every supporting truss with:
(2) 16d box (0,135' x 3,5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on
supporting truss material at connection location;
170 mph for SP (G = 0.55, min,),
155 mph for DF-L (G = 0,50, min,), or
120 mph for HF & SPF (G = 0,42, min,),
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses,
Bottom chord of valley trusses may be square or
pitched cut as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y 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 raid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced withi
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,
wwx Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
All plates shown are Alpine Wave Plates,
4X4
12 3X4
Valle
2X4
12 Max, I—
Spacing
2X4 X4
Pitched Cut
Square Cut Stubbed Valley
❑Ptional Hip
— 8-0-0 Max
Bottom Chord
Bottom Chord End Detail
Joint Detail
Valley
oe-** filed
Valle
4X4
\
/
I
I
I
I
I
I
I
I
I I
I I I I
I I I I I I I
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing.
12
10 Max, 1
9
SQaL�ygll:mnluN
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■■VARNMGI— READ AND FOLLOW ALL NOTES ON THIS DRAWItNGI
*-DF (TANTM FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLER
Trusses require extreme care In fabricating, handUng, shipping, Installing and bracing. RePPP�X�
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA)
practices prior to performing these functions. Installers shall provide temporary bracing B
Unless noted otherwise, top chord shall have properly attached struct,aal sheathdng and b toi
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain of
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to e�h�
of truss and position as shown above and on the Joint Details, unless noted otherwise.
I Refer to drawings 160A-Z for standard plate positions. !
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatl�
lepthis drawing, any Fallure to build the truss In conformance with ANSI/TPI 1, or for handling, ship{
AN ITW COMPANY installation 6 bracing of trusses.
A seal on thds drawing or cover page UstMg this drawng, Indicates acceptance of professloral
1
1514\Earth% City% Expressway engineering responsiblitty solely for the design sham The suitability and use of tKs drewhg
\ \ Suite\ 242 for any structure Is the responstlAty of the Building Designer per ANSI/TPI 1 Sec2.
I%Earth%City,\MO\63045 For more Information see this Job's general notes page and these web sites,
ALPINE www,alpineitw,comt TPI, rww.tpinstorgt SBCA, www,sbcindustry.orgi ICG wwwlccsafe.org
0 �
;..„,04/05/2021
malt TT IoC
ion Tr usses IPartial Framing
at M. 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 DETAI
DATE 01/26/2018
DRWG VALTN160118
55
DUR,FAC,1.25/1.3311.1511.1
SPACING 24,0'
A. • , A
VALLEY FRAMING &-BRACING DETAIL I
r
r ___ ewe__ ... j t-_ . 1 1111;m—m— 10nnuirmmanfC
GENERAL NOTES
Purlins required T-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this Is Impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing Into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: W-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05,140 mph, Enclosed, Cat 11, Exp B, I=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
-ipples 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
gered between rows.
Typ)
mnection Requirement Notes
2x6 rafters to ridge 416d toe -nails
Cripple to ridge 416d toe -nails
Cripple to rafter 416d toe -nails
(ee) a 16d face -nails
Rafter to sleeper or blocking 516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
__. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, 8r BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'4" to 10'-0" Iong
nailed w/ 2 -10d (0.148"x3') nails. Or 2x4 "T' or scab reinforcement nailed to flat edge
of c2ple with 10d s0.128"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 NOS require -Me �•
Nails are common wire nails unless noted otherwise. ` /i
l �eeeo*e.ee��l•
t
. _ XsVM M4G1sa R£AM Alm F1ILM ALL IGTF:S Iz4 THIS MMVVG S
KKWIRTANTss Ftwm= THS MRAVISG M Al. COKnUCT1RS U43- lTG THE MSTALLEM ^
Trusses rcqul^e extreme core h fabrlcatkV, hwidtft, sWpptp. InstalUro and bmdro' Refer fb apl
fdlo■ the latest edtlon of BCS1 o;rndhp r�r+pwr:nt Snfrty LNorwotlon, by TPI and SMW for et7
praetices prior to peMom4q these functions. Installers shag ProNde tenpororY hradn0 Prr
lhless rated other■Ise, tap chord shall hove prapeHy aYtacMd etrucbrnl sheothine and botto
of
sFnll Favr a propeHY nttndved ryd eelhp. Locations shorn For penanent lateral rcstrsht �rtel
AL&�2�o
sFnn Fnvr brnptl'W kntoned per MCSS sections D3, 17 or MSG. as applboble. Apply Water to earl,
L�of truss and ocWam as cFro■n above and on the .loint Details, unless noted oMerslse, e
Refer to droehes 160A-Z for stordard Watr postdons.
Alp1x, a aMsfon of ITV Busdhp Conpwrnts &'or4 Inc, rhea rot he rcsponsble For arty deviation f
AN nwCOMPANY Stir drorFq, any fatve to build the truss h eonfornance ■Ith AxS[/TPI 1, or for hardBnM, shaplrp;
Ftstallotbn C brodne of trusses.
A seal on this drarq ar cover poet tFrthe thlc dra■krp. krJtoates omptancr of profrsdoral
era�erY�p solely for if darn. TM ustohRHty and use of -?- drvehp
for ary- �ni ehr. k re�Hh' o' � ��0 md7�' Per ANSI/IPI 1 Sec2
13389 Lakelronl Drive For mare hformotlon see this Jobs eerxrol rates ppoop. and these eeb dte
EarthCity, MO 63045 ALPMFj ■ernlpir lt■coml TPh sn.tphstory SMCAr ■■■.sbdr k-try.orpl MD ses•Ir-csofrerp
STATE OF l
p P'ef `4
>,
II��ONAIV.�m���
(A) (B)")
TC LL 20 30 40 54 REF VALLEY FRAMING
TC DL 10 20 7 7 DATE 10/01/14
BC DL 0 0 0 0 DRWG VACNV3801015
BC LL 01 0 0 0
TOT. LD.301 50 47 61
DUR. FAC. 1.25/1.15
SPACING SEE ABOVE