HomeMy WebLinkAboutTruss(SEE STRONGBACK LETTER
IN ENG. PACK)
roe hrna0uuu—cnv4>Es, wsrnu srnancenpc
evarE sH¢nnc s nlwum ro muses
Products
PlotID
Net Qty
Product
Length
Plies
11
9
16"BCI04500s-1.8
18,0"
1
J2
3
16" BCI04500s-1.8
16' 0"
1
J3
10
16" BCIO 4500s-1.8
16, 0"
1
J4
1
16" BCIO 4500s-1.8
16' 0"
1
J5
1
16" BCI® 4500s-1.8
16' 0"
1
J6
3
16" BCI® 4500s-1.8
4' 0"
1
J7
10
16" BCI® 6000s-1.8
21' 0"
1
J8
1
16" BCI® 6000s-1.8
20' 0"
1
J9
4
16" BCI® 60DOs-1.8
20' 0"
1
BM1
2
1-3/4" x 16" VERSA-LAMO 2.0 3100 SP
21' 0"
2
Bk1
18
16" BC104500s-1.8
2' 0"
1
Bk2
4
16" BCI® 45OOs-1.8
110.
1
fll
39'-8'
PLU
ar A L
te'—o' ,
I'l 4' ,-a 1 Awa-rraLin
FL L- I L- A�A m o 177 04p5-
REFER TO EP
PACK FOR
CONNECTION.
CJ5
CI CJ3
CJ w
U
U
1'-0p-"
6
2--0-
labeled End Mark
Connector Summary
PlotID
Qty
Manuf Product Skew Slope
'
Hut
24
Simpson ITS1.81/16 - -
fw Code
Hu2
15
Simpson ITS2.37/16 - -
Re11{9vmd
Hu3
16
Simpson IUS1.81/16 - -
Comphanwi
u ENOWOM
01 SC16111"s
NOTE:
DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK CHARGES
WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE
DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293-9487
HANGER CHART
Total Truss QUC�I�I"�I'��Yg28= 9�IMPSON)
Total Truss Quantity = 107 THIS IS A TRUSS PUICE101T PLAN. ITS WHIM To Ato IN THE IWALIATIDN OF TRUSS D=IEERED TRUSS D94WM W ARCHIEC JRA S SUPERCEDE THS DOCURE f A - HHUS26-2 (SIMPSON)
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
C
I- I-
II -
HANGER CHART
AA= HUS 26 (SIMPSON)
, \= HUS26-2 (SIMPSON)
It.
Labeled End Alork
General Notes
1) All parallel chord trusses, flat trusses and fiat
girders have the top chard pod3a0y painted green
to be installed green side up.
AD hangers to be Sunpson HUS26 unless othersis.
2) noted
A9 in= spacug is 24' O.C. unless othe sio
3) noted
Per Truss Plate Insblute 8MI-81 recommendation
4) permanent X-bracing should be placed at a
rarnum sparing 15' O.C. across the span, to
be repealed at a maxmum of 20' betseen each
X-brom throughout the structure.
Places refer to BLSI-111 far any odditiorwl bradng
details.
ROOF LOADING SCHEDULE
TCLL = 20 PSF
TCDL = 7 PSF
BCLL = • PSF
BCDL = 10 PSF
TOTAL = 9.2 PSF
DURATION = 1.25
WIND SPD/TYPE 160
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESIDENTIAL CAT B
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2017
TPI 2014
Truss member design & connector plates
desiggnned for ASCE 7-10 and maximum
forces fio nboflawan neats and claddings
and main wind force resisting systems.
• These trusses have been ravic%cd to tarty an
ndditional lOp psfnon-condurrmtbottomchordIt-
Ioa.
FLOOR LOADING SCHEDUL
TCLL = 40 PSF
TCDL = 10 PSF
BCDL = 5 PSF
TOTAL = 55 PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS OVER 50001
AND UPUFrS OVER 1000#
ARE SHOWN ON ENGINEERING.
WALL KEY
8'-8-
e-LOAD# DESCRIPTION INIr. DATE
mar aaL rnss h«r e/eane
imm by ce— m un a L L max m:
ism ansL: Lunn hLa ensue
aFat 1AR lnR➢ .iel BIS/le
16a1 - lNSE Lan➢ LID 1Nh2J19
HLaE lIIta Lae 8/la/19
ram BnSE Lana Lao 9NA9
rain INSE lane a9V al/23/'dl
Bluff LOBO Las
LOAD# DESCRIPDON INIr. DATE
ov
�r >eL esx asQ Nrr
e/eene
ran
ac tsxma nm
e/wie
0Y
PLVS➢ CDl6raR alln LVL L➢B
]a/IP/le
ale
ae51- M V/YJmeT LLB
eAe/19
0a
YEVS➢ fIt£ IaapT WLLRI6 Lee
1-1
os
aV® entaaa eau
a-2o
ass
cn/szaea> Los
4—a
I rce bran uwr rw a� suhma hsx I osaaecm]
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G. N. W.
WINTER HAVEN FLORIDA 33880
PHOND (800) 959-0806
FAX (863) 294-2488
BUILDER DR HORTON-77 RD
PROJECTCREEKSIDE
MODEL 4EHB/ HAYDEN/ H
CCA PROJ/MODEL/ALT
7A5/320/4EHBH/01
ALT DESC 10' X 8' COV. LAN.
OTC 3329 TRINITY CIRCLE
LOT 78 BLOCK
DESIGNER
PAGE
RAA
q
1
DATE
10 24 17
LAN ##
N362326L 1
SCALE
3 16 "=1'
(SEE STRONGBAOC LETTER
IN ENM PAW
rw ruaa.r t calm srRarmrxs
tsEsac tlaarrea s ,vnen 10 l�
Products
PIDtID
Net Oty
Product
Length
Plies
11
9
16" BCI® 4500s-1.8
1819,
1
J2
3
16' BCI® 4500s-1.8
160"
1
J3
10
16" BCI® 4500s-1.8
160"
1
J4
1
16" BCI®4500s-1.8
169,
1
J5
1
16" BCI®4500s-1.8
169,
1
J6
3
16" BCI®4500s-1.8
4- 0"
1
J7
10
16" BCI®6000s-1.8
2T O"
1
J8
1
16" BCI®6000s-1.8
20' 0"
1
J9
4
16' BCI® 6000S-1.6
20' 0"
1
BM1
2
13/4" x 16'VERSA-LAMS 2.0 3100 SP
21' 0"
2
Bk1
18
16" BCI®4500s-1.8
2' 0"
1
Bk2
4
16" BCI®45OOs-1.8
1101,
1
b
r
b
�L
21'-!i
Connector Summary
PlotlD Qty Manuf. Product Skew Slope
Hui 24 Simpson ITS1.81/16
Hut 15 Simpson ITS2.37/16
Hu3 16 Simpson IUS1.81/16
NOTE:
DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK CHARGES
WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE
DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA,INC. 877-293-9487
Total Truss Quantity = 107 Total. Truss
710 5 A 7E M KNI BR PL/YL 05 NBDFD 70 AD N 7W NSMUMM'OF 7RILSSES. 0=110M TOM DRAGS AID ARMERF. S SIFEACfIE MZ DOCI11F11C
PLU
REFER TO Eta
PACK FOR
CONNECTION.
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
ILLLLLLL�
I-
I-
�
ILLLLLLLL�
-HANGER CHART
d\= HUS 26 (SIMPSON)
d \= HUS26-2 (SIMPSDN)
PANiewed for Code
laAed Fla ark ` omp banm
UWvwsai Engnewft
.Scienws
HANGER CHART
QU(ffitlf�2f>= 96SIMPSON)
d ► = HHUS26-2 (SIMPSON)
U.bd.d End Mark
General Notes
1) AS paopd derd t 0.% flat tnoxe and flat
Ord- Aare the tap derd pz§* pdrded 9M
to
be :deed green soar up.
2) ro "m bs Stgem MMS WAM mrnar
8) � Vocing B 14' = unim aUeaee
Pe Tatar Plde k051de BM-81 rerameMr6on
4) pemrma x-Ataerq dam be 0=0 at a
rr1.4. sporkq IS' = a the spat, to
he rtpmmd at a mador m of 20' Aebeer w A
X-0rom a.oiyrart tle struckae.
Pleat rd� m BISi-Bt for dry o' IN Iwtiq
dealt.
ROOF LOADING SCHEDULE
TCLL = 20 PSF
TCOL = 7 PSF
BOLL = • PSF
BCDL = 10 PSF
TOTAL = 9.2 PSF
DURATION = 1.25
WIND SPD/TYPE 160
ENCLOSED
BLDG EXPOSURE = C
USAGE =RESIDENTIAL CAT H
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 pSF
DESIGN CRITERIA
FBC 2017
TPI 2014
Truss aremberdesi@o & connector plates
are tig,�Wd, for ASCE 7-10 and
forces fromboth mmporews, and claddings
and rnainwird force resim�o s,•ue�.
`Theo basses hwe been revientd to carry an
additional 10# pd'm � mbottomchord We
FLOOR LOADING SCHEDUL
TCLL = 40 PSF
TCDL = 10 PSF
BCDL = 5 PSF
TOTAL = 55 PSF
ROOF DLSOO FOR'
SHINGLE
ALL RFACIIONS OJFR 5000j
AND Metllf'IIFIS Bt low#
ARE SHOWN ON e4wi va
WALL KEY
®8 8 1 '•�•'�'•'
DESCRIPTION INrT. DATE
rm rera twr
s oraraKaue eruLrw ws un
o er= raw w
a•-
rn ars rnar u
em —UM u
rN aLs rare u
s r>: rnw w
as rx tau u
LOAD% DTSMPnoN [NIT. DATE
v
tar 73L w M rr"
eiarn
tl
DO Oe� La
41V1
tl
1lV2ar mrQ1R ■N LVL tar
WIr9
o
rcvn rra: rarrr oectn rn
siwu
rt
duds wrrar w
vara
rr
ravrmew u
wnr
`er Irarrtrar�ta eras wel aca®J
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G N. W.
WINTER HAVEN FLORIDA 33880
PHIAEr(800) 959-8806
FAX- (863) 294-2488
BUILDER DR HORTON-BUVARD
PROJECT CREEESIDE
MODEL 4EHB/ HAYDEN/ H
CCA PROJ/MODEL/ALT
7A5/320/4EHBH/01
ALT DESC 10' % 8' COV. LAN.
OTC 3329 TRRi1TY CDR
LOT 78 BLOCK
DESIGNER
PAGE
RAA
1
10 24 17
,LAN§362326L
3A 6 "=1'
6• . A�
ENGINEERING PACKAGE
Builder: JD.R.HORTON / ORLANDO
Project:
Model/Building:
Lot Alt:
7A5 CREEKSIDE
__.._.............................. __.......... ............. __........................... ........................ .._... _................................... _.... _..........._.................. ...................................... ................................... ............................ _........ _...................................... .... ..................................... ........_............................. _ ..........................
.....
EHBH
1F
Lot: 78 Block: .�� Unit: ,_�....�
Address: 3329 TRINITY CIR
JobNumber: IN362326
Revision Date:
New Load #:
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
R 01 _ "._..mm.
Ret iewed for Code
Compliance
Universal Engineering
—erwee
ALFIN . E
ME.irch 1-3,2019 AN rTWC6mPAW
Mr. Bob: Michaelis
Carpenter I Contractors of Am6riba,, In"d-
3900 Avenue 6, Northwest
WJht& Ha[ven,,FL 33880-6201
Re: Alternative lhstallations.for a single ply carried truss with a width .less
than the e
hanger width, And,
wood.blotking.tq4thieve full design load:-Vot6L-..fo*rface--mounted:'hanger'.atta6h 6rit" ift *
m oa, one ply
supporting girder (Reference d6t6ll WA3M2).-.
Rear Bob,:
For :a single ply carried truss with 'a width less than the hanger width you" can irisIpIl'.p. prefabricated jack..
scab .truss: (*)-for wood'.filler 1516ckihgi The chord sites -c . . ord, grades, and-Alpirio-c hhi�ctbrpIM6(s) to.
..h h
bethe. same :asthe single:
PI.Y.camed truss. The prefabricated .jOck:sdaib'truss (*),will have a..minimum
Jengthpf 487 and Willhave a. minimum p6hit .:of,5/12 .., The single ply carriecl'...a `tcuss shall havereaptilon Of
3,5009 or less. Attach prefEibdt�at6d.jack:scab:truss. with. two. a) rows. of 0.128"x3.0"'GUn Nails at,2"
0C. pee- row, -staggered 1'":(See FI&I e6 I 'b6l6W). P16ase'-.ref&r to the' Simpson Strong. -Tie CAW'
. . og C-C
201:9- page 216 1=i9pre:3* 'for more information;
Figure
F.o,r,a sirIgle, ply'", M "er . that requires wood blocking to,'bdhJ0' ve:�'Ul design load Value for face -mounted
hangers -attach one wood bloc tq:the back face of the single Ply girder with the same sizeand
grade. as the bottom. chbtd. Of tho. single Ply girder. The :-Wodd block 160g.th to be such thatthe"wbod
blockjpq -extends to e6qft adjadent' panel points ;(webs ;And bottomich6rd intersecUons); Attach wood
'Jrows- 612� 3 two;`��- each
X.. vj duri N6ils dt-.O"- per row, staggered 3.0 applied W the
6*.*Forum Drive 8vite, 305., Orlan.d.p, FL.. 328.21
mwmal0heitm,com
M
w
ALPINE
A-N"COWAW,
single plygirderface; With an additional (.20) 0,1.*28'!x&O'!'Gun ':Nails at each; pan Ip
e nt applied `to `the,
wood. blo&k face ($6e R§Ute2
.below). .Ple.06 refer to the
-page 216,. Fig.drb.ffor more irifdrMatioin.
Figure Zi
The applidatiofi of pt6fabdcaited jack * sc6b truss fbir Wood filler blocking wood :blocking to; achieve fUll.
design load value for fac&-mounted h6ngers must be :approved by the. hardware manufaciurer:
Ali ddd'e** and end: distances, arid toadiho for . all . nail 6dnnebtioris must be sufficiOnt to preventsplitting of
"Wood..
If I can.be. of any further .assistance: or if you 'have anyquestions. please7give -me a call. .
:William H.e.Krick .P.E..
'Chief Engineer
Alpine -an * C I ' TW* Company
Engineering Engineering Depqrtm.06t
Odando, FL
STATE dF
a
6750 Forum Dflv&. Suite .I3O6',;O'r*lafid6...FL 3282.1 - (800)521-.9790 - (863) 4.22- . 8685
.ww.w I P, 41 iihol*q6rh
t._
ALPINE
AWWCOW-MW
April 26,.:2019-
Mr. Bob Michaelis.
Ca.rpehter Gohtradtors -of Arne rida, Ind.
Avenue Gj Northwest
Winter Hiiv6n, FL 33880-6201�
Dear. Bob,.
.Rb' Stronopack bridgihg. on fb6f trusses.
I understand -there. i's sorhd. concern over our recommendations for str6hdback. bridging on roof trusses,
'Sftongback bridging for roof trusses is not.a -requirementofANSkTIPI 2Q14 .nor i it. a requirement,ofthe.
.. _' I . ..9 .. '. ; _. trusses - .. ... .. requirement .. "aw ; . .... . .. : - - .0 s
Building Component -Safety, Information- .(BC.SJ), But strorigback bridging on roof :trusses is
recommended by Carpenter Cobhtrktdrs of. America. -Str6hgbadk bridging, serves the. following two.
functi6h.s:.'
One, bridging aligns the bottom chords after thev: are- set :so.. they are uniform
or m, along the, ceiling
linei and hei'o*s"'wlith".tOiling�servic0eib.ility.
T-Vvoj bridging reduces relative deflection.of.adjacent trusses::
Str o.ngback bridging'.do6s: not: prevent or reduce overall individual deflection, especially any r6oftrUss6s,
.. .. .. ....... ........ ... . d1p g.mgral jn...1/*1'nch. . ......
St iftnanibn: bracing %and is not
prigoack- bridging in roof. trusses does not serve- as terhobiary..or permanent
intended to . ii- fbdiO or design loads; between trusses. Consequently, -no desidh load' havi�:
ihten .distribute.
been * n accounted for. -With this. detWI drid continuous- strdhgback.bddgihg should' . . not beiAttached between
common and girder trusses.. The use :of strongback bridging` shall not. interfere with other, design _
considerations as specified .by the Ehginie'e'r"cif Record or the Building: Designer.
The outer ends .othe stroqgb:ac1k- bridging shall ba.Aftgched.10 a wall or anqthior_secure end..restraint;
t- or
as.specified '.b E eir' of R66ofd 6r.thd BUilding.Desig"he'r.
. y the Engineer
Sfrorig'back- bridging'shall. be --'a. minimum :of 2j(6 nominal lumber. oriented with the d'eOth vorti af:
ic .. Attach
with 6d -common nails MABZ�x3 51 nails at. each intersecting 'rhembet. When -extending the
strongbadk bridging overlap by at. a.minimum of two trusses. The Jocatio4 of. fhe: s.trongback- bridging
maybe specified :b' h Mbbibf6dureir,. Ehgi6e&r* of , * Recordor Building Designer Ple�s`e -tef&:to
yt
136§1 "Strongbatklng'Provisions" orto. Al in MORJOP10114 deidil for more informaf.ion. The grqphk
showh niarl - illustrativepurpose only.
re_- 1) is forge i 1c.
,6760 Forurn Drive:guite 305, Orlando, FL 32822T - (800) 52147K.- (863) 422"8686
www;]Oineityv.00m.�
6.
ti
ALPINE
U L. F., $A I L. 1.1 V . I . 3 )
OLILS, Aot �i 10
Figurej,
If I. -can be of any further assistance' or -if you have: any questions; please: give.
me a call..
William: H,,Knck-1O_'r ':.
phief'.Eng-tpeer
Alphe an 11TW.:CqMpany
Enginq6rl1V*Department
-O&nclo, FLV82.1,
-6760 Forum Drive Suite.:365, Oiianiclo, FL 32824 = (800) 521-9.790 - (863).4224685-
wwmalphei cqm
1 0
STRON GBACKI BRIDGING RECOMMENDATIONS
m--All scab -.on blocks tha(L.be:-cx -minimum. 2'x4
BUTT STRONGBACK .0
BRIDGiNG TOGETHER 'stress @t7!;qecI lumber,.
iw.-Al.l stnongback bridging and bracingsiaA hbe::.a
minimum 2x'6 'stress' h. g!-ic.L,6Ie.,0..;wbqi
►The p.qrp.ose of strondbarzk �Ibrjdblhq Is. to
-OW 'ATTACH SCAB WITH 10d:BDVGUN.. develop Ii ad sharing 4etwe'?n1ndR11dUd,( t
0
NAILS. IN.**.E ROWS. AT SCAB' .6' D.C. 'resulting In -60 overall .Increase'In, -the
NOTE, 1N LIEU OF: SPLICING AS; SHOWN, Of, the.- floor. systerc 2x
LAP"STRONGBACk-99111GING H . EMBERS- s+10r-.:of
FOR -AT LEAST: ONE -TRUSS,,SPACING stropgbckck brldglng�, pdtiltlohed- as� ishibWhi In
STRONGBACK'SRIDGM15. . CE I)ETAIL cleta'lls, Is' recommended ,at 101 _0`
NOTEj Details ;1 and R.-are the :pY�pf-grO�?d' attachment mothbcI5. tertns '16'rid'l d :'b' sometimes
ATTACH STRONG M .9 .1.0 909 e an r'CLClhg are
wEB:W/,(3), lod COMMON mistakenly �used.:.,fnt' rchanqeabl�.. `�B�rqejhij�� Is :cLn
:(0X48?k3) .NAILS fmpqt�-*.tontl structural r�OoUlreMeht- bf Any. fto&
(4):10d:BOXIGUN r roof 5ys.tem, Refer to thLTruss. Dlesloh
kIV)NAILS
-D'rq;*Ing (TDD) rr `the.',bracing rLquV,'&m.ents for
each IncliviolTo
Uak truss component, 'Bridging f
partIcUtarly, `strongbq6k.';IdrIdgIng' . 1s a:..
f
rec6mmehdatloih- tru.s`s�st!j to. helgr a
control .lvlbi-�a+lor-). Ih: additiob;y
: tb-aledirig In -the:
distrib.UtIon of point' toads between adjacent
reduce
rontotruss, -st gback bridging serves t
STRONGBA.Qk BRIbOING ATTACHMENT ALTERNATIVES
AN RWODMPANY
13713 fi"*ft Drive
Wto 2M
Maryww welpfa, Mo put
web
&L
td i
13 DOVAS)
/4 Miiw
L:P&"
Pounce. or res-I.qual vibrdtllpni r.esJut-tino: from
mooing point loads; p ..oqdsj :such as footsteps;
The performance. of all 'floor systems -are
enhanced by. the. Installation of s+rdhq.6.a.tk-
bt;-Idging and --thet-efore:ls. strongly recommended
by Alpine,
For additional
' trongb4qk
bridging, refer -t. p..BCSI (BUILcIlAg 'Component
Safety Information),
N6. 70861.
rr-1 At-
012--bll
PL:
PSF
REF
DL
PSF
DATE
DL
PS.F*-
DRWG
LL
i/LD,
PSF
K
........... . .....
0 R4-068R
N?V�f! IF' 04LEM "Of MAUL R-TOPIING. MORE
I. -.THAR-" tau$ BE
-ph-00,1, CONS! 7C- MAL.-
-.4C INTRA riEq W ':Q r-AW.-T.I. aN mx
Mov, .05-11 HAR 0 1; ?F::'A.-*,F
lot :9 P. M., -14A PAL-L
ROT".g." Sg-e -APPROPRTA . TR: Ai `P Wt,--miiriw, F'P.-IOMSER, -PLAM.8 AND.:
-OTHE4 DATA N.QT..'p C�-t
:NOV!:.. I RU, RAXERIAL -AM L-AEQP,'
11-471ALIL 'AND TID H., . -
fifIll MAT�.RJ-N 'T�JD-M' PL 0,
pm: VORO M, A -A. PSI I
'tk ., . .
br
mum
a
7 IF
t-AMS-A,
X4 -DR. 0, .
. UINS .1525
T.
. . .................
CL
o
cm t=j3
TMj
tj
Cracked or Broken
This drawing specifies repairs for a truss with broken chord
or web Member,
This design Is valid only for single ply trusses with 2x4 or
2x6 broken members, 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 de -tall.
(B) = Damaged area, 12' max length of damaged section
(L) = Minimum nailing distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member. Applyy one scab per face,
Minimum side member lengths) = (2)(L) + (3)
Scab member length (S) must be within the broken panel,
Nall Into 2x4 members using two (2) rows at 4' o.c., rows staggered.
Nalt Into 2x6 members using three (3) rows at 4' o,c., rows staggered,
Nall using 10d box or gun nails (0,128'x3', min) Into each side member,
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade 01 and MSR grade 1650f.
This repair detail may be used for broken connector plate at
mid -panel splices.
This repair detail mayy not be used for damaged chord or web
sections occurring within the connector, plate area.
Broken chord may not support any tie -In loads.
S•
L L
r
�Typlcal
O + O + O + O +
S2'
tagger
+ = Back Face 10d Box (0.128' x 3', men) Nallsl
o = Front Face 2x4 Member - Double Row Stagger.
2x6 Member - Triple Row Stapperei
Member; Repair Detall
Load Duration = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Memberi
Size
L
SPF-C
HF
DF-L
SYP
Web Only '
2x4
12'
620#
635#
730#
B004
Web Only
2x4
18,
975#
1055#
1295#
1415#
Web or Chord
2x4
24
975# 1
1055#
1495#
1745#
Web or Cord
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
r
30
1910#
1960#
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
360
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
r
42
29750
3045#
3505#
3835#
Web or Chord
2x6
43954
4500#
5225#
5725#
Web or Chord
2x4
.48'
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
6660#
Nail Spacing Detail r
naVARNHIGl■n KhO AND ro txv ALL NOTES ON THIS DRAWINGI
wwWORTANTrs FURNISH THIS DRAWING TO ALL CONTRACTDRS INCLUDING 1HE INSTALLERS.
Trusses require twtrrnt care In fabrlcathil, hondltq, shippha Installiro and Iraeln4 Refer to and
follow the lai■st edition of BCSI GkAdhp Component Sofrty lnforeotlon, by TP7 end SBCA) for safety
praetkes prior -to peWornh+p ibex* funcllona Tnstallars ■hoU provlrM tanporory hraet1: per 7CS1.
ns noted othervlst, top chord shall Nava property attached structural shea and botton Cho'.
�,. shall have a properly attnc)kd Id coll�r,�,ay,, LeeaHons shown For pernarnent lateral restraht of J%01
shalt have braelnp hstalled per BCS1 ract(ar,s )13. 17 or 3306 as applicable, Apply plates to sash Fact
Q S�� of truss and position as shown above and on the Jolni Drtols, unless notedd othervlse,
Refer to drawlnpr IinA-I for standard -plot. posl4lonr.
Alpha, a division of ITV luldln Components Oreup Inc, shall et be ruponslble for orrryry deviation fr
AN i1WEAMPVNY 9t ln'lanp. any falurr to bull.ithe Truss 1nConTormancr 4119 ANSUIPI 3, or for hondhq, shlpphs,
hstallat)on 6 ZadnD of trusses.
A seal'm this ahroshp or cover pa Usthp This dra■4,p. I+dcntes acceptance of pwFestlenal
g4nee re■porulbilt ,, salsly for lffe desgn shoom TN altablity and use of tuts dravkv
1338D Lakefront adva for nny slruct.a-e Is the rtx*u 0.ky of Vw IMUft Deslpner per ANSLTPI I Svc,&
Eadh CBy, Mo 03045 ror Dora Informationr set this Job'peneral notes ppact and lhtst web sites,
ALP1N6 wwe,el ntltw.aen3 TPL vwetpin■torgl 43CAA vww.sbtindu■trycr03 IC6 w■wJCCsafe,erg
• Hinh,un
L nktnnee
e
L
s
Hlninum H H
L;Wstonce
L
Hlnlnun H L
L Distance
L
REF MEMBER REPAIR
DATE 10/01/14
DRWG REPCHRD1014
SPACING 24.0' MAX
j 41
VA . LLEY
M
RIDGE
BOARD
axi)
Lumber Size and i5rade-Minumam Requirsmqnts.
, cwnlwn
W , 02,':00�-2:4r 6tqar
Purffn.5 .&Oml
baiiir
IKG i WA cl'r.66�
SPAZING
bf.
4&ro
IALLEY RAFTER
9EAM,ZV5R,e 79APA
KAFMFtS
1 2,hil
AX4;4E ICKINGr
TIV43-
TRUSS UNDER VALLEY -FRAMING
V.XLL6r RA M.R.OR RIDGE
+Crfp0leb,40-07!'1dr,30 psf (TL)'4Ad-2lJ PsIf (.TDJ mazx
?.1ntaAqh mw1s.Uht(k§ from-thtydilays br-sloopers,
�G" "' N: ifcl�tfi�oihatcrli'
IN_ 11 i�VorWitrIn W16 Ail Pie (ocatlarls are
stag6er ' 'bqtw",p rows,,
.2. b" D.C. mp)
,4H!
I i 11 F! —T
MALL,
PLA
by -others)
0
90.
2
6YT&1&!dffdjd
4 20dtod-nills
Ing
3ieaiFt.
Ciloole:t6f.af&i.
-
('11 & 16d-ftte-nalls
4.
Riftir Mciipafdi
W. b1btkift.
5-16dici-nall's
Wt&t6.two-20 sleepers.'
4 2 Ed toe4hl 2
S.
-51dep6i tki-bndfi,
4*16dtdLLhQlls
td&MUs..ea.ch slaep.e0kyug
bldck
4 16d toe-ntilJs
.7.
-FrId6e-bo2ird fotr.00
4 -IC?d. tOe-A-Ols
S.
.-Fruffiri toL (TYR).
�Trizemeii(volike
Trusytd;0lopti.
'rfuss to dt*Wle.
4 1G.d toe-tfift
:.ARE USED)
.13.
tbka'ftdt
4 WdIolenalls.
NOTEf dOMM&
MAIL-k
h dUqlVbfi6Qthft into'Purtrin with a
-galls'
dd I u arcis•1 1 or dci�irvqn
"X2-5.) co eld&Wkafter,
-8d '0i (e-,6tCMci
.. "I of a. .. r- .1 .411,51
.Ru .,Df:a 0. o16ng li�q frqp*er�qum6er*Qf- nails are
. f . .
TW4 pt bro
hdtd d"UWrA Widla t
NOS U
all Aa.1110#.. fi�gcFdbT#nc:q,to,.durran
-max1muqj dnIp"d height; 3,0-feet. 4.
146 mphl.Wise * d"6i it, m,0.-x1A-0,-yat-1.0
A Mlll�tTuZBO m.
rniih; ..%, . . . . . . .
wji6 'X, T ;�d •-SO 46 54 Ev,
'Kt0aAW—f,Mw1rm 0 B.. RV Nk!" t n
bbkdrxi W*AH-to J AM j0/qj
-tVV, *,Ak ".. =1M.'" _V,.vHp TC DL It ZO 7 D. j/14
ti
foug tMI'mit od
v-k4-&CkQ-Pt1_z_
-EWA' 6� ther?d" 0 .0 0 0 CNV.180101S
Mlt t •pea C.
pap' ih4tlwva IRC 15L DRW.G V
_4�N j ftA
P&
f t�l.8TAT %;IT
% 0 Q!, - Bc. LL o -0 o 0
01 -4 i
fW Ala - ir m
'TbT. LD 7 61
M Ak.%fs,� of o
Am 14 'h cWorhtimir wMWMq71 -L or for'
*hu. ew.
H TrWCOMPjkW 0 R, W
=2-
k Kw
�tiwm.
4W f4r
nwm
0 OLi [;SPXCIR�q ABOVE
I
Face -Mount Hangers - I -Joists, Glularn and SCL
......... ............................................................... ................................................. ... ........................................ ...................... ............................... ................................................................................ .............................. . ...................................................................................
Ob These products are available with additional corrosion protection. For more information, see p. 15. Codes: See p. 12 for Code Reference Key Chart.
ISO
1W]
Carried
:Dimensions
Fasteners
Allowable Loads
MeMemberIn
,
Actual
DF/SP'-
-;SPF/HF
AM t
'Model
God
Size
N
Web
Maxas
peel H It
Header
Species Head er
f.-I
Jin),
is
Stiff
V
'Hi
il
F446:
Joist
'Uplift
Floor'
Snow
Roof
Fkdr
Snow
Roof
Regd.
r
(1,60)
(100)
(11.5}
(125)
(100)
_015)_(125)
Min.
(14) 0.148 x 3
70
1,660
1,805
1,805
1,425
1,555
1.5355
IUS2.56/16
-
2%
16
2
Max.
(116) 0.148 x 3
-
70
1,805
1,805
1,555
11555
1
21/2 x 16
MIL12.56/16
-
21/k
157N
21/2
-
(24) 0.162 x 31/2
(2) 0.148 x 11/2
230
3,455
3,920,4,045
2,970
3,370
3,480
U314
/
� 29AG
101/2
2
-
(16) 0.162 x 31/2"
(6) 0.148 x 11/2"
970
1,945
2,205
2,375
1,675
1,895
2,045
HU316 / HUC316
• V
21A6
141/8
21h
-
(20) 0.162 x 31/2
(8) 0.148 x 11/2
1,515
2,975
3,360
3,610
2,565
2,895
3,110
IBC,
MIU2.56/18
% 2
1731,6
21/2,
(26) 162 x 31/
0.2
(2) 0.14 8 x 1112
230
V45
4,045
4,045
3-�20,1,3,480
3,480
FL,
LA
4HU316JHUC316,"""
V,
2%
-,144/8
2i/zT
.(?0) 0.1q2,,x 31/2"'
(8) 0.148 x 1_ 1,V,'
1515
2,975,33
1 60
3,'610
2,565,12,895
3,110
21/2 x 20
MIU2.56/20
21A6
197/16
21/2
(28) 0.162 x 31h
(2) 0.148 x 11/2
230
4,030
4,060
4,060
3,465
3,495
3,495
1V 22'
MIU2.56/20,
V-1
21/11r,
(28) O.t2,xT/2
(2) 0,148 x 11/2,
230
4030
4060,4,060
3,46
3,495
3,495
2 9/16 X 9 1/4
to 26
29/16" wide joists use the same hangers as 21/2" wide joists and have the same loads.
Ml 312' U /6",
11/8
2
MU210-2 HUC210 -2
8jYw"
"ZI,�,795
Max.x.
(18YO.116,2 3i/i
(10) 0.148 x 3
2, 680
3;020
3,250
2,305
2,605
2,800IBC,
7/a
MIU3.12/11
-1
131A
I 11 'A
21/2-
(20) 0.162 x 31/2
(2) 0.148 x 11/2
230
2,880
3,135
3,135
2,475.
2,695
12,695
FL,
3 x 11
HU212-2 / HUC212-2
- I V
31A1
10%
21/2
Max.
(22) 0.162 x 31/2
(10) 0.148 x 3
1,795
3,275
3,69513,970
2,820
3,180
13,425
LA
31A glulam :HUGQ21
9
HGUS3.,
'l-IGUS3.�
LGU125
HHUS46
31/2 x 51/4 HGUS46
HUS48
'3 Ih- x 7 1A HHUS48
IUS3.56/9.5
MIL13.56/9
U410
HUS41 0
HHUS410
31h x 91/2 -
HU410/HUG410
H000410-SDS
HGUS410
LGU3.63-SDS
MGU3.63-SDS
HI
,HL
� 1(12) 1/4,' X 21/2" SDS 1 (6)
31A
51A
1 3
1 -
(14) 0.162 x 31/2
(6) 0.162 x 31/2
1,320
2,78513,155
13,40512,39512,7
5
2,9301
13%
06
4
-
(20) 0.162 x 31/2
(8) 0.162 x 31/2
2,155
4,360
14,88515,23013,750
14,200
4,500
3 -A
N6
6 N6
2 `
" -�
C6) 0.162 k 31h
(6),0.162 x 31/2'�
!,�320
1,595
1.815
11,9601
1,�65
1 1,555
1,680
3 5/8
71/.
3 1
77'_
(22), 0.162 x 31/2
(8) 0.162x 31h
1,7 1 80,
4,210
4,770;514
0
11 3,6151,4,095
4,415:
0 .1
35/7M6
4.
(36),0.162 x 81/
(12) 0162 x �4
�3,235
7,46O
,7,460
7,460,
6 15-]Z�415�
,41
35/a
91h
2
(10) 0.148 x 3
70
1,185
1,345
1,455
1,020
11,160
1,250
39/is
8 11/16
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
39/iG
83/8
2
(14) 0.162 x 31/2
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
1,965
2,120
39A61
815A6
2
(8) 0.162 x 31/2
(8) 0.162 x 31/2
2,990
2,125
2,420
2,615
1,820
2,070
2,240
35/6
9
3
-
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,565
5,635
6,380
6,445
4,845
5,486
5,545
39A6
8%
21/2
-
(36) 0.162 x 31h
(12) 0.162 x 31/2
3,235
7,460
7,460
7,460
6,415
6,415
6,415
39AG
9
3
-
(12) 1/4" x 21/2" SDS
(6) 1/4" x 21/2" SDS
2,265
4,500
47500
4:500
3,240
3,240
3,240
3%
9 1A6
4
-
(46) 0.162 x 31/2
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
7,825
7,825
7,825
IBC,
3%
8 to 30
41/2
-
(16) 1/4" x 21/2" SDS
(12) 1/4" x 21/2" SDS
5,555
6,720
6,720
6,720
4,84014,840
-
4,840
LFL
X
35/8
91/4 to 30
41/2
-
(24) 1/4" x 21/2" SDS
(16) 1/4" x 21/2" SDS
7,260
9,450
9,450
9,450
6,80516,805
6,805
�RQEN
�BBEE
Nr,1 '11 " I ' :I'-
3% 1' 10% 1% 4 1 -
(16)'0.162x'Th (6)0.148X3
1'.(30)0.162x,31/2 1 (10) 0.1UX31/2'
46 See footnotes on p. 150.
Simpson Strong-TieO Wood Construction Connectors
Adjustable Truss Hangers
�v��EERFp
W
�j
a
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
Install top and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
the THA29, nails used for joist attachment must be driven at an
angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
35W (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
13W for
THAG422
for
422-2
426-2
THAC422
Face nails Top nails
per table per table
13/i typical
2'e for THA422.2
andTHA426-2
THA418
Double 4x2- 2face nails
Use full table value-11 (total)
Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of head4
® Double -Shear
Double Dome Double -Shear
Nailing
Shear Side View; Nailing Side View
Nailing Do not (Available on
Top View bend tab WOsome models)
Single 4x2-
See
nailer table "
4 top nails
(total)
` Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
ryNwai 1 nn4z7
Top Flange Installation
er to
tnote 5
p.187
86
THA/THAC
Adjustable Truss Hangers (cont.)
OD These products are available with additional corrosion protection. For more information, see p.15.
0
THA29
18
1s/a
91tis
5Ys
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/s
—
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2:610
2,610
2,610
450
1,985
1,985
1,985
THA213
E8,
1la
1 3 .
5 /z
2 '
4 ,0
(j. 148x3
{2)0148x3�
(4)0,1'48x11h6
1 "�w
1,4611 '
1�`Sn
1 1L':
."-
"=1; 10,
THA218
18
1 %
173/s
51/z
2
—
(4) 0.148 x 3
(2) 0.148 x 3
(4) 0.148 x 11/z
11460
1460
1,460
1,110
1,110
1:110
IBC,
THA218 2
THA222-2
.1s .
16
31/a
31/a
171%
_. 1,
223Ms
- "8. "
8
2
2
—,
—
(4} 0.1 fit x 3'h
(4) 0.162 x 31/z
(2} 0:162 x 3'Iz
(2) 0.162 x 31/z
(6)'Q.1"48"x 3
(6) 0.148 x 3
—
—
1.9#
1,960
1;991
1,995
"1;935
�,
1,995
—
{ (u
1:490
f 1 i s
1,515
151,s :
1,515
FL,
LA
THA413
18
A.„
13�4s
4il:'
2 ,
—
, (4) 014B x 3.
`{2} 0148 X 3
{4) 0:148.1C 3"
1 �3,0
i. i30
-1,530,
1,"56a
71ts31
''"
THA418
16
3%
171/z
77/a
2
—
(4) 0.162 x 31/2
(2) 0.162 x 31/z
(6) 0.148 x 3
—
1,960
1:995
1,995
—
1,490
1,515
1,515
THA422 ' "
16
35Ja
22"
7.7/a
2
—, V'
(4) 6.162 x 3'h
(2) 0.162"x 3'/z
(6)"0148 x 3
1.vti3
3' .a5
1;995 s
—
? 49
7 1 a
i; 515
THA426
14
35/a
26
77/a
2
—
(4) 0.162 x 31/2
(4) 0.162 x 31/z
(6) 0.162 x 31/2
—
2,435
2,435
2,435
—
2,095
2,095
2,095
THA422 2"
14
71/4"
221t/s
93Ia-
2
—
(4) 0.162x31h
(4) O i62,X�3'/z
(6) 0.162 x 3h
` '
3,3 0,
3,330
, 3,330 --
2�865
,2;865.
_, 2,865
FL
THA426-2
14
71/4
261/s
93/4
2
—
(4) 0.162 x 31/z
(4) 0.162 x 31/z
(6) 0.162 x 31/2
—
3,330
3,330
3,330
—
2,865
2,865
2,865
THA29
18
15/s
911/s
51A
1
911fis
1
(16) 0.148 x 3
(4) 0.148 x 3
525
12,265
2,2651
2,265
450
11950
11950
1950
THA213
18
is/e
1851"
51/2
014$.X 3
(4).0.j48 x 3 "
33 5
U46
2,340
: 4450
THA218
18
15/a
17 As
51/2
—
173A6
—
(18) 0.148 x 3
(4) 0.148 x 3
855
2,450
2,450
2,450
735
2105
2105
2105
THA2163-
16.
31Ie
IVY%
8
— '
,'1446,
; — ;
(22} 0.162 x 3,/z
�- .
(6) 0.162x 31h
_
.,855
.3,310
3<310
', v
1595
._
2,845
2,845
.2,845'
IBC,
THA222-2
16
3%
22-6
8
—
14'/s
—
(22) 0.162 x 31/z
(6) 0.162 x 31/z
1,855
3:3 10
3310
3,310
1,595
2:845
2,845
2,845
FL
LA
THA413
18
351a"
13 s
41/2
"—
133/a
,=(14)"0A48'c3
(4)0.148x311
2,,rO4S
2,340-
2,450'
`735
d'#0
2(}':iU
?J05
THA418
1 16
1 35/e
171/z
77/a
1
10%
—
(22) 0.162 x 31/z
(6) 0.162 x 31/z
1,855
3:310
3,310
3,310
1595
2;845
2,845
2,845
THA426
14
35/e
26
1 77Aa
—
161/s
1 1(30)
0.162 x 3'/z
(6) 0.162 x 3'/z
1,855
4,415
14,4801
4,480
11,595
13,795
13,8551
3,855
THA422 2
"_19
7'4
221t/s
93i "
—
" 16�s
(30) 0.162 x°3'h
(6) 0162 x 31h
1855
5,170
5,520
'5,520
1;595
4,445
4,795
4;Z45
FL
THA426-2
14
71/4
26'/s
93/4
—
18
1
(38) 0.162 x 31/z
(6) 0.162 x 31/z
1,855
5,520
5,520
5,520
1,595
4,745
4,745
4,745
1. Uplift bads 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 specked 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 doubb-shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
18
Simpson Strong -Tie® Wood Construction Connectors
Face -Mount Joist Hangers
*.ERE&
W
�j
a
This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
The double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
Innovative double -shear nailing that distributes the load through
taro 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 ZMAXO coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• Not designed for welded or nailer applications.
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View
C
Double-Shear Nailing
Side View
Do not bend tab
Dome Double -Shear
'�
Nailing Side View
(Available on
some models)
1°for2x's
1% for4xs�
I O H
m �
v
�W B
Vj LUS28
HHUS210-2
lMUS28
D � D
a D:
D s D
m'41
tea.
2°
CITHUS210
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
LUS/M US/H US/H H US/HGUS
Face -Mount Joist Hangers (cont.)
Model
No ,°;
Heel"F
Ga
Dimensions (m.)'�
Fasteners "
CattSnng
TMeniber
_a o
;-;"
"- Carded
Member
Single 2x Sizes
'LUS24' i
. 21
18°
'3'A,
.13/4
(4)�U148x,3",I„
LUS26
414 '
7sJe "'"
4a/a '
13✓a `"'
°,�4j=01"48x3' '
(4)0.148x3
MUS26
41MG
18
1 e/ie
52i6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
45/ie
16
15/a
53/a
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
HGUS26
'° 4a�s="
12'.
is/e
53/e
6
(20);(3.162><3'/i.
(8)'0.162x31h
LUS28.1
43Ae
18
1 s%e;
65/e ;,
l Y, ;
(f)_0148 x"2" ' ``
(4)�0.148 x 3•',
MUS28
65/6
18
19A6
613As
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/2
16
15/a
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
HGUS28
68/ia
12
15/a
71/e
5
(36) 0.162 x 31/2
(12) 0.162 x 31/2
LUS210�<
4fr°.`
18 ,
1a/a',-
. 1 +s
1A/n
'-.�(8)91A$x3,_ °=
:N,0.148x3
HUS210 `
84
16",
15/a
9 ,
�911e
3 -,
(30j (1162x 31/2 T
: "(10) 0.162 x 81/2 ,
AGUS2IQ
83ha
12 `_
15%
`=5
`(46)0162x31/2,
'(16)0.162X3?h.
1. See table below for allowable bads.
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
& with Strong -Drive® SD Connector screws.
See pp. 335-337 for more information.
a
Model
UF'Allowable Loads
SP Allowable Loads
SPF/HF Allowable loads
„'
Code
No.
Uplifts
{160)
Floors
(100);
Snow '
(115) "
Roof ,
(125) `° j
Wmd
{160) .;
.Uphft1_
(160) _
;Floor`
' (100) ,
Snow "
(115)
Roof
(125)
['Wind'
("160}-.
Uplftl
(160)
Floor
(100)
Snow
(115)
"Roof ,"
" Wind -
(160).,
Ref. r°
Single 2x Sizes
� I US24
,� 435:
1670�,."
, 765 �
" :-820 .
,1,045
� .,
,;,, 725"
825
.` $90
`1 2; '
"...360
495
s565- :
" 605 tf
, 770
LUS26
1,165
865
990
1,070
1,355
1,165
935
1,070
1,150
1,475
865
635
725
785
1,000
IBC, FL,
MLI526'
93 "
1295
1,480
1;560
1.,560
-3,0
1",405
1 560
:e1 s0
1:60
80
955
1,090 „''
1,180
rt ,-
LA
HUS26
1,320
2,735
3:095
3,235
3,235
1,320
2,960
3,280
3,280s,280
1,15C
2,350
2,660
2.?80
2,780
"HGUS26�
5'
4,340;.`
-4,850 '5,170
5,390
,875
4 690
5,220 "
5;390 ",
.,
` 5,390-,
,
" 700 "
'3,225
3,610
3,870
a 3;985";"
IBC, FL
LUS28
1,165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1,465
1,730
865
810
925
1,000
1,270
MUS28''
`
1",730=
1,975 _
2,125 ,
2,255 -
11320
1,875'
- 2,125
" �2;255, _
�2 255 ;
,1150
1,270
1,455
1,575
g g� y;_"
IBC FL,
LA
HUS28
1,760
4,095
4,095
2,095
4,095
1,760
4,095
4,095
4,095
4,095
1480
3,520
3,520
3,520
3,520
HGUS28
1,65[
7275`°
`; 7,275
7275
7,275''
1 53 "
, r27,5 "
' "<�,27u "
7,275 `
7275
,"325 :
� "3,670 "
3,820 ':
"3;915 "
4,250 '
IBC, FL
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215
1,500
IBC, FL,
HUS210
2, v
3 5t1'
S"'95 =
_,o3 o
5,830
2,635
395.
-e5,780""
"51830
5,� EO
; 2,220
,2,33J
, 2A55
2T53
2„82v`
LA
HGUS210
2,090
97t
9J00
fi.100
9,100
2,E}90
9,:00
9,100
9, .:0
9,100
5"5
6,340
Fi,73i)
Ei,730
6,7s:;
IBC, F L
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
bpeciry angie
Top View HHUS Hanger
Skewed Right
hoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
94
iON
LUS/MUS/HUS/HHUS/HGUS
SS'
;s
SS
In
SS=
33
These products are available with For stainless Many of these products are approved for installation
additional corrosion protection. ED steel fasteners, 6 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 45/i6 114 13-5i6 53/e 1 3 1 (14) 0.162 x 31/2 1 (6) 0.162 x 3Yz 1,320 2,830 3,190 3,415 4,250 1,135 12,4351 2,745 2,935 3,655
HGUS26-2 j 49A6 1 12 1 3SA61 57f16 1 4 1 (20) 0.162 x 31/z (8) 0.162 x 31h 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 14,44514,795
LA
LUS210-2 67AG 18 31/a 1 9 1 2 1 (8) 0.162 x 31/z 1 (6) 0.162 x 31/2 11,445 11,830 12,075 12,245 12,830 11,245 11,575 11,785 11,930 12,435
HHUS210-2 83/a 14 3-546 87/e 3 (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,550 5,705 6,435 6,485 6 465 3,335 4,905 5,340 5,!`,60 5,190
HGUS210-2 8a/l6 12 35/i6 93/i6 4 (46) 0.162 x 31/2 (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 1 7,825
Triple 2x Sizes
'.r1UUJL0 J' --I
•} 7'16^
IL,
.4'7'i6
D%2
4
,IGU)yU..IUC XJ%2;
l0),U. I R47, 0%2
G,:133
'1,J4Ui
"4,63U
,,"7.�I I
D,3l D;
I,OD3;
.J,f JU
4,.1 fU
.4,4'{3
41/DD.
IBC, FL,
. _
HGUS28=3
-
613 e -
x 12 ,_
415he
71/a -
4„
36 0.162 x 3 /�
( ) 1
12.0.162:x 3_h
{ ) 1
3,235
7,460:
7460
460,
7460
2,780;
6 415�
61 415
6,415
6;415
LA
HHUS210-3
83/8
14
417/16
87/a
3
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
813A6
12
415/16
91/a
4
(46) 0.162 x 31/2
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
HGUS212-3
105/a '
. 12, `
41%
103/4
4
(56)'0,762 x 31/2
(20)r0.162' 31h
5,69
� 045 >
z1 G4�
1)O� �
9,045"
�,90ii
r 780
7 1, 0
;lad
`"7,; 80
IBC
FL,LA
Quadruple 2x Sizes
..nl7UJGbay .; �12 :.16 0%16s.D716-,9::;v_IZUJU.lDLX'JY2, b0)U.IUeX',372 4.,133 4J4U;4,ODU11 3117U 3,313 1,033 S3,IJU 4,1f, IBC, FL,
HGUS28-4 71/4 12 69A6 73/i6 4 (36) 0.162 x 31/2 (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 CA
HHUS210-4 83/a 1 14 1 61/a 1 87/a 1 3 1 (30) 0.162 x 31/z 1 (10) 0.162 x 31/2 3,405 5,630 6,375 16,485 16,485 2,930 4,840 15,485 15,575 5,575 1 FL
4x Sizes
4,9001,7,740 780 7,70 "I,r'80 IBC FL,
LA
IBC, FL
LUS48
43/s
1 18
39A6
63/a
1 2
1 (6) 0.162 x 31h
1 (4) 0.162 x 31h
1 1,060
1,315
11,490
11,610
12,0301
910
11,130 11,280
11,385
11,745
IBC, FL,
HUS48
/a
14
39/16
7
2
(6) 0.162 x 31/2
(6) 0.162 x 31h
1,320
1,580
1,790
1,930
2,415
1,135
1,360
1,540
1,660
2,075
LA
HHUS48
/z
k634,
14
T%
71A
3
(22) 0.162 x 31/z
(8) 0.162 x 31/z
1;760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
12
35/e
1 71/6
4
(36) 0.162 x 31/z
(12) 0.162 x 31h
3,235
7,460
17,460
7,460
7,460
12,780
6,415
6,415
6,415
6,415
HGUS412 103116 1 12 1 35/a 107/16 4 1 (56) 0.162 x 31/2 (20) 0.162 x 31/2 15,695 9,045 19,0455 97045 1 9,045 14,900 17,780 1 7,780 1 7,780 71780
HGUS414 111346 1 12 35/a 127/16 4 1 (66) 0.162 x 31/2 (22) 0.162 x 31/2 1 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 1 8,190 8,190
Double 4x Sizes
IBC, FL,
LA
FL
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 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 21/2" nails in the header
and 0.162" x 31/2" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11/2" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
19
SIMPSON
HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/8". 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 %" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
Finish: Galvanized
Installation:
Use all specified fasteners; see General Notes
• Can be installed filling round holes only, or filling
round and triangle holes for maximum values
• See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
Options:
• HTU may be skewed up to 671/2'. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
t Many of these products are approved for installation with Strong-DriveO
SD Connector screws. See pp. 335-337 for more information.
11m
I:10X
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 112" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
2x Sizes
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
HTU26'(Min.) „.
37/a =
.1 /a
51/a
1 31/2
1 (20) 0.162x 31A
- (14)
0:148
x 1`11z
:1,250
2940:1
3,200'_1
3200
3,200
1,075
1;852
12,615
12,015 -,
7,015
HTU26,
1/z
1sl'a1A(20)
.162 x 3'h
A',5.
_"
.
,,
_"'
40
,.
IBC,
HTU28 (Min.)
37A
15/a
71/ta
31/z
(26) 0.162 x 31A
(14) 0.148 x 11A
1,235
3,820
13,895
13,895
3,895
1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
15/a
71tie
31/z
(26) 0.162 x 31/z
(26) 0.148 x 11A
2,020
3,820
4,315
4,655
5,435
1,735
3,285
13,710
4,005
4,675
LA
HTU210 (Min:) ,;37Is„
Is/s'
9�/a
31A
,i(32)0.162x31A
(14).0.148x.11h-
.1,330n.,
,3Ci0-�'
4,3J
300.
4^r ,
1,1'45
3;225�,
'3253.225
225,:
HTU210(M4x),
1 91/4,
151s
Ali
'3'A
`(32)0.1fi2x3
_3,315
4,705.n5,310
J
5=730
5,995<[2850
.4,045`.
Double 2x Sizes
HTl)26 2 (Min).
3?/a
3%
5%i
31%z
(20) 9.162,x31/ ,;
.(1d) p.1`4,8x
1,515,
21940
"1320
35_3_t7
3,910`
1,305
1,850
,2 090,
,2 255
-::2 465;
HT026-2 (MzX)
5Ya-F,
35hs;
51s
31h
{20} 0.162 X 3'A -;
°{20) 01d$`x 3.<.
2;175
2,940
;� Q2 I
,3 �3tt
4 �IIry
1,870
2,530-.
2,Sa5'1
; t33�v
„3;855
HTU28-2 (Min.)
37/a
3s
71tis
3Yz
(26) 0.162 x 31/z
(14) 0.148 x 3
1,530
3,820
4,310
4,310
4,310
1,315
2,865
3,235
3,235
3,235
HTU28-2 (Max.)
71/a
35is
71tis
31/z
(26) 0.162 x 31/z
(26) 0.148 x 3
3,485
3,820
4,315
4,655
5.II25
2,995
3,285
3,7i0
,`'. 5`�'
5 iU,`
FL,
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/a" and 112", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads 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.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11A" 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 fisted diameter by length. See pp. 21-22 for fastener information.
96
HTU
Face -Mount Truss Hanger (cont.)
6 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
Model
No
Mm
'Heel ;j
Height
,fin)
Minimm u
Carrying
Member•
Fasteners (m) _ y
DF/SP-ADo ' able;Loads
SPF/HF Allowable Loads
Code
Ref.
Carrying
. ,Member.
Carried
,Member . ;
Uplift
F (160)=(100p:
• Floor .
Snow
(-115)(125j
Roof
Wind
{160).°
Uplift
,(160)
Floor'
(10Q)
Snow _`
(115)
Roof'
(125)
Wind
(160)
HTU26 (Min.)
37/a
(2) 2x4
(10) 0.162 x 31h
(14) 0.148 x 11/2
925
1,470
1,660
1,790
1,875
795
1,265
1,430
1,540
1,615
HTU26 (Max.)
51/2
(2) 2x4
(10) 0.162 x 31/2
(20) 0.148 x 11/2
1,240
1,470
11,66D
1,790
2,220
1065
1,265
1,430
1,540
1,910
IBC
un ioo r►a
'zv. ,
'°i i ��c
mni n ian ou
ro�l:n ti nQ -i 17;
'_ � n7n
i`.' � nAh
zi'v,
g ran
a-nAr
i aoG
o �n
(� aa:
;tti ra,'='
,Q Qan:
FL, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 112".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
Single 2x Sizes
HTU26�'(Max) 51I2 1-1/a` _ 57/tat °31h (20) 0.162 x 31/2 (20) 0148 x 11h, ' 1215 ' 2;940 l: 3,3 �4 3,63�?' 1,045 1 850 0rtt 2 28 ' 2285'
IBC,
HTU28 (Min.) 37/a 1$/a 1 71/e 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,110 3,770 1 3,770 3,770 1 3,770 1 955 1 2,825 2,825 2,825 2,825 FL,
HTU28 (Max.) 71/4 1 15/a 1 71/ia 1 31/2 (26) 0.162 x 31/z (26) 0.148 x 11/z 1,920 1 3,820 14,315 1 4,655 1 5,015 11,695 1 2,865 1 3,235 1 3,490 13,765 1
LA
Double 2x Sizes
HTU28-2 (Min.)
37/a
3-54s
711A6
1 31/2
(26) 0.162 x 31/2
(14) 0.148 x 3
1 1,490
3,820
3,980
3,980
3,980
1,280
2,865
2,985
2,985
1 2,985
1 IBC,
FL,
HTU28-2 (Max.)
71/4
3-MB
7345
31/2
(26) 0.162 x 31/2
(26) 0.148 x 3
3,035
3,820
4,315
4,655
5,520
2,610
2,865
3,235
3,490
4:140
LA
HTU210 2 (Min.)'
'3'5
914
'31h:..(32)
0.162x31/z
(14)(11480
1,755
4,255,1
4,255
4,255
4,255
1,510
, 3,190
3,T90
3,190
3,190
HTU210-2 (Max)
91/A
- 3 g
914a
31/2
(32) 0.162.x 31/2
..(32)0.148 x 3'
.. 3;855
4,705 =
t7_
.,7300
6,470
! 3,315'•
3,530
3,980
4,300
4,855 i
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between %" and 1/2", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVT PI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 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.
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 25/15" at 100% of the table load. Specify as an 'X'
version and specify flange to conceal. .
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4° x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 'A" x 21/4' Titen 2
scruffs (Model TTN2-25234H? for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumbar or E AIP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4° x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/5°-diameter hole to the specified embedment
depth plus 1/2".
• Afternatively, 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 Kits are available. They include a
3/1s" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/s° is required as shown in F gure 1 for fill uplift load.
• Where no uplift load is required, a minimum end distance
of 1 1,2" is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
en_llZ° mc,.
HU214
Figure 1 — HUG410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
a
23
HU/HUC/HSUR/L
...... . ........................................... .... . ................ . ............ . . . ............. . . . . . . ....................... . .................. . ....... . . . . ........... . ..... . ... . .. . ............
Medium -Duty Face -Mount Hangers (cont.)
14 These products are available With additional corrosion protection. For more information, see p. 15.
I
HU26 HU26X (4) 1/4 x 2 3/4 (4) 114 x 13/4 (2)0.148x11/2 335 1,000 335 I 1,545
i'I 3/4 'x4 .5 �iW 0
'kk
HU24-2 HUC24-2 (4)1/4 )( 23/, i (4) 1/4 x 13/4 (2) 0.148 X 3 380 1,000 380 1,545
C2 -2
U 6
"(12) 23i
�1 (I 1�4
@j61,404 3
135
60 b
HU26.3 (Min.)
HUC26-3 (Min.)
(8) 1/4 x 2 3/4
(8) 1/4 X 13/4
(4) 0.148 X 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12) 114 x 2 3/4
(12) 1/4 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
*U 2 2,1( M i
(10
F4O.1,4� x 3
760
2�500
760
"'C 3,725
qu 6-2 {Max(Max
1�4 x 214,w.
'(14) 14x 13/4�
(6).0.148x:,3"1
J35
3,5007%
1';ln
A 920HU210
HU21OX
(8) 1/4 x 23/4
(8) 1/4 x 13/4
(4) 0.148 x 1112
545
2,000
760
2,415
V
U1 IrqIA n fKAI-I :-...
Iq A%
JA A%
HU4
-
V ��k T c�) �'
I""IAIO),'7":4 -7�
k 10) �4 711
I
1 1 U) V-'[�O
HU210-3 (Min.)
HUC210-3 (Min.)
(14) 114 x 2 3/4
(14) 1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUG210-3 (Max.)
(18) 114 x 2 3/4
(18) 1/4 X 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212-'
W1
x2N
1/ 4 1
(6 '0 W,
HU212-2 (Min.)
HUG212-2 (Min.)
(16) 1/4 x 2 3/4
(16) 1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUG212-2 (Max.)
(2 2) 1/4 x 2 3/4
(22) 1A x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU2,12'
HUC2112-3:(Min'.).,,'
'(16) 14 x 2 3/4
JZ�4
.148, x
1,135
:�OOQ,�
1,135
A920�,
HI.121M (Maz,.)',
(MaxM4
23�
�(�,2)1/4 X *4
1 0.148 xi
11, 8M;
08
1'800:�-'
5,085
HU214
HU214X
(12) 1/4 x 2 3/4
1 (12) 114 x 1 -/4
(6) 0.148 x 1112
1 1,135
2,665
1,135
2,665
1/d3
N)Ji,i 13
(12)0,1480
_,2;015
21015�
'-5 085
HU214-3 (Min.)
HUC214-3 (Min.)
(18) 114 x 2 3/4
(18) 1/4 X 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(2 4) 1/4 x 2 3/4
(2 4) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
4' 2 3/i
8) Y4 X Y4
1
-'A5
%2,920
151 5
-,,2 ;920
HU216-2 (Min.)
HUC216-2 (Min.)
1 (2 0) 1/4 x 2 3/4
1 (20) 1A X 1 314
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
1 (2 6) 1/4 x 2 1/4 1
(2 6) 1/4 X 11/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU7 (Min.) (Not available) 1 (12) 114 x 2 3/4 (12)1/403/4 (4)0.14801/i 545 2,980 760 2,980
HU7 (Max.) (Not available) 1 (16) 1/4 x 2 3/4 (16)1/403/4 (8)0.14801/� 1,085 3,485 1,085 3,485
-]
HU11 (Min.) I (Not available) I (22)1/4x23/4 I (22)1/,xl3/4 (6)0.148x11/2 I 1,135 3,230 1,135 :3,230
(Not available) (30)1/,x23/4 (30)1/403/4 (10)0.1480% 1,,, 445 3735 1445 0
HU11 (Max.) 3,735
0
38
STAGGER JOINTS -
RAISED HEEL ROOF TRUSSES
B/SKIS 'IT
SEE PLAN
UPLIFT/SHEAR ANCHOR—'T—V
EACH TRUSS - SEE 5/SKI
PLAN
NOTE: ADVL FRAMING NOT
SHOWN FOR CLARITY
RA15ED HEEL TRUSS E5EARING A
SCALE: NTS SKI
ROOF SHEATHING- SEE I
SOFFIT/FASCIA- GEE ARCH.
RAISED HEEL ROOF TRJ56E5
-SEE PLAN
wN
RIBBON BOARD -
SEE 5CHEDULE
FOR SPACING a
RIBBON BOARD- SEE
FASTENING TO w N
SCHEDULE FOR SPACING t
TRUSSES
FASTENING TO TRUSSES
WALL SHEATHING -SEE PLAN
-
MIN. 15/32' CDX PLYWOOD OR
Y
1/16' 065 WITH ed GUN NAILS
MASONRY WALL-
(0.131' X 2 1/2') 9 6' O.G. TO
UPLIFT/SHEAR GYP. CEILING -
SEE PLAN
BOARDS
RIBBONANCHOR
EACH SEE PLAN a
TRU55- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF T�155
MASONRY WALL -
BOTTOM CHORD
SEE PLAN
RAISED HEEL TRU58 BEARINr, g
SCALES NTS SKI
RIBBON 5GHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(Vas
(2)12d GUN (0.131' X 3')
EXP.
EXP. . B,
2X4 5PF02
24'
TO EACH TRUSS, (4)
ENCLOSED
NAILS AT JOINTS
VUIL=IW MPH
NasXP. MPH)
(2) 12d GUN (0.131' X 3')
E
EXP. C,
2X4 SPF►2
I6'
TO EACH TRUSS, (4)
ENCLOSED
I
NAILS AT JOINTS
O
U
wUzLL
Z. 0
w
U < < _
zo. .
m z
w z
� 3
U
SHEET TITLE:
RIBBON OHM FOR
MREO HEFI ROOFikU55B5
SHEET INFORMATION:
OB nO: ]dllld
D.TE6WFV. I I.BB.IB
VM Bi:
FFAEw®BY: M
SK.1
a
"o A 1"ith;
ALPINE
January1,0', 2'1920'
- J' .
.Carpenter -,C.ciritr..at,tbr,s of , Am . er ' i , ca, Inc.
3906:Avjepa6 di NW
Winter Haven; FL . $ 3U- . ' �,,6-62ol,
Dear -Matt:
It',has come to
ony'attentionMat,some questions were rwiqg, 000,00ming 5/87 diameter
t"htut'h6,,,t,'h6�,-d*s.",(Wide face) of 'Sys#'2 gable --end t714 'sqes' to""'Al t I . ow'" f for'
threaded rods used for "t e downs if lhe, s e" gable-endsareoverconfinuous support
'Wifli o 1611YShoathod and the, - es are dtil]6diib.6iit,.t-li6,-cente in x.of th 'd
p P. iq, e
an;
face n ' '10s6th
I Q'q then.
no repairl's required :T o truss only supports-'ZTe#t,ofd6)'t I' s'anA'ha additional
-
If you hAV6 any -q . destio'ns' please give rne�a rall.
Sincerely;
I 0)'Pllot
STATE; Or
Yoonhwol(M
6760'FbrpTnbniyej Sijie 866, QrjEnO'p, FL q?181211�QQ)521-9790,-`(863),422-8685
Ww—w�bfi in
P'. pitw.pqm
7hix dix ilm?n tn1.0 h1aPn PtHI PirAIJ,
sipnedusMOaftifafSHN tsre. Prin4ed W
cod -es vr�houl ar arrrl�sa sixt[�aturemusf �
eer d using the nr[g: �tr�ctie
vALPINE
Er3 Ftltl.
'00 t , /AN,ITW COMPANY
�{ COA 40 2.78
.....•,..qr # - 08/11/2020
No, 7086 1
STATE OF
StIONAIL
Alpine„ an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone:(800)755-6001
www.alpineitw.com
Site itafortrtatr n:
Pagel: . .
Customer: Carpenter Contractors of America
Job Number-- N362326
Job Description: 7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB 12601 f HAYDEN EXPRESS
Address:
Jpb Engirwq"ipgq-Orfterlix
Design Code: FBC 6th.ed 2017 IntelliVIEW Version: I7.02.02A through 17.02.02C
JRef #: 1 WXQ89750104
Wind Standard: ASCE 7-10 Wind Speed (mph): 160 Roof Load (pst): 20.00- 7.00- 0.00-10.00
Building Type: Closed Floor Load (ps None
This package contains general notes pages, 34 truss drawing(s) and 4 detail(s),
Item
unt!"r,
'Truss
1
224;.20.1548.20777
Al
3
224.20.1548.20339
A3
5'
224.20,1548.20621
A5
7
224.20.1548:20448
A7
9
224.20,1548.23631
A9G
11
224.20.1548.23225
62G
13
224.20-1548.23272
L1
1.5
224.20.1548.23585
EJ6E
17
224.20.1548 23226
EJ31-
19
224.20.1548.23334
CJ5E
21
224.20.1548.23428
CJ1 E
23
224.20.1548.20371
ER
25
224.20.1548.23647
CJ5A
27
224,20.1548.20947
CJ52'
29
224.20.1548.20450
CJ3A
31
224.20.1548.20791
CJ1
33
224.20.1548.23257
HJ3L
35
A14015ENC101014
37
GBLLETIN0118
item ,!
C3tawt�g Number
Truss,
2
224.20.1548.20635
A2
4
224.20.1548,20495'
A4
6
224.20.1548.20372
A6
8
224.20.1548.20682
A8G
10
224.20.1548.23178
B1
1.2
224.20.1548.23459
MEG
14
224.20.1548.23287
L2G
1.6
224.20.1548,23396
EGE
18
224.20.1548,23288
CJ 1 L
20
22410,1548,23397
CJ3E
22
224.20.1548.23630
MG1
24
22420.1548.20979
EJ72
26
224.20.1548.20496
CJ5
28
224.20.1548.20276
CJ3
30
224.20.1548.20901
CJ32
32
224,201548,23382
HJ6E
34
224.20.1548.20776
HJ7
36
A14030ENC101014
38
GBLLETIN'1014
Florida Certificate of Product Approval #FL1999 Printed 8/11/2020 4:05:19 PM
-
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed,19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. ora
Fire Retardant Treated Lumber:
Fire retardant -treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a'summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/* = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 201.75; www.awc.orq.
2. [CC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO
63043; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.orq.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
Job Number: N362326 Ply: 1 SEQN: 50381 / T6 HIPS Cust: R8975 JRef: IWXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qly: 1 FROM: RAA DrwNo: 224.20.1548.20777
Truss Label: Al KID / YK 08/11/2020
&1"4
6-1"4
rn
m
C3
12'2"9 I 18'34 + 21'4"1
6'1"5 6'0"1 1 3-1"8
=5X5 =5X5
E F
39'8"
27'5"7 33'6"12
6'0"11 6-1"5
39'8"
6'1"4
N
V
m
018'6 12
9110" 10, 10,
9'10" 1'�
9'10" 19,10" 29'10"
39'8"
Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL . / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.259 L 999 360
B 1546 / 786 / 861 / - / 303 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.703 L 983 240
N 1546 / 786 / 861 / - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.097 K - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP. C HORZ(TL): 0.179 K
Mean Height: 22.84 fit
B Min Brg Width Reg = 1.8
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0
TCDL: 4.2 psf
N Min Brg Width Req = 1.8
Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC sth.ed 201 Max TC CSI: 0.865
p
Bearings B & I are a rigid surface.
g g
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.991
Bearings B & I require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Factors Used: Yes Max Web CSI: 0.441
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCp!: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber
B - C 1907 - 3037 F - G 1422 - 2011
C - D 1785 - 2773 G - H 1786 - 2773
Value Set: 13B (Effective 6/1/2013)
D - E 1421 -2011 H - 1 1908 -3037
Top chord 2x4 SP #2 N
E - F 1431 -1892
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Lumber value set 13B" uses design values
Chords Tens.Comp. Chords Tens. Comp.
approved 1/30/2013 byALSC
B - M 2726 -1618 L - K 2369 -1378
Bracing
M - L 2369 -1351 K - I 2726 -1636
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
Maximum Web Forces Per Ply (lbs)
nails(0.113"x2.5",min.). Restraint material to be
Webs Tens.Comp. Webs Tens. Comp.
supplied and attached at both ends to a suitable
support by erection contractor.
M - D 453 -161 L - F 521 - 363
(a) or scab reinforcement may be used in lieu of CLR lgtaulttat;rt/t ��o>��
D - L 528 -703 L - G 528 -703
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab H. r�+r
E - L 521 -363 G - K 453 -162
reinforcement to be same size, species, grade, and 10•.a..,®°o °'+°
80% length of web member. Attach with 0.1284" gun
nails @ 6" oc. •• °� `o
did s� °.N
�� p
Wind
s 4• 70$ 1
Wind loads based on MWFRS with additional C&C o
member design. • o
o
°s
��
4 �
®��°•mmauapw'®� � ��
`ZW, 0 �
COA � l�l.. (,
08/11/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
r
Component Safety Information, by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide
bracing BCSI. Unless have sheathing and bottom chord shall
temporary
have a
per noted otherwise,top chord shall properly attached structural properly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have brac!n installed per BCSI sections B3, B7 or 810,
Refer
as applicable. Apply plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise.
drawings 160A-Z for standard plate positions.
to ALPINE
Alpine, a division of ITW Building�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANaw CONBAW
tr in ANSI 1, for handling, installation bracing trussesA seal on this drawing or cover
ss conformance with or shipping, and of
listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown.
Qrawing
page , . 2400 Lake Orange Dr.
The suitability Suite 150
and use of this for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitmeoin; TPI: www.t inst.org;.SBCA: www.sbcindust
.com; ICC. www.iccsafe.org Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 50382 / T12 / HIPS Cust: R8975 JRef: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 2 FROM: RAA Dnallo: 224.20.1548.20635
Truss Label: A2 KM / WHK 08/11/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
6'1 "4
6'1"4
9'10"
9'10"
12'2"9
6-1"5
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 22.58 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T1, T5 2x4 SP #1:
Bot chord 2x4 SP 2400f-2.0E
Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
17' 22'8" 27'5"7
4'97 5'8" 4,97
=5X5 =5X5
E F
39,8"
10,
19,10"
10
29' 10"
33'6"12 + 39'8"
6'1"5 6'1"4
91101,
"8 ' 39
39
�ftia1:L'i1
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Loc R / U / Rw / Rh / RL
/ W
Pf: NA Ce: NA
VERT(LL): 0.265 L 999 360
B 1646 / 786 / 868 / - 1284.
/ 8.0
Lu: NA Cs: NA
VERT(TL): 0.669 L 999 240
N 1646 / 786 / 868 / - / -
/ 8.0
Snow Duration: NA
HORZ(LL): 0.091 K - -
Wind reactions based on MWFRS
HORZ(TL): 0.160 K
B Min Brg Width Req = 1.5
Code / Misc Criteria
Creep Factor: 2.0
N Min Brg Width Req = 1.5
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.680
Bearings B & I are a rigid surface.
TPI Std: 2014
Max BC CSI: 0.620
Bearings B & I require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.378
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords
Tens. Comp.
WAVE
VIEW Ver: 17.02.02A.1213.21
B - C 1932 - 3293 F - G
1460 - 2207
C - D 1814 - 3026 G - H
1813 - 3027
D - E 1459 - 2207 H - 1
1933 - 3293
E - F 1506 - 2199
o.7Q8 9
A
,,�•% SAT t
•
• •
•......••.s•
08/11/2020
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2959 -1648 L - K 2570 -1400
M - L 2569 -1374 K - I 2960 -1673
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 456 -167 L - F 590 - 328
D - L 489 -709 L - G 488 -709
E - L 590 - 328 G - K 456 -168
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicable. Apply plates to each face ofptruss and position as shown above and on the Join Details, unless noted otherwise. F7efer to
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildinlComponents 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 handlinc. shiooina. installation and bracina of trussesA seal on this drawinq or cover pa e
any
n. The suit9ability
ALPINE
"N COMPANY
2400 _Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N362326
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS
Truss Label: A3
7'8"6
7'876
9'10"
9'10"
15'
7'3"10
Ply: 1
Qly: 2
19'10" 1 24'8"
4'10" 4.10"
�55X5 1112X4 =5X5
D E T3 F
SEQN: 50383 / T11 / HIPS Cust: R8975 JRef: 1 WX089750104
FROM: RAA DrwNo: 224.20.1548.20339
KM / WHK 08/11/2020
31'11"10 39'8"
T310 r 7'8"6
39'8"
10, 10, 9110"
19,10" + 2910" 39'8"
1�
M
(o
1 --o18'812
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W
B 1693 / 789 / 874 / - / 255 / 8.0
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.279 E 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.683 E 984 240
M 1693 / 789 / 874 / - / - / 8.0
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.092 J - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP. C
HORZ(TL): 0.159 J
B Min Brg Width Req = 1.5
Code / Misc Criteria
NCBCLL: 10.00
Mean Height: 22.16 ft
Creep Factor: 2.0
M Min Brg Width Req = 1.5
Soffit: 0.00
TCDL: 4.2 psf
BCDL: 5.0 psf
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.758
Bearings B & H are a rigid surface.
g 9
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.958
Bearings B & H require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Factors Used: Yes
Max Web CSI: 0.470
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 17.02.02A.1213.21
Wind Duration: 1.60
WAVE
Lumber
B - C
1957 -3392
E - F
1699 -2705
C-D
1918 -3173
F-G
1918 -3175
Value Set: 13B (Effective 6/1/2013)
D - E
1699 -2705
G - H
1956 -3394
Top chord 2x4 SP #1 :T3 2x4 SP #2 N:
Bot chord 2x4 SP 2400f-2.OE :132, B3 2x6 SP #2 N:
Maximum Bot Chord Forces Per
Ply (Ibs)
Webs 2x4 SP #2 N :W1, W4, W7 2x4 SP #3:
Chords
Tens.Comp.
Chords
Tens. Comp.
Lumber value set "1313" uses design values
approved 1 /30/2013 by ALSC
B - L
3045 -1664
K - J
2458 -1264
L - K
2457 -1237
J- H
3047 -1690
Loading
Truss passed check for 20 psf additional bottom
Maximum Web Forces Per Ply (Ibs)
chord live load in areas with 42"-high x 24"-wide
Webs
Tens.Comp.
Webs
Tens. Comp.
clearance.
L - D
639 - 367
K - F
412 -181
Wind
D-K
413 -181
F-J
640 -366
Wind loads based on MWFRS with additional C&CtltttltltSditr►ra
rr
member design.
m�ld0 gbmm®m
`�'rtPs
k���\.A��
b �
•N
♦
m
lis
uuting
ss n
and u:
For mare
oW
COAO rVAA
08/11/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
a 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) fo'r safety practices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
p rigpid ceiling Locations shown forpermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, _
cable. AppTy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to ALPINE�
Is 160A-Z for standard plate positions.
a division of ITW Buildinc� Components Group Inc. shall not be responsible for any deviation from this drawing,anv failure to build the p wCoHpp"y
conformance with ANSI] 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawirnig or cover page.. 2400 Lake Orange Dr.
this drawing, indicates acceptance of pro-fessionaf engineering responsibility solely for the design shown. The su! ability
;e of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 50384 / T10 / HIPS Cust: R8975 JRef: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 2 FROM: RAA DrwNo: 224.20.1548.20495
Truss Label: A4 KM / WHK 08/11/2020
T
r
TF3
7'4"5 13' 19'10" 26'8"
7'4"5 5'7"10 6'10" + 6'10"
.5X5 1112X4 =5X5
D E T2 F
39'8"
32'3"11 39'8"
5711 7'4"6
9110" i 10, 10,
9'10"
+
9'10" 19,10" + 29'10"
+11
39'8"
Loading Criteria (psi) Wind Criteria w Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph NA Ce: NA VERT(LL): 0.292 E 999 360
[Snow
B 1659 / 790 / 876 / - / 226 / 8.0
BCLL: 0.00 Enclosure: Closed NA Cs: NA VERT(TL): 0.733 E 923 240
M 1660 / 790 / 876 / - / - / 8.0
BCDL: 10.00 Risk Category: II Duration: NA HORZ(LL): 0.089 J - -
Wind reactions based on MWFRS
EXP: C
Des Ld: 37.00 Mean Height: 21.75 ft HORZ(TL): 0.157 J
B Min Big Width Req = 1.5
NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0
M Min Br 9 Width Re q = 1.5
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 2017 Max TC CSI: 0.690
Bearings B & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.838
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.484
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber
B - C 1982 - 3305 E - F 1928 - 2999
Value Set: 13B (Effective 6/1/2013)
C - D 1917 - 3077 -F - G 1917 - 3079
D - E 1928 -2999 G - H 1982 - 3306
Top chord 2x4 SP #1 :T2 2x4 SP #2 N:
Bot chord 2x4 SP 2400f-2.OE :B2, B3 2x6 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "13B" uses design values
approved 1 /30/2013 by ALSC
B - L 2964 -1688 K - J 2541 -1390
L - K 2541 -1364 J- H 2965 -1714
Loading
Truss passed check for 20 psf additional bottom
Maximum Web Forces Per Ply (Ibs)
chord live load in areas with 42"-high x 24"-wide
Webs Tens.Comp. Webs Tens. Comp.
clearance.
L - D 504 - 263 K - F 591 - 331
Wind
D - K 592 -331 F - J 505 -262
Wind loads based on MWFRS with additional C&C
E - K 348 -388
member design. ggltti4tritlltr/��`tirf
r
i
�P ` 444=333y ® f
,
r
O $ /� y e o.i08 I
°
� e
i �a7
A
COA#(
I1118"14'�44
08/11/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information, by SBCA) for
of BCSI (Building
TPI and safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910.
as applicable. Apply to face. truss the Joint Details, f7efer to
plates each of and position as shown above and on unless noted otherwise.
drawings 160A-Z for standard plate positions.
ALPINE�
Alpine, a division of ITW BuildingqComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the nunwcore AW
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing
listing this drawing indicates acceptance of ro essrona engineering responsibility solely for the design shown.
or cover pa a .. 240o Lake Orange Dr.
The su!t9abnrty
Suite 150
and use of this 7rawing for any structure is the responsibility of the Building Designer per ANSI TPI 1 Sec.2..
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com;
ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 50385 / T9 / HIPS Cust: R8975 JRef: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 2 FROM: RAA DrwNo: 224.20.1548.20621
Truss Label: A5 KM / WHK 08/1112020
7'4"4 11' 16'114 228"12 28'8" 32312 39'8"
7'4"4 3'7"12 5'11"4 5'9"8 5'11"4 3'7"12 7'4"4
—c5X5 -5X5 =4X4 'c5X5
D E F G
9'10"
9'10"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C
Mean Height: 21.33 it
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1 :B2, B3 2x6 SP #2 N:
Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
39,8"
10,
19,10"
T_
io
rn
10'
29'10"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W '
B 1546 / 791 / 872 / - 1196 / 8.0
Pf: NA Ce: NA
VERT(LL): 0.307 L 999 360
Lu: NA Cs: NA
VERT(TL): 0.831 L 831 240
N 1546 / 791 / 872 / - / - / 8.0
Snow Duration: NA
HORZ(LL): 0.094 K - -
Wind reactions based on MWFRS
HORZ(TL): 0.173 K
Creep Factor: 2.0
B Min Brg Width Req = 1.8
N Min Brg Width Req = 1.8
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.890
Bearings B & I are a rigid surface.
TPI Std: 2014
Max BC CSI: 0.880
Bearings B & I require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.314
Members not listed have forces less than 375#
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 17.02.02A.1213.21
WAVE
B - C 1998 - 3016 F - G 1714 - 2353
C - D 1934 - 2800 G - H 1933 - 2800
D - E 1715 - 2354 H - 1 1997 - 3016
E - F 2155 - 3107
1pT �gi£194 tlA g� p1,{
t;.•� 6%
®. 7►08 1
o
a
S AT Cr
O Y
��i /'yAtlmll YelM®� ``qtl�
COA il' •`i9.0NAL
aeHp97oull, t
08/11/2020
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
B - M 2698 -1700
L - K 3032 -1862
M - L 3030 -1857
K - 1 2698 -1726
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 823 - 508 F - K 584 - 817
M-E 581 -814 G-K 825 -510
**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, installingand bracing. Refer to and follow the latest edition of BCSI (Building
Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted oherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
Kid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
ile. Apply plates to each face. oftruss and position as shown above and on the Join Details, unless noted otherwise. kefer to
60A-Z for standard plate positions.
a division of
Conformance Wltn ANSI/ I F'I 1, or ror r
his drawing indicates acceptance
e of this pawing for any structure
ponsible for any deviation from this drawing,anv failure to build the
)n and bracing oftrussesA seal on this drawing or cover pa e
ingresponsibility solely for the design shown. The sui ability
e uildinq Designer per ANSI/TPI 1 Sec.2.
ALPINE
ANMCOMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N362326
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS
Truss Label: A6
I�
1'10'
7'1"1 10'10" 19'10"
f 7'1"1 'i3'8"15 7'2
=5X5 1112X4
D =6X6
Ply: 1
Qty: 1
240P
4'10"
5X5
SEQN: 50386 / T20 / SPEC Cust: R8975 JRef: 1WXQ89750104
FROM: RAA DrwNo: 224.20.1548.20372
KM / WHK 08/11/2020
30'8" 32' "5 39'8"
6' + 1'7��'`5 T411
=5X5
=4X6(B2) = 6X8 = 5X8 = 5X8=4X6(B2)
1' 9'10"
i' r 9'10.,
Loading Criteria (psf) _
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 21.30 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.97 It
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T3 2x4 SP #1:
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W4 2x4 SP #2 N:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
39'8"
10,
19,10"
9'10"
29'8"
10, 1'
39'8"+
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Loc R / U / Rw / Rh / RL
/ W
Pf: NA Ce: NA
VERT(LL): 0.384 F 999 360
B 1546 / 789 / 856 / - / 194 / 8.0
Lu: NA Cs: NA
VERT(TL): 1.041 F 664 240
O 1546 / 791 / 859 / - / -
/ 8.0
Snow Duration: NA
HORZ(LL): 0.104 L - -
Wind reactions based on MWFRS
HORZ(TL): 0.193 L
B Min Brg Width Req = 1.8
Code / Misc Criteria
Creep Factor: 2.0
0 Min Brg Width Req = 1.8
Bldg Code: FBC 6th.ed 201
7Max TC CSI: 0.896
Bearings B & J are a rigid surface.
TPI Std: 2014
Max BC CSI: 0.954
Bearings B & J require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.849
Members not listed have forces less than 375#
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per
Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords
Tens. Comp.
WAVE
VIEW Ver: 17.02.02A.1213.21
B - C 2048 - 3005 F - G
2615 - 3760
C - D 1969 - 2780 G - H
1964 - 2776
D - E 1716 - 2352 H - 1
1955 - 2789
E - F 2615 - 3761 1-1
2028 - 2992
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - N 2688 -1731 M - L 3452 - 2198
N - M 3197 - 2037 L - J 2675 -1750
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
N - D 1865 -1317 M - G 400 - 227
N - E 1375 -1815 G - L 651 - 864
E - M 645 - 397 L - H 867 - 596
COA if iY 11fiftmwn two 1486 14'`!
08/11/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
d ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracln installed per BCSI sections 63, B7 or 610,
cab�e. A ,pTOy plates to each face ofPtruss and position as shown above and on the Joinf9Details, unless noted otherwise. kefer to
Is 160A-Z for standard plate positions.
a division of ITW Buildina Components Group Inc. shall not be responsible for anv deviation from this drawing an failure to build the
truss m conformance Win ANbin PI 1, or for handlingq,, shippingg, installation and bracing ot,trw
listing this drawingg indicates acceptance of pro�fessionai engineering responsibility!
and use of this dr'awing for any structure is the responsibility of the Building Desigriei
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www
t seal on this drawilig or cover page ,
(for the d1 Sec shown. The suitability
.org; SBCA www.sbctndustry.com; ICC: www.1ccsaf
ALPINE
..coMvaNr
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N362326
Ply: 1
SEQN: 50387 / T8 / HIPS
Cust: R8975 JRef: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS
Qty: 1
FROM: RAA
DrwNo: 224.20.1548.20448
Truss Label: A7
SN / BAF 08/11/2020
7'12 ' 16'8"
23'
30'8" 32'6"14 39'8"
7'1"2 1910114 7'8"
6'4"
7'8" 1'10'14 7'1"2
=5X5
-4X4
=5X5
=5X5
12
5 2X4 D
C
E T2
P
T3 G rrr2X4
T
P (a) W
co
T
H I
(a)
v
e
W6 n
�
I
F3
J �18'8"12
=4X6(B2) =5X8
=6X6
=5X8=4X6(B2)
39'8"
9'10"
10,
10,
9'10"
19,10"
29'10" 39'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA' CAT: NA
PP Deflection in loc Udefl L/#
Loc R / U / Rw / Rh / RL / W
B 1546 / 827 / 864 / - / 167 / 8.0
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.367 L 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.995 L 694 240
N 1546 / 827 / 864 / - / - 18.0
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.110 K - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: CMean
HORZ(TL): 0.203 K - -
B Min Brg Width Req = 1.8
Code / Misc Criteria
NCBCLL: 10.00
Height: 20.91 ft
Creep Factor: 2.0
N Min Big Width Req = 1.8
Soffit: 0.00
TCDL: 4.2 psf
BCDL: 5.0 psf
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.898
Bearings B & I are a rigid surface.
9 9
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.931
Bearings B & I require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Factors Used: Yes
Max Web CSI: 0.320
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/l0(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 17.02.02A.1213.21
Wind Duration: 1.60
WAVE
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T2, T3 2x4 SP #1:
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
truss Ir
listing
and u!
For more
B - C 2005 - 2998 F - G 1927 - 2758
C - D 1938 - 2811 G - H 1938 - 2812
D - E 1927 - 2757 H - 1 2003 - 2998
E - F 2510 - 3700
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2681 -1705 L - K 3612 - 2259
M - L 3615 - 2259 K - 1 2681 -1731
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
D - M 776 - 498 F - K 706 - 989
M - E 709 - 992 K - G 773 - 495
�pmaeeoo,q
! k ►T
08/11 /2020
**WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
ci ri4pid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
Ic % e. Apply plates to each face ofptruss and position as shown above and on the Join Details, unless noted otherwise. kefer to
Is 160A-Z for standard plate positions.
a division of ITW BuildinlComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the
conformance with ANSI/l PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page,
this drawing indicates acceptance of rofesslonar engineering responsibility solely for the design shown. The sui abrltty
to of this r7�awing for any structure is Phre responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbdndustry.com; ]CC: www.iccsat
ALPINE
ANMCOMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N362326 Ply: 2 SEQN: 50409 / T14 / HIPS Cust: R8975 JRef: 1 WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 224.20.1648.20682
Truss Label: A8G KM / WHK 08/11/2020
2 Complete Trusses Required
7' + 13'5"14 19'10" + 26'2"2
7' 6'5"14 64"2 6'4"2
12 =6X6 =4X4 =8X8
5 F---1C D T2 E
32'8" 8 + 39'"
6'5"14 7'
4X4 =6X6
F T3 G
1112X4 =8X8 =3X8 =8X8 1112X4
c 39'8"
6'5"14"42 I 65"14 + 6'5"14
6'10"4 13'19'10" 26314
6'5"14
32'9"12
"8 - 39
39
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL
/ W
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.434 E 999 360
B 3115 / 1614 / - / - / -
/ 8.0
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 1.192 E 581 240
0 3115 / 1614 / - / - / -
/ 8.0
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.071 C - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: C
HORZ(TL): 0.133 C
B Min Brg Width Req = 1.8
NCBCLL: 0.00
Mean Height: 20.50 ft
Code / Misc Criteria
Creep Factor: 2.0
0 Min Brg Width Req = 1.8
Soffit: 0.00
TCDL: .
BCDL: 5.0 sf
p
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.558
Bearings B & H are a id surface.
g rigid
g
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.434
Bearings B & H require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Factors Used: No
Max Web CSI: 0.743
Members not listed have forces less
than 375#
Loc. from endwall: NA
FT/RT:20(0)/l0(0)
Maximum Top Chord Forces Per
Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords
Tens. Comp.
Wind Duration: 1.60
WAVE
VIEW Ver: 17.02.02A.1213.21
Lumber
B - C 1762 - 3442 E - F
2781 - 5458
C - D 2492 - 4892 F - G
2493 - 4893
Value Set: 13B (Effective 6/1/2013)
D - E 2781 -5458 G - H
1763 -3443
Top chord 2x4 SP #2 N :T2, T3 2x6 SP #2 N:
Bot chord 2x6 SP SS
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3
Chords Tens.Comp. Chords
Tens. Comp.
Lumber value set "1313" uses design values
approved 1 /30/2013 by ALSC
B - N 3147 -1600 L - K
4957 - 2539
N - M 3136 -1600 K - J
3137 -1601
Nailnote
M - L 4956 -2539 J - H
3148 -1601
Nail Schedule:0.128"x3" nails
Top Chord: 1 Row @12.00" o.c.
Maximum Web Forces Per Ply (Ibs)
Bot Chord: 1 Row @12.00" o.c.
Webs Tens.Comp. Webs
Tens. Comp.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
C - M 1951 -991 L - F
553 -267
in each row to avoid splitting.ti�iltl6tgttg/P
M - D 488 -672 F - K
488 -672
Loading
rrrr
rfr
D - L 554 - 267 K - G
1951 - 991
#1 hip supports 7-0-0 jacks with no webs.dt"
* w• •/��+�
Wind
N `,. '•a '.
ILA
Wind loads and reactions based on MWFRS.
4P
uuss m
listing
and u:
For more
•
•
a
•••®®•Yrtar9®fig
COA alL- `
I
08/11/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI an � SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted oytherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
p rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracln installed per BCSI sections B3, B7 or 610,
cable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
Is 160A-Z for standard plate positions.
a division of ITW BuildinccL Components Group Inc., shall not be responsible for any deviation from this drawing,anv failure to build the AN mvcoA aANv
conformance with ANSI/TPI 1, or for handlin4, shipping, installation and bracing of,trussesA seal on this drawl or cover page, , 2400 Lake Orange Dr.
this.drawinq indicates acceptance of pro esslona engineering responsibility solely for the design shown. The sui ability Suite Lake
;e of this drawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2.150
information see this job's general notes page and these web sites: ALPINE: www.alpineltw.com; TPI: www.tpinst.org; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N362326
Ply: 2
SEQN: 21795 / T38 / SPEC
Cust: R8975 JRef: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS
Qty: 1
FROM: HMT
DrwNo: 224.20.1548.23631
Truss Label: A9G
KD / FV 08/11/2020
2 Complete Trusses Required
7'1"4 + 10'10 f
14'8" �+ 24'8" 32'8"
39'8"
r 4 3'8"12
+
3'10" 5'2"4 4'9"12 8'
7'
=5X5
D
12
T5 kk2C4
=8E8 1112F4 T3 =8G8 T4
=6H6 T
III
rLO
Eo (a)
W
Lo
NI
BB
II c�
e3 A
J 11
N
M B3 L
_18'8"12
K 0
= 8X10
= H 1014 =10X10
1112X4
39'8"
Ai
10'
10, 7""' 5'1"12 6'10"4 1
F1'
10'
20' 27'8" 32'9"12 39'8"
Loading Criteria (pso Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): -0.446 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(CL): 0.777 F 608 240
B 2725 /- /- /- /1752 /-
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): -0.096 D - -
0 3745 /- /- /- /2183 /-
EXP: C Kzt: NA
Des Ld: 37.00
HORZ(TL): 0.167 D
Wind reactions based on MWFRS
Mean Height: 21.30 ft
NCBCLL: 0.00
Code / Misc Criteria Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.6
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 sf
p
Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.775
0 Br Width = 8.0 Min Re 2.2
g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014 Max BC CSI: 0.538
Bearings B & I are i rigid surface.
Bearings B & I require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft
Rep Factors Used: No Max Web CSI: 0.779
Members not listed have forces less than 375#
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE, HS VIEW Ver: 17.02.02C.0211.16
Lumber
Special Loads
B - C 1930 - 2945 F - G 4332 - 6455
C - D 1828 -2837 G - H 3501 -5606
Value Set: 13B (Effective 6/1/2013)
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
D - E 1597 -2471 H -1 2430 -4178
Top chord 2x4 SP #2 N :T3, T4 2x6 SP SS:
TC: From 55 plf at -1.00 to 55 plf at 21.14
E - F 4338 - 6462
Bot chord 2x6 SP SS :133 2x8 SP 2400f-2.0E:
TC: From 28 plf at 21.14 to 28 plf at 32.67
Webs 2x4 SP #3 :W8 2x4 SP #2 N:
TC: From 55 plf at 32.67 to 55 plf at 40.67
BC: From 20 plf at 0.00 to 20 plf at 20.00
Maximum Bot Chord Forces Per Ply (Ibs)
Lumber value set "13B" uses design values
BC: From 10 plf at 20.00 to 10 plf at 32.64
Chords Tens.Comp. Chords Tens. Comp.
approved 1/30/2013 by ALSC
BC: From 20 plf at 32.64 to 20 plf at 39.67
TC: 175 lb Conc. Load at 22.60,24.60,26.60
B - N 2678 -1746 L - K 3821 - 2223
Bracing
TC: 167 lb Conc. Load at 28.60,30.60
N - M 5075 -3379 K - 1 3826 -2216
(a) 1X4 #3SRB or better continuous lateral restraint
TC: 378 lb Conc. Load at 32.60
M - L 6225 -4091
to be equally spaced. Attach with (2) 8d Box or Gun
BC: 1445 lb Conc. Load at 21.14
nails(0.113"x2.5",min.). Restraint material to be
BC: 130 Ib Conc. Load at 22.60,24.60,26.60
Maximum Web Forces Per Ply (Ibs)
supplied and attached at both ends to a suitable
BC: 129 lb Conc. Load at 28.60,30.60
Webs Tens.Comp. Webs Tens. Comp.
support by erection contractor.
BC: 492 lb Conc. Load at 32.64
N - D 1947 -1225 G - L 828 - 869
Nailnotet$it4f6tt119pfPdilryf
N - E 2290 - 3350 L - H 2O76 -1487
Nail Schedule:0.128"x3" nails
�Qa p"t-��a 'tFoi4i
E - M 1588 -1098
Botd 1 Row @12.00" o.c.`
ph
}' Q`"a°Q•+�a�'�,
iCho
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
�6',,*
in each row to avoid splitting.
0.
Wind
.g i
Wind loads and reactions based on MWFRS.
It is the responsibility of the Building Designer and
Truss Fabricator to review this drawing prior to
: ,t
cutting lumber to verify that all data, including
dimensions and loads, conform to the architectural
•• o r
plans/specifications and fabricators truss layout.
`4•,;��
/{q�P.*'
CoN,Qr !aNA`� je
08/11/2020
"WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING
TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping,
installingand bracing. Refer to and follow the latest edition
of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r safety
bracing BCSI. Unless dtherwise,top
practices prior to performing these functions. Installers shall provide temporary
have sheathin and bottom chord shall have a
per noted chord shall
attached rigpid ceiling Locations shown for permanent lateral
properly attached structural
restraint of webs shall have bracin Installed per BCSI sections
propperly
B3, B7 or 910,
as applicable. Apply lates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. f7efer to_
drawings 160A-Z for s�andard plate positions.
ALPINE
Alpine, a division of ITW Buildincc��Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANmaCO~
tr in ANSI/TPI 1, for handlin% installatidn bracing this drawing or cover
ss conformance with or shlppinp, and of.trussesA seal on
listing this drawing indicates acceptance of pro) engineering responsibility solely for the design shown.
page ?ability 6750 Forum Drive
The sui ability Suite For
and use of this r7�awing for any structure is the responsibility
of the Building Designer per ANSI/TPI 1 Sec.2.305
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com;
ICC: www.iccsafe.org Orlando FL, 32821
- ... . - I - v -- - .. - I . . . . -1. -.- -.- -,.. - - - - - -- ..
Job Number: N362326 Ply: 1 SEQN: 50388 / T2 / HIPS Cust: R8975 JRef: 1VVXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EH8 / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 224.20.1548.23178
Truss Label: B1 KD / DF 08/11/2020
i 9' 12'8" 21'
r 9, 3,8„ 8,4„ 1
55X8 =5X5
C T2 D
P49
1 9'1"12 8'2"4
9'1"12 12'6"4 20'8"8
�3"8
'29'
Loading Criteria (psf)
_Wind Criteria
TCLL: ' 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 20.91 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 it
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #1 :T2 2x4 SP #2 N:
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3 :W4 2x4 SP #2 N:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Alpine, a
• truss in c
listing tt
and use
For more it
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W
B 850 / 536 / 475 / - / 134 / 8.0
Pf: NA Ce: NA
VERT(LL): 0.036 G 999 360
Lu: NA Cs: NA
VERT(TL): 0.096 G 999 240
F 778 / 483 / 393 / - / - / -
Snow Duration: NA
HORZ(LL): 0.014 E - -
Wind reactions based on MWFRS
HORZ(TL): 0.026 E
Creep Factor: 2.0
B Min Brg Width Req = 1.5
F Min Brg Width Req = -
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.822
Bearing B is a rigid surface.
TPI Std: 2014
Max BC CSI: 0.760
Bearing B requires a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.635
Members not listed have forces less than 375#
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 17.02.02A.1213.21
B - C 842 -1274 D - E 820 -1241
WAVE
-
C - D 845 -1073
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1088 - 679 H - G 1093 - 680
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
G - E 825 - 480 E - F 543 - 706
COA '$`�aeoectlt�lt5r�
08/11/2020
**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 anSBCA) for safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
aid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
>le. AppTy plates to each face. of truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to
60A-Z for standard plate positions.
ivision of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,anv failure to build the
Q PI 1, or for handl% shipping, installation and bracing of.trussesA seal on this drawirSg or cover page .
acceptance of pro) essionaf engineering responsibility solely for the -design shown. The suitability
any structure is he responsibility of the Building Designer per ANSIrrPI 1 Sec.2.
ALPINE
ANfRNCOMVANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 50410 / T5 / HIPS Cust: R8975 JRef: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qly: 1 FROM: RAA DrwNo: 224.20.1548.23225
Truss Label: B2G KID / DF 08/11/2020
T
7'
A
14'8" 21'
7'8" 6,4"
6X6 = 6X6
C T2 D
21'
T
F-
(h
18'8"12
6'10"4
7'11"8
5'10"12
1,
6'10"4
14'9"12
20'8"8 3'8
'2Y'
Loading. Criteria (psi) Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL
/ W
TCDL: 7.00 Speed: 160mph
Pf:NA Ce:NA
VERT(LL): 0.136 H 999 360
B 1605 /997 /- /- /-
/8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.371 H 989 240
F 1559 / 953-
BCDL: 10.00 Risk Category: 11
Snow Duration: NA
HORZ(LL): 0.043 E - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: C
HORZ(TL): 0.081E - -
B Min Brg Width Req = 1.5
Mean Height: 20.50 it
NCBCLL: 0.00 TCDL: 4.2 psf
Code / Misc Criteria
Creep Factor: 2.0
P
F Min Brg Width Req = -
Soffit: 0.00 BCDL: 5.0 sf
P
Bldg Code: FBC sth.ed 201
Max TC CSI: 0.786
Bearing B is a rigid surface.
g g
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Sid: 2014
Max BC CSI: 0.945
Bearing B requires a seat plate.
Spacing: 24.0 " C&C Dist a: 3.00 it
Rep Factors Used: No
Max Web CSI: 0.696
Members not listed have forces less than
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: 17.02.02A.1213.21
Lumber
B-C 1967 -3258 D-E
1904 -3157
C - D 1711 - 2847
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #1 :T2 2x6 SP SS:
Maximum Bot Chord Forces Per Ply (Ibs)
Bot chord 2x4 SP 2400f-2.0E :B2 2x4 SP #1:
Chords Tens.Comp. Chords
Tens. Comp.
Webs 2x4 SP #3 :W2, W4 2x4 SP #2 N:
Lumber value set "13B" uses design values
B - H 2932 -1748 H - G
2901 -1743
approved 1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Loading
#1 hip supports 7-0-0 jacks at left end and 6-4-0 jacks
at right end. Jacks have no webs.
Wind
Wind loads and reactions based on MWFRS.
? yO I
a
s a
•
a•® 1 ®red "a,+
COA iti 7 2/0NA II.
08/11/2020
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
H - C 650 -106 G - E 2741 -1621
D - G 518 - 37 E - F 968 -1535
"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 sheathingg and bottom chord shall have a propperly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracingc� installed per BCSI sections B3, B7 or B10.
as appllcab�le. Apply Oates to each face ofptruss and position as shown above and on the Joint -Details, unless noted otherwise. kefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing,apy failure to build the ANnw CO A-
tr ss in conformance with ANSIl}PI 1, or for handlin shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of Aro essiona. engmeenng responsibility solely for the design shown. The suitability Suite 150
and use of this drawing, for any structure is fhe responsibility of the Building Designer.per ANSI/TPI 1 Sec.2.
For more informaflon_see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.or% SBCA! www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N362326
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS
Truss Label: MEG
fi
5'9"8
5'9"8
12 =5X8
4 � C
Ply: 1
Qty: 1
11'8"15
5'11 "7
1112X4
D
SEQN:80723 / T39 /HIPM Cust:R8975 JRef: 1WXQ89750104
FROM: RAA Dnallo: 224.20.1548.23459
/ BAF 08/11/2020
17'8"6
5'11 "7
=4X12
E
1112X4 = 5X14 = 3X6
1113X6
17'11"14
1"14
T
in
F N
-FTl
1.
148'8„
5'11 A 5'9"11 5'11'7
5'11 "4 11'8"15 17'8"6
3"8
P11"14
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
J 1248 1534 / - / - / - / 8.0
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.142 D 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.382 D 813 240
F 1537 / 670 / - / - / - 11.6
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.024 C - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: C
HORZ(TL): 0.044 C - -
J Min Brg Width Req = 1.7
Code / Misc Criteria
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
p
Creep Factor: 2.0
F Min Br g Width Req = 1.6
Soffit: 0.00
BCDL: 5.0 psf
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.877
Bearings J & F are a rigid surface.
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.824
Bearing J requires a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Factors Used: Yes
Max Web CSI: 0.813
Members not listed have forces less than 375#
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 17.02.02C.0211.16
Wind Duration: 1.60
WAVE
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x6 SP #2 N
Webs 2x4 SP #3 :W4 2x4 SP #2 N:
:Rt Bearing Leg 2x4 SP #3:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Special Loads
----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 55 pif at -1.00 to 55 plf at 5.79
TC: From 27 plf at 5.79 to 27 plf at 17.99
BC: From 20 plf at 0.00 to 20 plf at 5.82
BC: From 10 plf at 5.82 to 10 plf at 17.70
TC: 141 lb Conc. Load at 5.85, 7.85, 9.85,11.85
13.85,16.85
TC: 247 lb Conc. Load at 17.71
BC: 221 lb Conc. Load at 5.82
BC: 106 lb Conc. Load at 7.85, 9,85,11.85,13.85
15.85
Wind
Wind loads and reactions based on MWFRS.
%0 ` 111
sh
®�GE &'t..�
• s e
m /
s* T 0
°a m�
s
COA
fao� galas
08/11/2020
B - C 1162 - 2876 D - E 1254 - 2958
C - D 1254 - 2958
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B -.1 2687 -1069 1 - H 2711 -1064
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
D - H 462 - 622 E - F 1262 - 2178
H - E 2848 -1179
"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 and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pperly
p rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
cable. Apply plates to each face. oftrussand position as shown above and on the Join Details, unless noted otherwise. Refer to
is 160A-Z for standard plate positions.
a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the
conformance with ANSI 1, or for handli4 shipping, installation and bracing of,trussesA seal on this drawing or cover page ,
this drawing indicates acceptance of pro-fessionar engineering responsibility solelv for the design shown. The suiCabllity
,e of this yawing for any structure is he responsibility of the Building Designer per'ANSI/TPI 1 Sec.2.
AL NE
ANMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
Job Number: N362326 Ply: 1 SEQN: 50403 / T24 / COMN Cust: R8975 JRef: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 2 FROM: MRS DrwNo: 224.20.1548.23272
Truss Label: Lt SN / DF 08/11/2020
12
4
5' 10,
5' 5'
4X4
C
T
B D ih
A Li
E J48-8"
F
1112X4
2X4(A1) = 2X4(A1)
Loading Criteria (psf) .
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: CMean
Des Ld: 37.00
Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
10,
5' 5' 1'
5' + 10,
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl U#
Loc R / U / Rw / Rh / RL
/ W
Pf: NA Ce: NA
VERT(LL): 0.016 F 999 360
B 429 / 205 / 272 / - / 79
/ 8.0
Lu: NA Cs: NA
VERT(TL): 0.040 F 999 240
D 429 / 205 / 272 /- / -
/ 8.0
Snow Duration: NA
HORZ(LL): 0.005 F - -
Wind reactions based on MWFRS
HORZ(TL): 0.009 F
B Min Brg Width Req = 1.5
Code / Misc Criteria
Creep Factor: 2.0
D Min Brg Width Req = 1.5
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.337
Bearings B & D are a rigid surface.
TPI Std: 2014
Max BC CSI: 0.321
Bearings B & D require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.079
FT/RT:20(0)!10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords
Tens. Comp.
WAVE
VIEW Ver: 17.02.02A.1213.21
B - C 809 - 641 C - D
810 - 641
yvl
9'ptliOtl Daa®a®
m
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 578 - 620 F - D 578 - 620
o
0
ium"I' A
08/11/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have brawn 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 Joinf Details, unless noted otherwise. Defer to ALPINE�
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANnw COMPANY
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 2400 Lake Orange Dr.
listing this drawingg indicates acceptance of ro essiona engineering responsibility solely for the design shown. The s iiTability
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com: TPI: www.tpinst.org, SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837,
Job Number: N362326 Ply: 1 SEQN: 50412 / T36 / HIPS Cust: R8975 JRef: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qly: 1 FROM: MRS DrwNo: 224.20.1548.23287
Truss Label: L2G SN / DF 08/11/2020
u2
M
13 5
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'
3'
7' 10,
4' 3'
12
4 = 4X4 = 4XX4
B E
a F 8;8„
H G
2X4(A1) 1112X4 1112X4-2X4(A1)
3'1"12
1 f 3'1"12
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 55 plf at -1.00 to 55 plf at 3.00
TC: From 27 plf at 3.00 to
27 plf at
7.00
TC: From 55 plf at 7.00 to
55 plf at
11.00
BC: From 20 plf at 0.00 to
20 plf at
3.03
BC: From 10 pif at 3.03 to
10 plf at
6.97
BC: From 20 plf at 6.97 to
20 plf at
10.00
TC: 98 lb Conc. Load at 3.03,
6.97
TC: 63 lb Conc. Load at 5.00
BC: 119 lb Conc. Load at 3.03,
6.97
BC: 50 lb Conc. Load at 5.00
Wind
Wind loads and reactions based on MWFRS.
10'
3'8"8
6' 10"4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
31 12
10, 1
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl U#
Loc R / U / Rw / Rh / RL
VERT(LL): 0.037 G 999 360
B 628 / 270-
VERT(TL): 0.110 G 999 240
E 628 / 270-
HORZ(LL): 0.011 G - -
Wind reactions based on MWFRS
HORZ(TL): 0.020 G
B Min Brg Width Req = 1.5
Creep Factor: 2.0
E Min Brg Width Req = 1.5
Max TC CSI: 0.337
Bearings B & E are a rigid surface.
Max BC CSI: 0.519
Bearings B & E require a seat plate.
Max Web CSI: 0 070
/W
/ 8.0
/ 8.0
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 17.02.02A.1213.21 Chords Tens.Comp. Chords Tens. Comp.
B-C 490-1313 D-E 490 -1313
C - D 447 -1249
a� '�'•`}yl�� �� S
7 A Y
p e
° c
a
CONZ' O AL � x
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1226 -450 G - E 1226 -450
H - G 1249 - 447
08/11/2020
**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 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 sheathingg and bottom chord shall have a propperly
aid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or B10,
Ste. AppTy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to
60A-Z for standard plate positions.
line, a division of ITW Building Components Group Inc..sha
3s in conformance with ANSI/TPI 1, or for handling, shlppir
mg this drawincql indicates acceptance of profession.
I use of this drawing for any structure is the respons
more information see this job's general notes page and these web sites:
n this drawing,anyy failure to build the
al on this drawl g or cover pagqe
*the design shown. The S.,?ability
31/TPI 1 Sec.2.
SBCA: www.sb'cindustry.com:ICC: www.iccsaf
A PINE
M MCOWAW
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 80708 / T7 / EJAC Cust: R8975 JRef: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 7 FROM: RAA DrwNo: 224.20.1548.23585
Truss Label: EJ6E / BAF 08/11/2020
Loading Criteria (psf)_
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
12 10'9"11
4
co 14-
Ln
N �
B N
D
4X4(B1)
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"4.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT.: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria -
Bldg Code: FBC 6th.ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
08/11/2020
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.007 D
HORZ(TL): 0.012 D
Creep Factor: 2.0
Max TC CSI: 0.507
Max BC CSI: 0.365
Max Web CS 1: 0.000
VIEW Ver: 17.02.02C.0211.16
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 283 / 123 1214 / - / 98 / 8.0
D 106 /11 /81 /- /- /1.5
C 141 /99 /58 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING""' READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceiling Locations shown fortpermanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. o 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.
Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the p",,, COWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page.. 6750 Forum Drive
listing this drawing indicates acceptance of ro) essronar engineering responsibility solely for the design shown. The suit -ability
and use of this r7"awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindustry.com; ]CC: www.iccsafe.org Orlando FL, 32821
Job Number: N362326 Ply: 1 SEQN: 80710 / T17 / EJAC Cust: R8975 JRef: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 224.20.1548.23396
Truss Label: EGE / BAF 08111/2020
1'8"12 1'1 "8
V8"12 "12"
12
4 1112X4CD
B
s11 A
EF
G
4X4(B1) 1112X4
T T
CO00
812
1'2"12 -�
1 I 1'8"12 ?"112
1'8"12 1'1 "8
Loading Criteria (psf)
Wind Criteria
Snow. Criteria (Po,,Pf in PSF)
Defl/CSI. Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.000 F
Des Ld: 37.00
EXP: C
HORZ(TL): 0.000 F
Code / Misc Criteria
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.177
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.012
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Factors Used: Yes
Max Web CSI: 0.041
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 17.02.02C.0211.16
Wind Duration: 1.60
WAVE
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
08/11/2020
8'8"
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 131 /85 /112 /- /42 /1.5
B 42 /11 /40 /- /- /14.5
G 49 /29 /26 /- /- /7.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
B Min Brg Width Req = 1.5
G Min Brg Width Req = 1.5
Bearings B, B, & F are a rigid surface.
Bearings B, B. & F require a seat plate.
Members not listed have forces less than 375#
**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
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 propCerly
aaid ceilingg Locations shown for ermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, 67 or 810,
ile. AppTy plates to each face oftrussand position .as shown above and on the Joint Details, unless noted otherwise. (Refer to
60A-Z for standard plate positions.
i vi j, or Tor r
acceptance
any structure
e
this drawing,any failure to build the
on this drawing or cover pa e
he design shown. The suit9ability
ALPINE
ANMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
Job Number: N362326 Ply: 1 SEQN: 50404 / T42 / EJAC Cust: R8975 JRef: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB 12601 / HAYDEN EXPRESS Qty: 3 FROM: MRS DrwNo: 224.20.1548.23226
Truss Label: EJ3L SN / DF 08/11/2020
12
4 �
2X4(A1)
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/112013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
56,
Snow Criteria (Pg,Pfin PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.185
TPI Std: 2014
Max BC CSI: 0.110
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
kT m
a
sou»ms+.� e`ti
COA ff ' W A- °
ln"I+3�1ti4s
08/11/2020
"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
Per BCSI sections B3, B7 or B10,
unless not
otherwise. f�efer to
9'8"7
8'8"
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 185 /87 /151 /- /57 /8.0
D 50 /7 /38 /- /- /1.5
C 63 /43 /25 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
a division of ITW Building 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 ant
trussesA seal on this drawing or cover page . .
this drawing indicates acceptance of -pro) essionaf engineering responsibility solely for the design shown. The suitability
;e of this yawing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2.
more information see this
ALPINE
ANMCOMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 50405 / T40 / JACK Cust: R8975 JRef: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 4 FROM: MRS DrwNo: 224.20.1548.23288
Truss Label: CJ1L SIN / DF 08/11/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
A
4
C
315
B
A
D
2X4(A1)
T 9'0"3
T11
81Q(Jrr
11114
1,
11 "4
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CS1 Criteria
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in Ioc L/deft L/#
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): NA
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.000 D
EXP: C
HORZ(TL): 0.000 D - -
Mi
Mean Heght: 15.00 ft
can
Code / Misc Criteria
Creep Factor: 2.0
psf
BCDL: 5.0 psf
Bldg Code: FBC 6th.ed 201
Max TC CSI: d.183
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.023
C&C Dist a: 3.00 ft
Rep Factors Used: Yes
Max Web CSI: 0.000
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
VIEW Ver: 17.02.02A.1213.21
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/3012013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
• truss In
listing
and us
For more
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL
/W
B 141 /103 /135 /- /28
/8.0
D 10 /12 /20 /- /-
/1.5
C -15 /27 /28 /- /-
/1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
�•, a'ag �a '�
rip
COA f
08/11/2020
"'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
'IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
per id BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
d ri ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _
cab�e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE�
is 160A-Z for standard plate positions.
a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN M COMPANY
conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pafge, , 2400 Lake Orange Dr.
this drawingg indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The sui ability
e of this c7�awmg for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org: SBCA: www.sbcindustr om_ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 80712 / T37 / JACK Cust: R8975 JRef: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 2 FROM: RAA DrwNo: 224.20.1548,23334
Truss Label: CJSE / BAF 08/11/2020
12 C
4 10'6"5
co
� ch
B N N
81811
D
1, T 4'11"4
4' 11 "4
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/deft L/#
Pf. NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.004 D
HORZ(TL): 0.007 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.393
TPI Std: 2014
Max BC CSI: 0.263
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02C.0211.16
WAVE
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 252 1 111 / 194 / - / 85 / 8.0
D 90 /9 /68 /- /- /1.5
C 119 /84 /48 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
ON AL o
08/11 /2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an 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 forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, 11
as applicable. Apply Oates to each face. oftrussand position as shown above and on the Joinf9Details, unless noted otherwise. Defer to ALPINE�
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildin44 Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANMCOWAW
truss in conformance with ANSIfTPI 1, or for handlih4, shippinlq, installation and bracing of,trussesA seal on this drawing or cover pa�e, , 6750 Forum Drive
listing this drawing,indicates acceptance of ro esslona, engineering responsibility solely for the design shown. The sui abtllty Suite 305
and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.t inst.org; SBCA: www.sbcindustry.com; [CC: www.icesafe.org Orlando FL, 32821
Job Number: N362326 Ply: 1 SEQN: 80714 / T32 / JACK Cust: R8975 JRef: 1 WXQ817101114
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 2 FROM: RAA DrwNo: 224.20.1548.23397
Truss Label: CJ3E / BAF 08/11/2020
12
4 F7—,- C
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
T
M
2'11"4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL):-0.001 D
HORZ(TL): 0.001 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.205
TPI Std: 2014
Max BC CSI: 0.085
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/l 0(0)
Plate Type(s): .
WAVE
VIEW Ver: 17.02.02C.0211.16
}p +', °e
a i
o. 'OS 1
0
m s
a
•e S Pi
0
�ro t®®�0ri@i�m id®`g lri'S'Vti ro,LY'
COA iFrr+9i{i14°Y 1�.A.
08/11 /2020
9' 10"5
ti
8'8"
♦ Maximum Reactions (lbs)
Loc R / U / Rw / Rh / RL / W
B 183 /84 /149 /- /56 /8.0
D 52 /3 /40 /- /- /1.5
C 64 /47 /21 /- /- 11.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
—WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an � SBCA) for satPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for _permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face oruss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Build iphQComponents Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping, Installation and bracing of,trussesA seal on this drawing or cover page. .
listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability
and use of this 4�awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
AL NE
AN '0-PANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
Job Number: N362326 Ply: 1 SEQN: 80716 / T33 / JACK Cust: R8975 JRef: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EH8 / 2601 / HAYDEN EXPRESS Qty: 2 FROM: RAA DrwNo: 224.20.1548.23428
Truss Label: CJ1E / BAF 08/11/2020
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "I 3B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
12
4
r
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
C
-�F T A-, 9r2rr9
Defl/CSI Criteria ._ _
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.000 C
Creep Factor: 2.0
Max TG CSI: 0.177
Max BC CSI: 0.024
Max Web CSI: 0.000
VIEW Ver: 17.02.02C.0211.16
08/11/2020
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 139 197 / 131 / - / 29 18.0
D 14 /7 /18 /- /- /1.5
C -11 /27 /24 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE. INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI 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 sheathin and bottom chord shall have a pro erly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin ins�ailed per BCSI sections B3, B7 or �10,
as appilcabgle. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to A LPI N E
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildinhc�Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the ANOWCOMPAW
truss in conformance with ANSI/TPI 1, or for handlin shlppinq, installation and bracing of,trussesA seal on this drawing or cover page , . 6750 Forum Drive
listing this drawing, indicates acceptance of pro essiona engmeerinq responsibility solely for the design shown. The suiTability Suite Fos
and use of this drawing for any structure is the responsibility of the Building Designer perANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.coni; TPI: www.tpinst.org, SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821
Job Number: N362326 Ply: 2 SEQN: 21792 / T23 / MONO Cust: R8975 JRO: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB 12601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 224.20.1548.23630
Truss Label: MG1 KD / FV 08/11/2020
2 Complete Trusses Required
T
T3
I
3'2"S 7'
1112XC
12
5 �
S 4BX4
M
fn
in
4X4A(A1)
18'8"12
Li
E D
1114X6 1114XS
7'
3'0"12 i 3'11"4
3'0"12 7'
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): -0.033 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(CL): 0.038 E 999 240
A 1508 /- /- /- /1510 /-
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): -0.008 D - -
D 1445 /- /- /- /1352 /-
EXP: C Kzt: NA
Des Ld: 37.00
HORZ(TL) 0.009 D
Wind reactions based on MWFRS
Mean Height: 20.70 ft
NCBCLL: 0.00
Code / Misc Criteria Creep Factor: 2.0
A Brg Width = 8.0 Min Req = 1.5
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 sf
P
Bldg Code: FBC sth.ed 201 Max TC CSI: 0.414
D Brg Width = - Min Req = -
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014 Max BC CSI: 0.720
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Spacing: 24.0 " C&C Dist a: 3.00 ft
Rep Factors Used: No Max Web CSI: 0.439
Members not listed have forces less than 375#
Loc. from endwall: not in 6.50 ft
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s): I
Chords Tens.Comp.
Wind Duration: 1.60
WAVE VIEW Ver: 17.02.02C.0211.16
Lumber
_
It is the responsibility of the Building'Designer and
A - B 1487 -1442
Value Set: 13B (Effective 6/1/2013)
Truss Fabricator to review this drawing prior to
cutting lumber to verify that all data, including
Maximum Bot Chord Forces Per Ply (Ibs)
Top chord 2x4 SP #2 N
dimensions and loads, conform to the architectural
Chords Tens.Comp. Chords Tens. Comp.
Bot chord 2x6 SP #2 N
plans/specifications and fabricators truss layout.
Webs 2x4 SP #3
A - E 1311 -1351 E - D 1252 -1291
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
Nailnote
Nail Schedule:0.128"x3" nails
E - B 948 -980 B - D 1372 -1330
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @ 4.25" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
;�1t664tttt 39#3t:f1P
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
ffie°
TC: From 55 plf at 0.00 to 55 plf at 7.00
BC: From 10 plf at 0.00 to 10 plf at 7.004
BC: 161 lb Conc. Load at 1.09+
BC: 1559 lb Conc. Load at 3.00
d �°
BC: 778 lb Conc. Load at 5.00
o`
�*
Wind
d s
v
Wind loads and reactions based on MWFRS.
±
Right end vertical not exposed to wind pressure.
°
; AT 0
Additional Notes
°'
WIND LOAD CASE MODIFIED!
a°°®+•°'@
L7
Q
COA` i
08/11/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING
TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly
attached rigid ceilin Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910,
as applicable. App y Plates to each face oftrussand position
as shown above and on the Joint Details, unless noted otherwise.
Defer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Building Components Group Inc.,
shall not be responsible for any deviation from this drawing,any failure
installation bracing this drawing
to build the ANRWcoMPAW
truss in conformance with ANSI/TPI 1, or for handling, shipping, and of,trussesA seal on or
listing this drawing indicates acceptance of ro esstona engineering responsibility solely for the design shown.
grawing
cover pae 6750 Forum Drive
The suitability Suite Fos
and use of this for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821
Job Number: N362326 Ply: 1 SEQN: 50389 / T18 / SPEC Cust: R8975 JRef: 1 WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 22 FROM: RAA DrwNo: 224.20.1648.20371
Truss Label: EJ7 AK / YK 08/11/2020
63 /
t
1 7'
7'
Loading Criteria (psf)
Wind Criteria '
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 20.50 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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Defi/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): -0.016 D
HORZ(TL): 0.023 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.778
TPI Std: 2014
Max BC CSI: 0.549
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
i' Lt' ••PPP
��w" �� 4sa�aeo naa®•'
-46
OF
a° 1 .�w$3AY1
COA �®NAIL
C
21' 10" 3
M Cl)
M �
C`)
18'8"12
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL
/W
B 327 / 172 / 232 / - / 179
/ 8.0
D 130 /21 /101 /- /-
/1.5
C 175 /169 /60 !- /-
/1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
08/11/2020
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
id ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810,
e. AppTy plates to each face. ofptruss and position as shown above and on the Join gDetails, unless noted otherwise. Defer to
60A-Z for standard plate positions.
Alpine, a division of ITW BuildiaQ
truss in conformance with ANSI
listing this drawing indicates act
and use of this pawing for any
For more information see this job's general n
his drawing,any failure to build the
on this drawi vg or cover pa e ,
ie design shown. The suii9abllity
ALPINE
ANMCOWAW
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N362326 Ply: 1 . SEQN: 50390 / T22 / SPEC Cust: R8975 JRef: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB 12601 / HAYDEN EXPRESS Qty: 3 FROM: RAA Dnallo: 224.20.1548.20979
Truss Label: EJ72 KM / YK 08/11/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
21' 10" 3
12
5
Ch
C'7
O
V'
B
A 18'8"12
D
4X4(B1)
2 7' it
7'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 20.29 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set " 136" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
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(TL): NA
Snow Duration: NA
HORZ(LL): -0.012 D
HORZ(TL): 0.018 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.736
TPI Std: 2014
Max BC CSI: 0.538
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
WAVE
GE S
,• s
•
a
0
0 Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 395 / 226 / 305 /- / 200 / 8.0
D 129 /16 /99 /- /- /1.5
C 167 / 160 / 52 /- / - / 1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
+« ®� d,+ice
COA glft AL
�fssoreaee'+e+�ac�a;
08/11/2020
"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 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
- BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
id ceiling Locations shown forpermanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10
e. AppTy plates to each face oftrussand position as shown above and on the Join i Details, unless noted otherwise. Defer to'
60A-Z for standard plate positions.
Alpine, a division of
truss in conformance
listing this drawing
and use of this a
For more information see
l NI 1; or for handliri shippir
acceptance of ro�'essiona
any structure is the respons
failure to buildthe
n. The or suitability
ALPINE
AN nw COMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL,:
Job Number: N362326 Ply: 1 SEQN: 21788 / T4 / JACK Cust: R8975 JRef: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 ! 4EHB / 2601 / HAYDEN EXPRESS Qly: 1 FROM: HMT DrwNo: 224.20.1548.23647
Truss Label: CJ5A / WHK 08/11/2020
19 C
21'0"2
io
N
18'8"12
1113X8((E3 D
4QE3)
5" 3' 10"4
5" 4'3"4
Loading Criteria (psi)
Wind Criteria
Snow Criteria (pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
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): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.028 B
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.035 B
Code / Misc Criteria
10.00
Mean Height: 20.41 itNCBCLL:
.2 TCDL: 4psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: .psf
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.448
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.195
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Factors Used: Yes
Max Web CSI: 0.171
Loc. from endwall: not in 4.50 it
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 17.02.02C.0211.16
Wind Duration: 1.60
WAVE
Lumber
Value Set: 13B (Effective 6/112013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 2.000'
Lumber value set "13B" uses design values
approved 1/30/2013 byALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 161 !- /-
/101 /66 /94
D 80 /- /-
/63 /11 /-
C 113 /- /-
/40 /114 /-
Wind reactions based on MWFRS
A Brg Width = -
Min Req = -
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Members not listed have
forces less than 375#
09
� e 7.08
° e r ° m o �
r �® 4 A1 W
i C `4a a
°
4
O
COA ONAL
smu" 016' �81 �t1yo
(9/11/2020
."WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r 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 pro erly
attached ri4id ceiling Locations shown for permanent lateral restraint of webs shall have bracinQ Installed per BCSI sections B3, B7 or 910,
as applicable. Apply plates to each faceof truss and position as shown above and on the Join Details, unless noted otherwise. Refer to �
drawings 160A-Z for standard plate positions. ALPINE
Alpine, a division of ITW Building1 Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the p" wcoW�,,,.
truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover paqe, , 675o Forum Drive
listing this draw'Ingg indicates acceptance of pro essiona engmeerm responsibility solely for the design shown. The suiCability
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 this job's general notes page and these web sites: ALPINE: www.alpincitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Odando FL, 32821
Job Number: N362326 Ply: 1 SEQN: 50393 / T26 / JACK Cust: R8975 JRef: 1 WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qly: 8 FROM: RAA DrwNo: 224.20.1548.20496
Truss Label: CJ5 KID / YK 08/11/2020
fi3
4' 11 "4
1 r 4'11"4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 20.07 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/112013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "l38" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
C
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): -0.005 D
HORZ(TL): 0.007 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.462
TPI Std: 2014
Max BC CSI: 0.271
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
I
V011"14
v
00
z
CV CV .
18'8"12
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 252 / 134 / 185 / - / 130 / 8.0
C 121 /116 /40 !- /- /1.5
D 91 113 /70 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
C Min Brg Width Req = -
D Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
°
AT C)
0
4. 0
AL
s
t9�tN
08/11/2020
**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
1 Safety Information, by TPI an SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pperly
Jid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
e. AppTy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to
60A-Z for standard plate positions.
Alpine, a division of
truss in conformanc
listing this drawinc
and use of this 2
For more information see
rl PI 1, or for handling, shipping, lnst
acceptance of ro essionar eng
any structure is the responsibility
!ral notes page and these web sites: ALPINE:
from this drawing,any failure to build the
t, seal on this drawing or cover page ,
/Aorthe de Sec shown. The suitability
ALPINEANMCOMPANY
2400 Lake Orange Dr,
Suite 150
Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 50395 / T30 / JACK Cust: R8975 JRef: 1 WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB 12601 / HAYDEN EXPRESS Qly: 1 FROM: RAA DrwNo: 224.20.1548.20947
Truss Label: CJ52 KM / WHK 08/11/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
20'11"14
co 00
CV cV
B Ch
18'8"12
A D
4X4(B1)
I- 2'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 19.86 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: not in 4.50 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
4' 11 "4
4' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.004 D
HORZ(TL): 0.005 D
Creep Factor: 2.0
Max TC CSI: 0.568
Max BC CSI: 0.260
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
. Pjl
a a
a"
a 4.70$
a
ffi
o
G
COAof
$
08/11/2020
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 325 / 192 / 265 / - / 151 / 8.0
C 109 /104 /27 /- /- /1.5
D 90 /8 /74 /- !- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
C Min Brg Width Req = -
D Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Safety Information, by TPI an 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 propperly
aid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610,
r e._ AppTy plates to each face- of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
a division of
I PI 1, or for nandlmQ, smppinq, Inst,
acceptance of ro esstonar eggs
any structure is the responsibility
ral notes page and these web sites: ALPINE:
failure to build the
I or cover pa .
n. The su Zillty
ALPINE
AN RW [OMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 328:
Job Number: N362326 Ply: 1 SEQN: 50396 / T27 / JACK Cust: R8975 JRef: 1 WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 8 FROM: RAA DrwNo: 224.20.1548.20276
Truss Label: CJ3 KM / WHK 08/11/2020
s3
12 C
1 �+ 2' 11 "4
2' 11 "4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: ' 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 19.65 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set " 13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
truss in
listing
and u:
For more
T
0o
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Code / Misc Criteria
. Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.252
TPI Std: 2014
Max BC CSI: 0.090
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
10.- _.",
r�r+'
•` .4
CON
a •
�•+O•tr1Y}}PmA�,
J 1if65aAit�
08/11/2020
20'1 "14
20
18'8"12
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 182 /100 /143 /- /85 /8.0
C 66 /64 /18 /- /- /1.5
D 53 /5 /42 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
C Min Brg Width Req = -
D Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"`IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
3 require extreme care in fabricating, handlin shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
d rigqid ceilin Locations shown for ermanent lateral restraint of webs shall have bradn installed per BCSI sections B3, B7 or 810,
icab"le. Apply plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. f7efer to
Is 160A-Z for standard plate positions.
a division of ITW_ BuildincL Components Group Inc._ shall not be responsible for anv deviation from this drawing,an failure to build the
'IYI 1,orrorr
acceptance
any structure
on this drawirig or cover page
ie design shown. The suRbilrty
AL NE
ANMCOMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 50398 / T13 / JACK Cust: R8975 JRef: 1 WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 224.20.1548.20450
Truss Label: CJ3A KM / YK 08/11/2020
T
6"3
4X4(B1)
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 19.86 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
12
5 � r B
20' 1 "14
b0
018'8"12
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL):-0.002 C
HORZ(TL): 0.002 C
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.285
TPI Std: 2014
Max BC CSI: 0.119
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
A 115 /47 /72 /- /63 /8.0
B 74 /72 /26 /- /- 11.5
C 54 /8 /43 /- /- /1.5
Wind reactions based on MWFRS
A Min Brg Width Req = 1.5
B Min Brg Width Req = -
C Min Brg Width Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
,•- ",far
a
s
� 0 w
P �
Q V W e
4
war %
P
"POwPabr,P�P*AP 1 1
� 1 NA
COAA/
_ `�tp8'dM44444�
08/11/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. App�y Oates to each face of truss and position as shown above and on the Joint`Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,anyy failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping, installation and bracing of•trussesA seal on this drawing or cover pa e, ,
ANRWCOMCANY
2400 Lake Orange Dr.
listing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The su,Ability
and use of this drawing,
for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.corn; TPI: www.tpinst.org; SBCA: www.sbdndus".com; ICC: www.iccsafe.org
Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 50400 / T31 / JACK Cust: R8975 JRef: 1WXQ119750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 224.20.1548.20901
Truss Label: CJ32 KM / YK 08/11/2020
Al
12 20'1 "14
5 [�:7-
B °0 00
6 N 18'8"12
A p
4X4(B1)
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 19.44 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "138" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: Ni
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.003 D
HORZ(TL): 0.003 D
Creep Factor: 2.0
Max TC CSI: 0.952
Max BC CSI: 0.189
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
08/11 /2020
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 268 / 169 / 237 / - 1106 / 8.0
C 44 /44 /17 /- /- /1.5
D 51 /12 /51 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
C Min Brg Width Req = -
D Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rj Id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face, oftrussand position as shown above and on the Join 9Details, unless noted otherwise. kefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the aNmvcornvANr
truss in conformance with ANSIQ PI 1, or for handlin4, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 240o Lake Orange Dr.
listing this drawing indicates acceptance of pro essiona engineerinq responsibility solely for the design shown. The suifabllity 9
and use of this r7�awing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.org; SE30A: www.sbcindu�!y.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 50401 / T28 / JACK Cust: R8975 JRef: 1WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 10 FROM: RAA DrwNo: 224.20.1548.20791
Truss Label: CA KM / WHK 08/11/2020
T
6"3 /
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP. C
Mean Height: 19.23 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SIP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
12
5
C
T � 19'3"14
0
18'8"12
�- 11 "4
11"4 I
1 11"4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.000 C
HORZ(TL): 0.000 C
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.195
TPI Std: 2014
Max BC CSI: 0.023
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
08/11/2020
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 135 /93 /126 /- /41 /8.0
C -11 /28 /25 /- /- /1.5
D 14 /7 /17 /- /- 11.5
Wind reactions based on MWFRS
B Min Brig Width Req = 1.5
C Min Brig Width Req = -
D Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING"'* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating,handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI andSBCA) for satPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
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 Oates to each face of truss and position as shown above and on the Joint- Details, unless noted otherwise. kefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN RW COMVANY
truss in conformance with ANSI/TPI 1, or for handlin, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The suif9abillty 9
and use of this drawing,
for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.al irieitw.com; TPI: www.t inst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 80720 / T1 / HIP_ Cust: R8975 JRef: 1WXQ89710104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 224.20.1548.23382
Truss Label: HJ6E KD / YK 08/11/2020
C2.83 0 10'97
T-11
� N
N �
B N
A-088
D
2X4(A1)
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #1
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Loading
Hipjack supports 5-9-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Provide (3) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
8r2r'5
8r2r'5
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.017 D
HORZ(TL): 0.031 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.865
TPI Std: 2014
Max BC CSI: 0.594
Rep Factors Used: No
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02C.0211.16
WAVE
0.
a° s�
o. 7,01
e
�1 8WATI�'�"�'
a
�# AL
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 250 /127 /- /- /- /11.3
D 115 /- /32 /- /- /1.5
C 273 /211 /- !- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Reg = -
C Min Brg Width Reg = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
08/11/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
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 SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
lid ceiling. Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections 83, 87 or 610,
le. Api)Tv plates to each face ofptruss and position as shown above and on the Joint Details, unless noted otherwise. kefer to
truss In comormance wlm Hrval/ I rl 1, or Tor nanaiinq, snipping, Insianatlon
listingthis drawing indicates acceptance of ro esslona g
en ineenr
and use of this drawing for any structure is tphe responsibilityof the
For more information see this job's general notes page and these web sites: ALPINE: www.al
from this drawing,any failure to build the
1 seal on this drawing or cover paqe
r for the design shown. The suiTabillty
ANSI/TPI 1 Sec.2.
ALPINE
AO RW C0wV
6750 Forum Drive
Suite 305
Orlando FL, 32821
Job Number: N362326 Ply: 1 SEQN: 50408 / T43 / HIP_ Cusl: R8975 JRef: 1WXQ81750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 2 FROM: MRS DrwNo: 224.20.1548.23257
Truss Label: HJ3L KID / YK 08/11/2020
2.83 o C
T 9'8"4
N
T-
B
M �
r- -
A8rgrr
E D U
2M(A1)
�-- 1'5"
Loading Criteria (psi) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C
Des Ld: 37.00 D
Des d:: .00 Mean Height: 15.00 ft
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads and reactions based on MWFRS.
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)
Defl1CSl Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
E 142 / 83 / - / - / - / 10.6
Pff NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
D 69 / 5 / - / - / - / 1.5
Snow Duration: NA
HORZ(LL): 0.001 D
C 36 / 6 / - / - / - / 1.5
HORZ(TL): 0.004 D
Creep Factor: 2.0
Wind reactions based on MWFRS
E Min Brg Width Req = 1.5
Code / Misc -Criteria
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.120
D Min Brg Width Req = -
TPI Std: 2014
Max BC CSI: 0.156
C Min Brg Width Req = -
Rep Factors Used: Yes
Max Web CSI: 0.000
Bearing E is a rigid surface.
Bearing E requires a seat plate.
FT/RT:20(0)/10(0)
Plate Type(s):
Members not listed have forces less than 375#
VIEW Ver: 17.02.02A.1213.21
WAVE
9 m.One 9aapao 0 N.
�ffi e .
e o.7,08 1
■ 6
0 p
a
A 0 m
0 gq�q
0 $ Y
08/11/2020
**WARNING** READ AND FOLLOW ALL NOTES -ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Alpine, a division of ITV
truss in conformance w
listing this drawing, in
and use of this drav
For more information see this
in
,$ctComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
il/TPI 1; or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pa e • .
s acceptance of pro- essiona engineering responsibility solely for the design shown. The suif9ablllty
r any structure is the responsibility of the uilding Designer per ANSI/TPI 1 Sec.2.
feral notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org• SBCA: www.sbcindustry.com; ICC: www.iccsaf
ALPINE
ANMCOMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 21790 / T19 / SPEC Cust: R8975 JRef: 1 WXQ89750104
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 5 FROM: RAA DrwNw 224.20.1548.20776
Truss Label: HJ7 KM / WHK 08/11/2020
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 "
5'7"8
57'8
9'10"1
4'2"9
0
21'10"2
12
3.54 4X4
C
in
m
B
A F1
18'8"12
G F F
1'5"
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 20.49 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "136" uses design values
approved 1/30/2013 by ALSC
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Provide (3) 0.162"x3.5", min toe -nails at top chord.
Provide (3) 0.162"x3.5", min toe -nails at bottom chord.
65"12 3'6"3 10"2
al
65"12 81111,15 9'10"
Snow Criteria (Pg,Pfin PSF).
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Loc R / U / Rw / Rh / RL / W
B 324 / 205 / - / - / - / 10.6
Pf: NA Ce: NA
VERT(LL): 0.044 G 999 360
Lu: NA Cs: NA
VERT(TL): 0.120 G 999 240
E 363 / 142 / - / - / - / 1.5
Snow Duration: NA
HORZ(LL): 0.008 C - -
D 211 / 206 / - / - / - / 1.5
HORZ(TL): 0.014 C
Creep Factor: 2.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.512
E Min Brg Width Req = -
TPI Std: 2014
Max BC CSI: 0.699
D Min Brg Width Req = -
Rep Factors Used: No
Max Web CSI: 0.268
Bearing B is a rigid surface.
Bearing B requires a seat plate.
FT/RT:20(0)/10(0)
Plate Type(s):
Members not listed have forces less than 375#
VIEW Ver: 17.02.02A.1213.21
WAVE
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-C 439 -713
0+
® s
a
dtr .
COA NAL��'`
ati m"bvil=
08/11/2020
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - G 664 - 404 G - F 654 - 406
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 458 - 737
**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 and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
id ceiling Locations shown for _permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910,
e. AppTy plates to each faceotruss and position as shown above and on the Join Details, unless noted otherwise. Refer to
60A-Z for standard plate positions.
Alpine, a aivision or
• truss in conformance
listing this drawinc
and use of this d
For more information see
any structure is the re:
ral notes page and these web
his drawing,anyy failure to build the
on this drawirSg or cover page
Le design shown. The suiCabdtty
ALPINE
ANMCOMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Gable Stud Reinforcement Detail
ASCE 7-101 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 120 Mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00
Or, 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
❑r, inn mnh Wind SnPPfi_ 1Sl Mon., Hcinh+ Pam. -+hit., r-i-.4 P...,, n vim+ - i nn
S
2x4 Brnce
Gable Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace w
(1) 2x4 'L' Brace w
)Km
(2) 2x4 'L' Brace x
(1) 2x6 'L' Brace IK
(2) 2x6 'L' Brace x
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
�)
#1 / #2
4' 3'
7' 3'
7' 7'
8' 7'
8' 11'
10, 3'
10, 8'
13' 6'
14' 0'
14' 0'
14' 0'
0)
U
S P F
#3
4' 1'
6' 7'
7' 1'
8' 6'
8' 10,
10111
10' 6'
13' 4'
13, 10,
14' 0'
14' 0'
Stud
4' 1'
6' 7'
7' 0'
8' 6'
B' 10'
10' 1'
10' 6'
13' 4'
13' 10'
14' 0'
14' 0'
Q
Standard
4' 1'
5' 8'
6' 0'
7' 7'
8' 1'
10, 1'
10' 6'
ill 10,
12, 8'
14' 0'
14' 0'
#1
4' 6'
7' 4'
7' 8'
8181
9' 0'
10' 4'
10, 9'
13' 8'
14' 0'
14' 0'
14' 0'
-�
S P
#2
4' 3'
7' 3'
7' 7'
8' 7'
8' I1'
10' 3'
10, e'
13' 6'
14' 0'
14' 0'
14' 0'
#3
4' 2'
6' 0'
6' 4'
7' 11'
8' 6'
10' 2'
10' 7'
12' 5'
13, 4'
14' 0'
14' U'
d
D F
Stud
4' 2'
6' 0'
6' 4'
7' 11'
8' 6'
10' 2'
10' 7'
12' 5'
13' 4'
14' 0'
14' 0'
Standard
4' 0'
5' 3'
5' 7'
7' 0'
7' 6'
9' 6'
10' 2'
11' 0'
11' 10'
14' 0'
14' 0'
U
#1 / #2
4' 11'
8' 4'
8' 8'
9' 10,
10' 3'
11' 8'
12' 2'
14' 0'
14' 0'
14' 0'
14' 0'
_
S P F
#3
1 4' 8'
8' 1'
8' 8'
9' e'
10, 1'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
U
I I C
Stud
4' 8'
8' 1'
8' 6'
9' 8'
10, 1'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
13)
O
Fl r
Standard
4' 8'
6' 11'
7'5'
9' 3'
9' 11'
11' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
\
#1
5' 1'
8' 5'
8' 9'
9' 11'
10' 4'
11' 10,
12' 4'
14' 0'
14' 0'
14' 0'
14' 0'
/
S P
#2
4' 11'
8' 4'
8' 8'
9' 10,
10, 3'
11' e'
12' 2'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4' '
7' 9'
9' 9'
10' 2'
11' 8'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
0.1
°
D F L
Stud
4' 9'
7' 4'
7' 9'
9' 9'
10' 2'
11' 8'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 8'
6' 5'
6' 10'
8' 7'
9' 2'
11' 7'
12' 1'
13' 6'
14' 0'
14' 0'
14' 0'
#1 / #2
5' 5'
9' 2'
9' 6'
10, 10,
11' 3'
11' 8'
13' 5'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P F
#3
5' 1'
9' 0'
9' 4'
10' 8'
ill 1'
12' 9'
13' 3'
14' 0'
14' 0'
14' 0'
14' 0'
U
H F
Stud
5' 1'
9' 0'
9' 4'
10, 8'
I1' 1'
12, 9'
13' 3'
14' 0'
14' 0'
14' 0'
14' 0'
O
I
Standard
5' 1'
8' 0'
8' 6'
10, 8'
Ill 1'
12, 9'
13' 3'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 8'
9' 3'
9' 8'
10, 11'
11' 4'
13, 0'
13' 6'
14' 0'
14' 0'
14' 0'
14' 0'
d
�t
S P
#2
5' 5'
9' 2'
9' 6'
10' 10'
11' 3
12' 11'
13' 5'
14' 0'
14' 0'
14, 0'
14' 0'
#3
5' 3'
8' 5'
9' 0'
10, 9'
11' 2'
12' 10'
13' 4'
14' 0'
14' 0'
14' V
14' 0'
a --I
D F L
Stud
5' 3'
8' 5'
9' 0'
10' 9'
11' 2'
12' 10'
13' 4'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
5' 1'
7' 5'
7' 11'
9' 11'
10' 7'
1 12' 9'
13' 3'
14' 0'
14' 0'
14' 0'
14' C'
Bracing Group Species and Grades)
Group Ai
S ruce-Pine-Fir Hem -Fir
#1 / 12 Standard #2 Stud
#3 Stud #3 Stnndnrd 11
Dou las Flr-Larch Southern Plnewwx
#3 #3
Stud Stud
Standard Stnndnrd
Group BI
Hem-Flr
#1 g Btr
#I
Dou las Flr-Larch Southern Plnemmm
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
wwFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values may be used with these grades.
Gable Truss Detail Notesi
Wind Load deflection criterion Is L/240.
Provide uplift connections for 55 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
aymm
Abautl
Attach 'L' braces with 10d (0.128'x3.0' min) nails,
able Truss
I
)K For Q) 'L' brace, space nails at 2' o,c.
In IS' end zones and 4' o,c. between zones.
Diagonal brace optlont
)K)KFor (2) 'L' braces, space nails at 3' o.c,
vertical length may be
T
In 18' end zones and 6' o.c. between zones,
doubled when diagonal
e
18,
)K
'L' bracing must be a minimum of 807 of web
brace Is used. Connect
member length,
diagonal brace for 450#
•L•
at each end. Max web
Brnce
Gable Vertical Plate Sizes
total length Is 14'.
.
)EK
Vertical Length No S lice
2x4 DF-L #2 or
Less than 4' 0' Ix4 or 2X3
better diagonal
I
Greater than 4' 0' 3X4
Vertical length shown
brace) single
8,
I ! 4hhtl8
411111
In table above,
45'
or double cut
(as shown) at
L
t
rf�r,.
+ Refer to common truss design for
upper end.
Lj-qq0
peak, splice, and heel plates.
offi 'S:
Connect diagonal at
Refer to the Building Designer for conditions
midpoint of vertical web.
Refer to
chart over a
for ax abt
o
ve ti le•� th,
not addressed by this detail.
-VARNM- READ Arid F01DV ALL NaTES CN TFDS DRAWD,a
�.
REF ASCE7-10-GAB14015
■■DfDRTANTw- FURNISH TNIS DRAVIDKi TD ALL CUTIRACTMS iNCLUDD4G TIE INsrALLERst a
followTrusses the latest editionnofcare BCsl Glulding nComponnttlsafetyp shipping,
by TPIand bandh BCARefatls t10
DATE 10/01/14
practices prior to performing these functions. Installers shall provide temporary bracing pe BCSI, w
Unless noted otherwise, top chord shalt have property attached structural sheathing and bo m chol
have
DRWG A14015ENC101014
shall a properly attached rigid ceiling. Locations shown for permanent lateral restraint f sb
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply to e¢�
e
plates
of truss and position as shown above and on the Joint Details, unless noted otherwise. r
Refer to drawings 160A-Z for standard
1,��
s �O ®p".V
~4♦• '� 7�i e.S`
pi NEW,
plate positions,Ae6
Alpine, division
,oww
g®
a of ITV Bullding Components Group Inc shall not be responsible for any deviatio r
drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin
easgsa
fs°
wa
AN fTW COMPANY
Installation 6 bracing of trusses.
MAX,
MAX.
T❑T, LD, 60 PSF
A seal on this drnwing or cover page listing this drawing, Indicates acceptance of professionalM
A�¢�`
\\ 614\ Earth\ Cit 1 Ex resswa
Y P y
\ \ Suite) 242
engineering responsibility solely for the design shown The sultnbKlty and use of this drawing
for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Secp-
I d P'RM
4q � aI1
(
1IiO2O
88
MAX,
SPACING 24,0'
1\Earth\City,\MO\63045
For more Information see this Job's general notes page and these web sites
ALPINE, www.al ineitw.comi TPI, www.tpinst.orgi SBCA, www.ssbcindustry.orgi ICG wwwJccsafe.org
5
Gable Stud Reinf orcement Detail
ASCE 7-10i 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 120 mph Wind Speed, 30' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00
Orr 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or, 100 mph wind speed, 30' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace *
(1) 2x4 'L' Brace 9
(2) 2x4 'L' Brace xw
(1) 2x6 'L' Brace ;%
(2) 2x6 'L' Brace
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
4' 1'
6' 11'
7' 2'
8' 2'
8' 6'
9' 9'
10, 2'
12' 10'
13' 4'
14' 0'
14' 0'
U
S P P
#3
3' 10'
6' 2'
6' 7'
8' 1'
8' 5'
9' 8'
10, 0'
12' 8'
13' 2'
14' 0'
14' 0'
Stud
3' 10'
6' 2'
6' 6'
8' 1'
8' 5'
9' 8'
10, 0'
12, 8'
13' 2'
14' 0'
14' 0'
O
Standard
3' 10'
S' 3'
5' 7'
1 7' 0'
7' 6'
9' 6'
10, 0'
11' 0'
11' 10'
14' 0'
14' 0'
#1
4' 2'
7' 0'
7' 3'
8' 3'
8' 7'
9' 10'
10, 3'
13' 0'
13' 6'
14' 0'
14' 0'
S P
#2
4' 1'
6' 11'
7' 2'
8' 2'
8' 6'
9' 9'
10' 2'
12, 10'
13' 4'
14' 0'
14' 0'
#3
4' 0'
5' 7'
5' I1'
7' 5'
7' 11'
9' 8'
10, 1'
11' 7'
12' 5'
14' 0'
14' 0'
d
D L
Stud
4' 0'
5' 7'
5' 11'
7' 5'
7' 11'
9' 8'
10, 1'
11' 7'
12' 5'
14' 0'
14' 0'
Standard
3' 9'
4' 11'
5' 13'
6' 6'
7' 0'
8' 10'
9' 6'
10, 3'
11' 0'
13, 11'
14' 0'
U
_
#1 / #2
4' 8'
7' 11'
8' 3'
9' 4'
9' 9'
11' 2'
11' 7'
14' 0'
14' 0'
14' 0'
14' 0'
_
S P P
#3
4' 5'
7' G'
8' 3'
9' 3'
9' 7'
11' 0'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
U
H C
Stud
4' 5'
7' 6'
8' 0'
9' 3'
9' 7'
11' 0'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
QJ
O
I� I
Standard
4' 5'
6' 5'
6' 10'
8' 7'
9' 2'
11' 0'
11' 6'
13, 6'
14' 0'
14' 0'
14' 0'
\
#1
4' 10'
8' 0'
8' 4'
9' 6'
9' 10'
ill 3'
11' 9'
14' 0'
14' 0'
14' 0'
14' 0'
/
S P
#2
4' 8'
7' 11'
8' 3'
9' 4'
9' 9'
11' 2'
11' 7'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 7'
6' 10'
7' 3'
9' 1'
9' 8'
11' 1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
QJ
D P L
Stud
4' 7'
6' 10'
7' 3'
9' 1'
9' 8'
11' 1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 5'
6' 0'
6' 5'
8' 0'
8' 7'
10, 10'
ill 6'
12' 7'
13' 15'
14' 0'
14' 0'
#1 / #2
5' 2'
8' 9'
9' 1'
10, 4'
10, 9'
11' 2'
12' 9'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P P
#3
4' 10'
8' 7'
8' 11'
10, 2'
10' 7'
1 12' 2'
12, 8'
14' 0'
14' 0'
14' 0'
14' 0'
LD
U
LJ P
Stud
4' 10'
8' 7'
8' I1'
10' 2'
10' 7'
12' 2'
12' 8'
14' 0'
14' 0'
14' 0'
14' 0'
O
�I
Standard
4' 10'
7' 5'
7' I1'
9' 11'
10' 7'
12' 2'
12' 8'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 4'
8' 10'
9' 2'
10, 5'
10, 10'
12' 5'
12' 11'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
5' 2'
8' 9'
9' 1'
10' 4'
10, 9'
12' 3'
12' 9'
14' 0'
14' 0'
14' 0'
14' 0'
#3
5' 0'
7' 10'
8' 4'
10, 3'
10' 8'
12' 2'
12, 8'
14' 0'
14' 0'
14' 0'
14' 0'
r--I
D P L
Stud
5' 0'
7' 10'
8' 4'
10' 3'
10, 8'
12' -27T
12' 8'
1 14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 10'
6' 11'
7' 4'
9' 3'
1 9' 10'
12' 2'
1 12' 8'
14' 0'
14' 0'
14' 0'
14' 0'
.ymm
About:
able Truss
Diagonal brace options
vertical length may be T
doubled when diagonal 18•
brace Is used. Connect L I
diagonal brace for 525# •L• +I
at each end. Max web Brace
total length Is 14'.
2x6 DF-L #2 or
better diagonal
Vertical length shown bracel single 8• X
In table above. or double cut
45• (as shown) at Ini L Ini 1
upper end,
Connect diagonal at
mid olnt of vertical web. Refer to chart k
wwVARNING" READ AND FDLLnW ALL MITES IN TMS DRAWING
■-@Y'Q2TANTww FinasH THIS DRAWDIG To ALL coNTRACTDRS INCLUDWG THE INSTALLERsg
Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing. Ref r +4
Fallow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo si
practices prior to performing these functions. Installers shell provide temporary bracing pe. B
Unless noted otherwise, top chord shell have properly attached structural sheathing and bo r
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraIntsf
shell have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply t unless
y plates to en�
of truss and position as shown above and on the Joint Details, unless noted otherwise.
PI � Refer to drawings 160A-2 for standard plate positions.
Alpine, a division of ITV BWIdImg Components Group Inc shell not be responsible for any deviati,
this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handing, ship{
AN ITW COMPANY Installation & bracing of trusses.
\ \ 514\ Earth\ Ci \ Ex A sent on this drawing or cover page Listing this drawing, Indicates acceptance of professional
b Expressway y engineering responsibility solely for the design shown. The sultnbpity orrd use of this drawing
II SuitM 242 for any structure is the responsHAlty of the Budding Designer per ANSI/TPI 1 Sec?-
\\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites,
ALPINEI www,nlpineltw.comi TPI, www,tpinst.orgi SBCA, www.sbctndustry.orgi ICG wwwJccsafe.org
r
Bracing Group Species and Gradesi
Group At
S ruce-Plne-Flr Hem -Fir
#1 / #2 Stnndnrd #2 Stud
#3 Stud #3 Standard
Dou Las Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Stnndnrd Stnndnrd
Group B,
Hen -Fir
#1 8 Btr
#1
Dou as Fir -Larch Southern Plnewww
#1 #1
#2 1 1 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
wwFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these orndes,
bodoLe Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 100 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3.0' min) nails.
)KE For (1) 'L' brace, space nails at 2' o.c.
In 18' end zones and 4' o,c, between zones,
)KFor (2) 'L' bracesi space nails at 3' o.c,
In 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 80% of web
member length.
Gabte Vertical Plate Sizes
thttT
T {11$td'l a,
Vertical Len th
No Splice
Less than 4' 0'
2X4
Greater than 4', but
less than 11' 6'
3X4
Greater
eater than 11' 6'
4X4
t 'j♦,�` + Refer to common truss design for
n'nA ' peak, splice, and heel plates.
r,.
° � Refer to the Building Designer for conditions
abl ,.ye ti' le~ tin, not addressed by this detail,
REF ASCE7-10—GAB14030
W DATE 10/01/14
tZ DRWG A14030ENC101014
MAX, TOT. LD, 60 PSF
rap ewa'w �
1�4 /11/2020
LtlgthT{
MAX, SPACING 24,0'
'T
Relnfoi
Memt
Gn
Tr
Gabe Detail
For Let -in Verticnlc;
Gable Truss
:)proprlate 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
,apped plates to span the web,
2X4 2X8
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nails,
10d Common (0,148'x 3,',min) Nails at 4' o.c. plus
(4) nails In the top and bottom chords.
Toenalled Nallsr
10d Common (0.148'x3',min) Toenails at 4' o.c, plus
(4) toenails In the top and bottom chords,
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A2003OPED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENCI00118,
S18015ENC100118, S20015ENC100118, S20015END10011 iF6IM"00
S11530ENC100118, S12030ENC100118, S14030ENC 30 1001�J/
S18030ENC100118, S20030ENC100118, S20030Ea O1 ��QPeb10(
l� °
See appropriate Alpine gable detail for maxll eRcyric liat 3qr
'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
Exampler
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o,c. SIR #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
"DWMTANTa FUFMSH THIS DRnvVM T17EAD AND FOLLOW ALL CCarrRAciORS THIS P E nrSTAUMS9 DRAWDIGI ; U. f 0 .i REF LET -IN V E R T
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref r�.�p r4 a
follow the latest edition of BCSI (Bullding Component Safety Information, by TPI and SBCA) fa sd7letys DATE O1/02/2018
practices prior to performing these functions. Installers shall provide temporary brndng pe BCSL •
lintels noted otherwise, top chord shall have properly attached structural sheathing and bo m Cho DRWG GBLLETIN0118
shall have a properly attached rigid ceiling. Locations shown far permanent lateral restrolnt f s
shall have bracing installed per BCSI sections B3, B7 or M, as applicable. Apply plates to eas ®i
of truss and position as shown above and an the Joint Details, unless noted otherwise. W s
AILPI Refer to drawings 16CA-Z for standard plate positions, � .�
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devintt. r ®y i s
this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shippin _{,1� °r°°ltOmoa` MAX, T❑T, LD, 60 PSF
AN ITW COMPANY Inst seat & bracing of trusses.
A seal on this drawing ar cover page listing this drawing, Indicates acceptance of professional
11514% Eadhl Cityl Expressway engineering responsibility solely far the design shown The sultabAlty and use of this drawing 4t DUR, FAC, ANY
11 sultel 242 for any structure Is the responsibility of the BuRdIng Designer per ANSI/TPI 1 Sec2. t `fr /I1/2020
1\Earth\City,\M0163045 For more Information see this Job's general notes page and these web sitesb MAX, SPACING 24,0'
ALPIND www.alpineitw.comi TPIb www.tpinstorgi SBCAi www.sbcindustryargi IC G wwwlccsafe.org
i 3
'T
Relnfol
Memb
Go
Tr
Gable Detail
For I Pt -in VPrtirnlcz
Gable Truss Plate Sizes
ppropriate Alpine gable detail for
e sizes for vertical studs,
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
.te that covers the total area of
lapped plates to span the web,
„ 2*2X4
*2X8
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nails:
lod Common (0.148'x 3.',min) Nails at 4' o,c. plus
(4) nails In the top and bottom chords.
Toenalled Nallsi
10d Common (0.148'x3',min) Toenails at 4' o,c, plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detall Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 Gable Detail Drawings
A11515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014,
A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014,
A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014,
A18030ENC101014, A20030ENC101014, A20030END101014, A20030PED101014
S11515ENC100815, S12015ENC100815, S14015ENC100815, S16015ENC100815,
S18015ENC100815, S20015ENC100815, S20015END1008 40311C1041iN
01 5,
S11530ENC100815, S12030ENC100815, S14030ENC S18030ENC100815, S20030ENC100815, S20030 00 D1
See appropriate Alpine gable detall for maxlrg3 egig2'g trd41
'T' Reinforcement Attachment Detoll
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -nail - Or - End-nall
DK
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
"VARNINGI.. READ AND FOLLOW ALL NOTES a TMS DRAWING! 0, jV0 4 REF LET -IN VERT
-IMPORTANTww FURMSH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLER SC
Trusses require extreme care In fabricating, handling, shipping, Installing and brncing. Ref -� w DATE 10/01/14
follow the latest edition of BCSI (Building Component Safety Information, by TPI nntl SBCA) pe.CSIm
4 •
/6L0 practices prior to performing these functions. Installers shall provide temporary brndng Unless noted otherwise, top chord shall have properly attached structural sheathing and m chotdw,shall have a properly attached rlgld ceiling, Locations shown for permanent lateral restrnf so f 11 DRWG GBLLETIN1014
shall have ndbracingposi Installed per abo sections th J ar B10, ils unlikable. Apply plates to ea /=//lUof truss and position as shown above and on the Jalnt Details, unless noted otherwise.!! Refer to drawings 160A-Z for standard plate positions. �q
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatlo r ®a•• se•
AN cofIWMPAW this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippIn ��1 on 0. .0. MAX, TOT. LD. 60 PSF
Installatlan L bracing of trusses. V�
A seal an this drow4g or cover page listing this drawig, k4cates acceptance of professlargl p v
1113723%Riverpori\Drive engineering responsliAlty solely for the design shorn The suitobplty orM use of this
drowYg �+�*yf \9\d �� ��2020
For any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.P DUR. FAC. ANY
1 \Suite\ 200 IBNeOfNi
\\ Maryland\ Heights,\ MO\ 63043 For more Information see this Job's general notes page and these web sltes3 MAX, SPACING 24,0'
ALPINE, www.alpineitw.conl TPh www.tpinst.orgl SBCA, www.sbcindustry,nrg) ICCj wwwkcsafe.org
:• W
I VALLEY FRAMING & BRACING DETAIL I
a
R
BC
Lumber Size and Grade Minumum Reauirements
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this Is Impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat II, Exp 8,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 41-0" for 30 psf (TL) and 20 psf (TD) Max.
ce the Grippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gored between rows.
7yp)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(et) 816d face -nails
Rafter to sleeper or blocking
5 16d toe -nails
Rafter to two 2x6 sleepers 416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
3 16d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
3 16d toe -nails
Truss to blocking
4 16d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
`' ' '"" "" "` "�` " 1 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d(0.162"x3.5')COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5%0" to 10'-0" long
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge
of c2pie with 10d j0.128"x3.0") nails at 6" o.c. ,r, or scab must be 90% of cripple length.
Cripp es over 10'-0long 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
anstall blocking under rafter if sleepers are not used.
-Install blocking under cripples if cripples fall between
lower truss top chords and lateral bracing Is not used.
-Apply all nailing In accordance to current NDS requirem
Nails are common wire nails unless noted otherwise gyi�9
i
—VMMW i® READ Alm FOLLOV ALL NOIES ON Tilts DRAWDQ S
H DPlWANTm FUFsM THIS DRAWING To ALL CONTRACTORS DQUDING THE DWN10t °'„
Trusses req," e 1 -one care Fi fabrkatFp, harWtlnp, sWDPFq, Instnll1LLgg and bra k. R•flT 11l,
fdlor the latest BCth
edition of Safety SVornotlon,' a TPIor and bracing
practices se fug Cot%ions. Installers
to perfornlrq these functions. Installers shall DroNtle pe D
peg B
edprioro
lilies rated er tap chord stall have properly rcl
structural np Ord bo9n
sheathing
ng "
ro attached i
ty a
shall have n properly attat3rd ntdd eelMp. Locntfons shorn far perwnent lateral rcstrrohtyf
shown o perha lateral
stall have Installed per BCSI seet6r
ckV Inn or " applkable. pates to enc0
I�
��
nd p- m steer above anti on the .idnt B10,
of mass and n th J 13.t , wiles noted otherrlse.
d
ll �J l�
Refer ta-drnr4ps 16DA-Z for standard plate positions.
AN ITWCOMPANY
Alp►m, a division of ITV Buildng Canponmts Group Inc. shall not be responsble for aonr�yy drvb.0
this d^awYp, any failure -to build the truss In confornance with ANSI/TPI 1, or for landup, shier
kwtallatlon t brodng of trusses.
A seal on this`drcwkV or cover page UstbV this drcwkrp, Yrlcatm acceptance of professional
solely for the desbn sMrn. TM aifohrlty and usr of this d- b,4
13389 Lakehml Drive
ferbkreeriio �orc�or�y
or any sbvcty Ie t}r r�esporsMtq of the Awriig Dadpnwr per AtISI/iPI 1 Sec2.
Earth City, MO 63145
For nore FKornatlon see this Job's gercral notes ppoope and these orb sit—
ALPDEr m tpbwltwconl TPB eer.tph-t W SBCAr rrr sbdndustrv.oror ICd rrnlnsofraro
J
STATE OF •:�
O R COP••'
••.r» I �\
S�0INY ,.••ter
/ (A) (B) ('*.
TC LL 20 30 40 54
TC DL 10 20 7 7
BC DL 0 0 0 0
BC LL 0 0 0 0
TOT. LD.301 50 47 61
DUP. FAC. 1.25/1.15
SPACING SEE ABOVE
REF VALLEY FRAMING
DATE 10/01/14
DRWG VACNVIS01015