Press Alt + R to read the document text or Alt + P to download or print.
This document contains no pages.
HomeMy WebLinkAboutEngineering Package Truss9
Builder:
Project:
ENGINEERING PACKAGE
FLA5/320 CREEKSIDE
Model/Building: 4EHJH
Lot Alt: 0
Lot: �6 0
Address:
......................................... ........... ............................ ............... _... ........................ .
JobNumber: N362326
......................................................................................................... .
Revision Date:
Block: _J
FILE COPY
Unit:
Reviewed for Code
comp'anCe
Universal enM, 9inebrfn�
sciences
New Load #: RL01
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
LP I
March 13,2019 ARffWM4Wf
Mt. Bob. Michaelis.
Garp&hter.Contractors of Am6ftk,lric.
3900 Avenue- G, Northwpsit
Winter HaVen,'FI 33880-6201
Re: Aftrpatiiie installatio6sTor a single ply carried truss with a width less than the hanger width, ,arid
wood.blo.9king to -achieve full design load vafue'f6rfA'cermOL;tited.banger-aft ac;hment'bna,oiid ply
supporting girder (Reference detail WA37-02).
DearBob,
fota single ply carried truss 'With- a width less than the hanger width you can install a
.a prefabricated jack
scab truss ("').for wood blocking The chgrd sizes, chord,grades, and -Alpirv-connectot plates) to
ISe.1hd same as the single. ply carried truss: The prefabricated jack i§dEib truss (*)- will haV& a, minimum
jerigth of 4$0 and will have a minimum pitqh. of 5112. The single. ply garr.Apdf.russ shall have reaction of
3,5009 or less- Attach'6refabricaied:jack.tcab,truss with; two (2)rows of 0.1 28"x3.0f' Gtin Nails at 2"
O-C. per• r6vV., -staggiar6d V (See Figitir6 I Wow): Please -refer to the Simpson -9trong"Tie Catalog G-C
2GI9j. page.216., rigVrp:a for more information.
ftahe:l
Fora sing 16- ply.gifder'-thet requir.6s Wood bl6cW§ to achieve full desigh load value for face -mounted
hangers-Affach one ' wood. block (") to the back face of the single -ply girder With the same sizeand
qrad6..d!§ the bottom. c�b,rd"O,f the single ply girder. The. --wood- block 1664thlo b- such
es that th6Wdod
blocking. -extends to each adjacent panel 'points (*6bs and bottom chord intersections).. Attach wood
block (t)*wlth iwo-.-'(2) rows of 6128" x3..0- Gun' Nails at 6! O.C. per rQW . , staggered 36applied to the
6760 Forum bCNe $uite 165, Orlando, �L 32821.� (PQq)-52-1-9796_(863 422685
-4. " . * I
WWW.atpineitxv.com
f
ALPJNEj'
.ANf1WCOkMM
single ply girder face, with -prradjopnal (20) 01�28"4,0' OunNails at-each'pan6l.point applied to the.
wood block bee (See Figure b0b.W).Please refer to the Simpson Strohg-Tie Catalog C-C-2019,
page 21.61 Fig*.e I for morer infori-nation.
Fjgute2
The appI ' idMion of-pf6f6bricated jack scab truss for wood fillde'blocking or wood blocking to achieve full.
design Toad value for face=mount6d hangers- must be approved by fhe- hardware manufacturer.
All edge and end distances, and'spacing for all nail connectiorts must be suftient to Orev6nt:splitting of
'wood..
If. I can.be.pf any further assistance or if you have any questionsi please give me a pall.
SinciH. AT.
WilNirh H. Kricik-P.E.,
Chief Engineer
Alpine an ITW Company
Engineering Department
Oflando,'Fl_
STATE
6750*F'otOm-DfWi--Sdfte:306;-Odarido,.FL32821 -'(800)*.52.1�790-(863)422-8685
Wv6V.aIpIneitw:cpm
ALPINE
UWMW.PNV
April 26,, 2016
Mr. Bob Michai6lis
qqrpenter Contractord.of.Amedca, Inc.
3900 Avenue Oi Rorthwpst
Wihtet HW6n, FL 33886-6201
Dear- Bob,
Rd' Strongback bridging 66 tbbf-j:rU§ses.
I -understand therd is some cod6dirn over oCjrrecdminen&Lti6hs f&.str6ngback bridging on roof trusses.
-Strongback bridging for roof trusses is not. a requirement of'ANSI-TPI 2014 nor is it a requirement of the
BUildifig COrhp6h6nt -Safety InfbhnAory (!BbS(), But strongliack bridging on roof trusses IS"
recommended, by Carpeht.et Cohtractdft 6f.'America. SttdhgOdbk bfl#1n"g[ serV& the following two
funclidinsa.'
- One,' bridging aligp% the bottom -chords after they are set so they ere uniform along the ceding
line and h6lips..*with ceiling sQrvj cOability
- Two; bridging reduces- fdtitiv6 deflectionofadjacent trusses.
Strongback bridqlnd'.doesdot prevent reducb?ovefajl indiVidual deflection, especially any roof -trusses.
:deflect ng .9ft.tn/* inch
: . .....
StmpgbaqX- bo.4ging In roof trusses dbes 'not 'serve astempbrary.br peirmati6rit, bracing and is not
interided to &tribui6. of share design loads -between trusses. Consequently, pp design loads have
been accounted forWfth this detail and dontirfubLis-,§trohback'bddgihg should not.be.aittached be'twderii
common and .girder'trusses: The use -of strongback: bridging, shall not'in 11 in other design
teftere with .9
considerations agspecified .by-tffoEngiheeLrp,f Record or the Building Designer.
Th& outer ends of the bridgino.shall be -attached
to a wall or anothersecureend restraint, or
as specified: by th6 Erigihee'r of Redotdor.tha BLfilding'.130i3ighdr.
Strongback Wging' shall be -a- mini'mUril -of 2X6 norhinal [UrzfbOr oriented -with fhe depth vertical. AtUtch
with (3). 1�6d :common okils (0.162"x3J.5").' nails at each intersecting 'member. When extending the
:strong . l5ack bridging overlap. by at a minimum :of two trusses. The lo'catio'n .of. ibe: str6r).9back. bridging
maybe specified bythe Truss Manufacturer',,Eigifie6e df-Redord, or Bufldihg Designer. Please refeiAo
BGSI 'Stron!Rbacking'Prpvisions" or to AlpinegTR8ROR1614 de
tail for more. information. The graphic
,§ho*h (Figure_ 1) is f6r generic flluttr-Ative pjUrpose only,.
6750 FbrurnDrive.Sulte305;Oritindo.FL.32821'-(800)52l-�790-(863)422-8685
wWWAlpirieltw.com,
ALPI_NE
RV:!?' U L ( M.-L L �pj . 1 ..3)
Flgure4
If 1 -canbd of any further Assis.taribe'or"ifypu have- any questions, Opase give me a. call.
Sinc rely.,. 6w
%
2 N4o.70861
William. H.,Krick P.E. 8TATE 0
Alpine an ITW. Company
E�ginep'nhg"Ddpa ftdfit'
Orlando,. FL V821
6750 Forum Drive Suite 30B, Odando,'FL 32821 (800). 521-9790 - (893).422-8685
www.,8lpri,Y1tw,qQM
STIRN6BACK BRIDGING- 'RECOMMENDATIONS
.BUTT TRONGBAI
A�RONGBACK
P—AIL scabr-on blocks shall be a minimum 2x4
'stress gt7q ded lumber,,'
T,
DRIDGING TOGETHER
strongback bridging and bracing -shall- *be• a
min1hum 2X.6 'stress graded -.tufibi&%'
q.
0-The -Plur�pose of strondloack- bridg.ft Is to.
SC
-0, ATTACH SCAR VITH'10d -I1OVGUN..
ATTACH
dewelop' load sharing betweRh 1ndI.V s�
Id6at trusses,:
41 -V V6 (0.128!x34f). HAILS IN'.2 ROWS AT•
resulting In -an 'overall Increa4i? In the
-SCAB :61"MM
NDTE6 'IN LIEWOF SPLICING ASSHOWN,
LAP --STRO ACK- BRIDGING MEMBERS
FOR -AT L RUBT ... TRUSS SPACING
stiffness of :the floors System. -23�6
strongback 6i'log!nt5, po`s1t1ohed-,ds-..sKqwh In
'recommended
S.TIMNGBACK BRIDGING' SPLICE DETAIL
cle'talls, Is a6 10' -0i D.C. (max.)
NOTEi Details I and the 'preferr;�L-d att.achmeht MYthQds.
vw_.Thg *��As 11oHdbirid! and `bi�-dclmg' are. sometimes
-�Braclng'
ATTACH STRONG . PA . TO
mistakenly used-'In-terchangeably. Is -an
'or
WEB V/'W 10d -CC MMON
Important -structural eequlrementi- -of Any floor
A7Lg.11
(4) 10a -V GUN
or roof system. 1�'etet- 4co. +H'L-*; Truss besigh
WxW) NAILS
Drawing (TDD) fdt4 'the.' brQtlng .requirements •for.
-each- Ir1dIVIdUaL truss component. Bridging;!
particularly -IstrongbpKk.- brtdgI?-f9'-
recpmmeh-datIcih- foi- bL -.truss system to help
i
cohtrol VlbratloNl. rh: add11+1on' to! aiding. In the
ClIsIttl1b.UtIon of point' lbdeW -be-t.weeo* 0AjQr_ent
strongback bridging, serves. to reduce
STR13NGBACK
BRIDGING
'bounce' or residual. �1b.Pd-.tj.bh. 'resul-ting from
S I
I Qu
E
moylmd polri-t loqdg, ;5LI ch as fowtstepz-
io ID,
None r4 uMed
The performance 6f flPor systems -are
1
0
(E) 10d C1019�?ON.CU148 X3,0'
Jab,
V3 5)
,'all
enhanced . by the Inttallatll?h of strohg b.a ck
11 Irij I NAILS . Ol 2 (4NIMU S RONGBACK,-
31OX/GUN Z<
TUF AT EACH END.
d
brIdgIn and •-Oie!'gfor.e. -W . ' strongly, recommended
AND.BUTTWOF RESTRAINED'.
SCABcOfi VL13CW ATTACHby
Alpine.
SIRONUBACK TO BLOCK V/. (3)
Iod COMMON (0.148IX3.0!) NAILS
For addl+ionat In.fdf-matidlh regqrdlfig strongback
11R-Widd BOX/GUN. (0128WV)
NAILS,
bridging, refer tp :BCSI M4116IIng Component
Safety Informailon).
STRONGBA.CK BRI-11GINQ ATTACHMENT ALTERNAIJYE�
M rrwcommNy r I; . .. ---I
EEC
The MUNNY -W
13793 P- MW/M I
QW. 200 p— 4h..
MA*1&WVia1gb1s.M01 ALRIM ypy _AP11.t_W MM& -Y. ty-,w I
V LL.' PSF
T&= D L PSIF
N6.70.861
JC M. PSP
ITEI.:� ILL PSF
STA
bw.ka FIV
X. 0
mqg- "Tv 13E R.. on
04
NTRATE9 L IVI xOi,-Ns-..-TA-uvnrm MAIMIAL.-
-Qj zol AXIMUR
. �_X � 9r. , ,
f.3c; RO 0 - to
IXA;? � Am
meqnaq AND.:
WH9 00� NPT..'
-Irt, 'fib'
WSJ, jR rf
ENT.::
a. R� DOC
. ........... .
UN E
vla P09T ,
a4i4
A -....Sp
&,ag.
'iCAUI.- NON.
RW
I
XHW JO'•bZ 9NI3ddS
[Jmryeaaa�FFF val IE.IO'�(J{rnard PrF+� Kui Ire eaa ar�R i•ruF qdl runIlWJayw �+41 I"" ONIdTI
wllP R. OR PYr + +lou nwu+,Rof +Mi OR.Y•.JOY Joa
SfpEo oW'6Ho 4Yr3 '
SAM 'v. tSSM
S ` /
`�
'i•i+: t Id,JTSNY � YfVO{frd DNo1�R x� Je wJ [ .No Joy
Of.NPP rFl Io .m W FimP+A+ �U, v,v4r uolr.P ! .w rpr� ••"fi..
♦♦ +
Uuold•do+R swoitlraaa ++LraW 'WnJa rMi OMird a
,i"�i'N! M d �7 gFelloaRYay
•
4V{epedwa.P n! pYnR aF •JnYry Au 'p,RroJp fM�
OYTM[ All Io uolgkP r 'KTa1YY
.uopp•d .to d pJePuois J•I Z-yp� M ,r.p o J.J+V
1•lILNW� 1i51a NV
��
'
rp+Jiyt�J�•Sal Pa+M •f[o!+[ ta7v(' +y! W uv awgo woo• Fo'Y�{Iwd Pua a�nJ! Jo
rd tprr of r'++lv d 11wY +1FaalP�do+f TS�6 o+d 1•1NV4 4avJq IAiV llryf
aqq•, Io !'+ ra �RJ+!•I iWVrYJrO VPJ VFoyf .wprae•I rt•a n (J P+NJ �y9 �Iw•dr.a , .,,ow u•�YI
pdaY+ ualloq�lr e.gYko.yc t7JrganJir P•'tav%1 •(IJsdoad rFW 11rya Ploy[ Eal' iqu•lpo pd se rn j0
TSJ[ Y+d Nara AarJod3 4 M'I+vJd IIWr s.1r11•ii41 ualt�nl .nV! OuNJhuJ•Ya o '+qJd ea>ftav
�;o+ai ,�„y pes ,r le �qq Wta�JoJ/Y al,Jrs w+lo�oa a{Pmo Inc yo Y•w• r• !• w! •O1lw
'owa Jq P a+lll•!• 1 'O4�dM• 'tF/1PY•4 '94pw(Jq+J 4 I.I. +wJ�Fr rrinb+� s.[snyl
�— f
+
bTOTabH3d321 SM21Q
4T/TO/01 31bQ
slnnvamr a+T a lcmxll s[marnalaa rY al MV%slNl NSWd P W1N1dIGPF
17NIA SINI M Z31aN TN Ab1'lOJ QNY tYSI nqN A•F
NIHd3N N3EW3W J321
�F
a
• unHappj l
#0999
#S609
#0889
#9915
r9
9xZ
Paolo ao qaM
#9Wv
#060P
#OV96
#09ve
{.xe
paot o ao qaM
#SZLS
#SZZS
#0091,
#966�
Air
gxz
paotj3 am qaM
#SERE
#SOSE
#SbOE
#SL68
-Ox8
paoN3 -jo qaM
#SbLb
#96F*
#9696
#SESE
19E
9x8
pjc4Z) ao qaM
#OTBE
#OE68
#OESB
#Wle
�xz
Pao43 ao qaM
#SLSE
#SITE
#99E6
#OEd6
JOE
9xz
p.aoy3 .ao qaM
#SSSB
#STEB
#096T
#OT6T
}.x8
pao48 ao qaM
#029Z
#012B
#58ST
#S94T
life
9xZ
paoy3 ao qaM
#SbLT
#5;61,T
#SSOT
#SL6
yxg
Paoy3 ;ao qaM
#STfrT
#S6Z1
#SSOT
#SL6
18;
4x8
/Cluf] qaM
0068
#OEL
#5E9
#089
rBT
trxZ
dluo qaM
d),S
1-JE
AH
3-ddS
I
axis
, aaolwaW
aoaod lvlxd aagWSW wnwlxvW
poo-T jo uolq.o.an([ .a0.4 pasvaaaul aq naw .n -i—ky
/0 = uolq.loanQ P00-1
libq-ag .Apoda�j -.Aao{waW
WaaorTqrs WON al �a ' - iagwa 9xZ
)aaB6roq.S MON algno - aagwa l qx2 aou� quoa.4 = O
Is1IroN (ulw `rE x .BFT'O) xog POT aovj ?poH =
aaI5610
—i ra
+ O + O + O
+ O
O + o + O +
O +
oIdA� F— =
•s
-spool ul—al} Auo }aoddns q.ou Amw paogD usHoag
'oaav agvld ao}oauuoo aqq. uM}�M Bulaan3zO slaolq,nas
qaM .ao paoq� pASvwvp aoj pawn aq }ou aw llo}ap aladaa sigl
saallds laund-alw
}n a}vld aogaauuoz ua OAcl aoj Pawn aq Avw llv}ap .Ilvdai sIg).
j0S91 8pva8 MSW puv T# apva0 lonslh o} paq.lull sl lloq
s1N} q}IM asn • -l03 bpi) aagwnl paq.}Iwaad wnwlxow ag1
',aagwaw ?ply gdva o}uI (uIw 1,ex,S3;'W sllvu un8 ad xoq PO; aulsn 11vN
'paaa86v s sMo.a "no ,y }o sMoa (E) aaagq. Bulsn saagwaw gxz oq•ul WON
paaa9Vvgs S0moa 1i:'0 ,b }o SMOa (g) OM} Bulsn S.aagwaw yxz oq•ul 1IoN
-lauvd ua){oaq aqq. WIq}IM aq q.snw (S) 44.8ual .lagwaw qv:)S
(D + cl>�B) = MIA-8ual aagwaw apls wnwiulW
•aov3 aad gvms aua lddy 'aagwaw paBowop so sapadds
puv 'apoja earls awo3 rsaagwaw apis qxg oM} .ao yxg OAJ = (S)
<g) oa.av pa8owvp jo apls gDva uo'aauo"Ip Bulllvu wnwlulW - 0)
uojgDas pa8owvp jo gq.Bual xow ,81 'oaav pa0vwo¢ . (B>
11v}ap slgq. g}IM Aldwoo
qou op q.vgq. s.alvda,a atuv aoj aaan}ovdnuvw ssn.aq. aqq. q.Vo}uo0
pa"C' o aav ssn.aq. Aad saloaaq OMq. uoq} aaow ou puv
launchgxgagj.1M sassna}�Cld ajbulsaoa0J a ppvnasl u6lsap slWl
'aagwaw qaM ao
paogo uas{o.Iq gq•IM ssnaq. v aoj salodaa saijlDads OVIMoap slgl
ua>10Jg J0 pa>{:)b.4:D
qU:A flEAK-EYFRY 7WRO.
BOARD FAIRIOFREtAT-TERS
WO
9. Mot-
ofV41O.Y
m
QQJeet
if -ill, 8Fo;6,;V1'D,1cx1-1.0
fl
�E-Y FRAMNOA
are
T.RL!Sq; IJN13ER VALLEY -FRAMING
VAL�F-Y RAFiMR-,OR RIDGE
Cffi 'i ' PU2
1pAleb,4'-V'fdr-30psf L)' d2dpsf(-Tp).Mzix.
lQQpQM
'sa that ciiiiir- laamlops sm
jared'Ketwegn rows.,
-4 IQ'td&49lW-
(14)alod-fate-nalls
Mfdet&.tWp-2x6 sleepers.
S. "Sidejidt td-wo,
3.160 t6rGadus.4841 slaRper.j&.tru$s
i..trP- 4 X6&tOv.-AV1
B. Fruffid to (Q11), $.:to.o-tda-naQj.
-1.0,
.11, 'Tplulo
-32. -crjo -to-P uln'. 31do-t4.'"9mr
.13. :Q1 * f 4 i6cF'wL--n2ll5.
NOTEe.1 . IS OMMZW NAILS
dLed
gqh.
tress ,
TV; LU h '.Sb 40 54
'PC 11r, It ZO 7 '? DATE:
sc o .0 o o DRI
. 'OT-Aft 0# ' BC-LL 0 -0 Q 0
LDj,'Qj.Bb 4-7 61
a 9
1
Simpson Stiong-Tiell Wood Construction Connectors
Face -Mount Hangers - I -Joists, Glulam and SGL
5' These products are avaBahle with adrltlonal conoslcn protection. For more Infomladon, see p.15. Codes: See p.12 for Code Reference Key Chart.
0
I*
_ip
jdstenera:." -
-,;A[ ab lelo93g.�
j
�1(N
Code
-
•� - -
- "�i : F P-o �:.z�w. �
. SPF/HF• •
:y
'.:'Spgdids.Headie
Bet,.
s j .
-
y
::
;Mf
:Fit
Fade
;Julsf
tt
,
-
'Fl oar
S Wl.Boot. of
-
�:'Upl..
_
• -
Min.
6 b`
1 -1
2
�10
1 72
IUS2.56116
26%
16
2
(14) 0.148 x3
-
'0
1.660 t ;;C51'
805
1,425
1,555 1555-
Plix
(16)0.148x3
-
70
1,105(1;d05'1:96
fz55
1,i55 1,_5,
212 x 16
MIU2.56/16
-
211,6
15346
2'h
-
(24) 0.162 x 31.
0.148 x 11i
230
3,455 3,92014.045
2.970
3,370 :3,480
_(2)
x 1'h"
974
U314 _
(• ✓
29m
10 iz
2
-
1,945 2.20512,375
1.675
j 1,895 12.045
HU316IHUG316 _
✓
2?i61
14Y4
2%
-
(20) 0.162 x 33i
(8)0.148x1Yz
1,515
2,97513.360'3,610
2,565
2,895
3,110
-
2%x18..
MIU256LaE ,..,;':.', ; :
..^...
i(<.
° `
29 =`
` ,47 e `
2Y
>-..<>
6):9.163X31 ='+
:•,2).O.a 6 4�k '
" (}i
` '345 :k A,. 4iY%45
3122].�
3 480.
480
FL
LA l
•.'_.%'" �
Htlo1$
MIU256/20
2'h z 20
; • -
2R5a
j 19Ye
2%z
-
t2810.762 x 3'h
(2) 0.148 x 1 Yz
230
4,030 4,160' 4.060
3,45513,495
3,495
MI15fi%20:-> ':.
`'r''s✓
'2Yie
7r4c;;
t=
28 O'�2.$•33jr'"S
D-{98`x4''Ix;'
:' : 0'.:
"b3Q'4�
06fL.31.465
a 495
3495
.2'Yi
2% x 9'/a
to 26
'
2W wide Joists use the same hangers as 2'h" wide joists and have the same loads,
_.
11U
Iv a72/9;;`"t=•�:2:::'^;
�:....1-:•
• .Y-
. �-c
31e�;:
JY+.s`,�.2'IF-.lY--
::il'6}Dj62i13�ix�ii:'.,
�23Utq�ti5•r2.�753�Yf2,.,
1,960 2�245'
2:925
O40x3=
1 592;G8f�$b2ff1n;25..2305'126052;BOD
IBC,.
3 �%
MIU3.12/11
• -
3Yc
11'/5
(12010.162
2Yz
-
x 3Yi
(2) 0.148 x i Yz
230
2,880 3135.3,135
2,475 2,695 ! 2:E95
FL (
x 11
HU212-2 / HUC212-2
t • ✓
314
ION
21h
Max.
(22) 0.162 x 31h
(10) 0.148 x 3
:.; 95
3,27 ( 3,695 3>970
2,820 3,180 :'s,495
� �
f1U325/1ti'I}ipJp 2$412
:; : '.:':
_`:`{2dj
0_.6K�;%z>'`
`'(7'2ZU:1'9�"z3:
15:
35Zb {'4�3Q
}J35
3 F175 '3,�©
9;735
HU8 �5/a6f ' :;"
J
',;
,. , f
3,54�
:?
1i'x✓Je,:'
r',-.
`h9 q:
' 2ti}b.1621r31�Z
0.1'48 xZi _
'5il
2x97 ? 360
6iii:
2:560� 2;'B90:�
3,1b5'
HUC3,2�11C'
2z 5-}z�-,2'h._$;5953
..4
3�� 7i0'
3:71ir
FL
�..
`;
3 i'2X3ri:
'�(lU�_(1IGZx4Jth;'
�f195
9TADq�tl00.;
97D�
7(82$ r-T825
7;B25:
IBC.
NGU53.25!]2 ' •" ::::'
:.,:
:
g �a�
1Q '1'
a-
-'827t:3'�:'
ftt4
ii20) 0162 x9
504ll
D 3D `� 1(14
,4Q0.
$ 085 ' ;OBS'
8,085FL
::-
.d
.
,.Y4.;�2h
SOS
(12);'fa°:k2Yz;SO�2bn
5
J2GS
'._G.,31hx514
HHUS46
-
36%
5Ye
3
-2
x 3'/z
(6) 0.162 x 311
1.320
2,785 3,155
3.405
2,395 2,715
2.930
HG11S46
• •
-
, 35i4
I 4ti6
4
-
(20) 0.162 x 3'h
(8) 0.162 x 31S
2,155
4,360I4,885
5,230
3,750 14,200
4.500
7
HUS4B
(3.'f;iexJs.
F}f11US4& f
"r:
- �
3t
'7''kf
3�
-
;[22j-O:j62at3Yzi.
;`(61-D:1fi2�'x.3
}�`:& ;
B�ZiG' 4770
;5;74.D
36�5'9,09'z
1:h15
=
(36}0:1fi2 $Yt
(12)b162Y.3f/z:'
3
. r46�i 7A6D
,T46b
G415. 015.
6,415
IUS3.5619.5
-
36%
91h
2
-
(10) 0.148 x 3
-
70
1,105 1,345
1,455
1.02011,160
1,250
210
2,305 2.615
2.820
1,980 j 2,245
2.425
1
MIU3.56/9
• •
-
No
89is
2k5
-
(16) 0.162x 3'h
_
(2) 0.148 x 1'h
U410
• , •
j ✓
3115
8%
2
-
(14) 0.162 x 3%
(6) 0.148 x 3
970
2.015 12,285
2,465
1,735 (1,955
2,12D
I
HUS410
• •'
-
31i6
8'9S6
2
-
(8)O,t62x314
(8)0.162x31/-
2.990
2.125 2,420
2.615
1,820 2,070
2,240
f
3Yz x 9 h
HHUS410
• •
-
35%
9
3
-
(3010.162 x 3 Yz
(10) 0.162 x 3'k
3. 65
5,635 j 6,380
6;145
4,845 5,4B6
5, ^
!
HU410/HUC410
•
! • ✓
3i'i61
8%
2'/z
-
(36) 0.162 x 3 z
"
(1210.162 x 3 1'
3,2 <
7,460 7,460
i,460
E,415 E.415
V
6,415
i
HUC0410-SDS
•
i -
3-i6
9
3
-
(12) 1'a x 214" SOS
(6) Yi x 21z• SDS
2,265
4.500: 54:)
': 500
3.2•i0 � 3.240
2 ,A0
HGUS410
•
I -
34
91'6
4
4'h
-
-
(46) 0,162x 31
(16) YV x 2'h" SDS
(16) 0.162 x 334
(12)''W x 2Yi SDS
4,095
5,555
9,':00 , 9,100
6.720I 6.720
9,700
6.720
7,825 j T825
4,840.4,840
7,825
4,840
18C,,
(�'
LGD3.63-SDS
3%
8 to 30
MGU3.63-SDS
•!
-
35%
9Y4to30,4Yz
-
(.24)Y4"Y.2'h"SDS
(16)'/a"x2'h'SDS
7.260
9,45D9,450
9.450(6.805
6.805
6.80577
i
` : ',
71475a561i18$'.;'`';-'
7x1^
,12 S0 .13D
14 5
.{LII)'-0:152'It-3'h:;
_?(21;p.148 1!!z',::'Zj�,•0`
.IPA-'2„775:2695
2,695
'.n =
'1�4f4 :e'i ix_'±
. ✓:
39hs
'.';gip
1'2"
-
[:':}i6}OY6 x3h
? '
'C6D] Bx3''
3 12 4
,J
"23 61''2,82b
9bp1..,..
k 2 _45
2;425
`•
:1]HUS410 :;'
it
:.�'-'_,
'.�6�
g;,"..f
:��;='
4{'3DJQT62X'3T4E''.
•:(1G)01627C3�
3.`u5
5;635�6.380C�4't
_
4$455t4$6
5,$'y5
.
1 1
3 4is
". 10Yz?y
:2'
(1p}D,1S2�3i'}
`(1Q). h
34,E
2G6fI 3025
32 $
.2,795
3%ax:it?%:11Uk727
(Jif�412;'a.`:•
•:i•'
l �.�`�lb
K
s
7:1D.A6-`-..
;21G,
!,
(..).,162xfi:`.,',:�t6)O;T48>3>"
..
..
;)Fk9;,'2:695i;2f85`'�'890`2,'QSD.`:2,315
.27a;2596
2;490
_
_l..
.fiiax'(22)..0i6fl1i.h°,:
,i1D)D'141)X3
C
114.32%�n953,9])12,420,.3080,3,425
,
HUCg41� SaS
;.1.:
`11.'.,y.,
;
l
'.
r.=:
�.
'i.1-4) Ya'.z 2'H.SQS,
,
•(6�'j4 x2h" SAS
�h�
�(
...tF4�. - ,r4.,
�7
-3;6i:{%-it;C3Q
r:
;:)_j0'f6
'+..
4e
;:;`•j56f;Oj$2K3'fz
(2p)U:1&2X'3n;
5040�11A0
$4UD
9;40D
81085 SD85
$,OBr
LGU3 f18 SDS
t
:-:;
35/q;
: to3q
4�z
'=
(i6j ka<fr.2Yz F OS
j321 �n k2Yx S�
'5yS5S
'6; 4fg.7go,
6-.;2f7
4:84a C 4;840
a,840
e
3D
4?h
_
2: ,Rx25k S11
76}'i4"x2�h:SDS
945¢V;450'
t43b
68D5j6905
$;805,
HOU3,£"a SDS
-...
•. •}
i. _ `
33e,
11 to30:`:43i..:-
f36}?/4°..z2h`-tDr.(L4).%.N,21t".SDS
0
146 See footnotes on p.150.
:rpyv2t•:Y
186
T HA/T HAC
Adjustable Truss Hangers
E {
�v� � This product Is preferable to Similar connectors because
tr+ . of (a) easier Installation, (b) higher loads, (c) lower installed
0 cost, Ora 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 -Mange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the j
straps, which provides more installation options and allows for I
easy top -flange installation. {
Material: See table
Finish: Galvanized. Some products available in DW11 coating.
See Corrosion Information, pp.13-16. II
Installation:
• Use all specified fasteners; see General Notes. j
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 rpils shall
not be within :'4 From the edge ofthe too -Range members. For
the THA29, nails used for joist attachment must be driven at an
angle so that they penetrate through the comer of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
halt of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum ,/. edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodak s
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, TFIA218 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 comer 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
3va• (except THA413) and larger, with no load reduction —
Order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
{ ° , Double-Shear
zr Shel� ^_ _5=' Nailing
iNaTmg SideVievr.
` : � Top View Do not "`":-
* bendtab
I- •t� lye tYPical
1w far 2Yi.'far
and THM426-2
TRA422-2
THAC422
V4.,
TH4422.2
IM426-2 -
j I• 'r THA418
THAC422
SIMPSON
II�THA29
Double 4rr2-
Use full table value
2 face nails
(totao
Single 4x2- 4 top nails
See
Face nails Top nails naRertahi `
(totaq
per table pertable
r Straighten the double
shear na7 ng tabs and hrstall
nags straight into fhe joist
Typical THA Top Flange
Installation on a Nailer
(except 7HA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over w(th tabu ated
face naffs installed into top
and face of heads
spa
Dome Double -Shear
`-
Nailing Side view
(Available on
_
some models)
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
iyplLau +rvic�
Top Flange Installation
er to
tnotu 5
p.187
THA/THAC
Adjustable Truss -Hangers (cont.)
M These products are available with additional corrosion protection. For more information, see p.15.
M
0
SIMPSON
_
Motle1' ;
:.No. •;,
_
1
-�Dimensi6ii�.2.
'%R
owalg koatls
_ _ -E.
d'�
UPIiTi;loyrjinw; .1Wi4
i00� (115
460 a .125/1b➢J
A Iuwable:Goads
', R'oDfY.:
Uplift (Elpbr. Spoa. Wind .
(,fill (100J' :(115).
} _ .. i125/980)
Cade
Ref.
W'
,<.
,`H'
=
':
HeaBe'
flangeBepth : .:Car fn9:MeilibeE':;':'
' a•.. ..:'-'.::-:. ;. ,.; ,:•'. ,'.: ; _.
(io7 Au7
:;
s,F?ied:-i
Member•
%:, 7`S-xtt,�:
r•:ct4ts"L4
-..s'r
�.�.
r-.r'".:ttt':F't')rta(LQa_S�HIiI�I#r,•
zs'ac{.
Tr airs
r
-.''�v'"ti^}e..n..if 7 ,.-�j-e'r
THA29
18
1'A
9 Tie
5'/e
2T
_ �
0,148 x 3
- ( 4
} () 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
- - -
525
1.1501 1.750
- -- -
2,610 12,610
1,750
459
1 "30
1 33n
)
(6) 0.148 x 3
(4) 0.148 x 3
2.810
450
1.985
i; +>)5
1; ++n5
.7P9213,"
1 :
_i7e':`.i
+'fir
i=
:' +
Tr.i (4j01'Rii-z3-:
i D14Qx3
~(2}0.149x3
0:14BiS•9z
^`
i:44 t9:s. c5g`;'
us7_.'
-
i;1 9
S1iT1`I
:!,uli
THA218
( 181
1%
17%
5%
2
(4)0.148x3
(4)0.148x11V2
1`46a'1466
1.^:60
- I
t.110
1.1+C 1
1: it
THA218-2
_16:r.1i;1T::_'Yrs,"B:;-_2.t:-:
'4J0>1B2;x31k
012'.X3z.
61A:a4X3r':"'F,'"uf'1aa;(,'i995.''.z:1»9C:
i;5i+
1,515•:
IBC,
FL.
THA222-2
, 161
3%
224',e
8
2
- (4) 0.162 x 31z
(2) 0.162 x 314
(Q0.1480
-
1,380 1,W5
i,99F
- 1
!?^0
1,515
1 s'S
I fHfi4
1H `;3
r
�394
;d1c•
•:•�1 ,'..
• =I 41i11
tY 7r8" `
' d14748ii
"`__
1.: - •:
F 'rs
r1995
1^{n5.
1`i 5
'. t i.fi5 '
THA4'8
16+3Y.
17'/z177/s
2
, - 1(4)0.162x31h
(2)0.162x3'h
(6)0.148x3
-
1,960 1995
-
1A90
1,515)
,'Cris
r h`
M
THA426
14
3%
26
77%
2
- ;(4) 0.162 x 3'h
(4) 0.162 x 31/2
(6) 0.162 x 31/2
-
2,435
2,435
2,435
-
' 2,095
2,095
2.095
;TilAd27i2�1
'
t}
9?/r-
-'2
`...,z '05.6.2t'3fz;(4):D{62e
}�
(gjj0�6Zfc,3'h:
:,
3 3t1133 Q
; 3330'
-.
i2,8fi5::2,Q65
,2,865 :
FL
THA426-21 14
1I 7%
2635e
9Y.
2
- 1(4) 0.162 x 31h
(4) 0.162 x 3'/z
(610.162 x 314
-
3,33013.330
3,330
2,B65
2.865
2.865
'c.�t="-i�'l FL6'
�fi.
N. �R}'j4_�r','t`Svi
"I
�g.-•1
4
h1j�dor1,
YF.`„s
a.
�7- 4.. � :
�'. . >..,
c-
..:� r
y450
.•t'�'�_
3
.,?'
.
( THA29 18
:
! 1 "A
9r14a
51h
1
9'Ye -
(16)0.148x3
(4) 0.148 x 3
525
2,265
2,"°5
2.265
19150
1450
L en
W855
17v"1)
'2G(j•
21=5
:THA218 118
1%
17%S
514
-
173Se -
(18)0.14Bx3
(4)0.148x3
2,450
2,450(
Vfitl
735
_2101
:1U51
2!CU
L-:<_s:�.i:•_...i._�i�1.✓J..`
THA222-2116
3rh
223u
&
_ -<1'4$,`,
I^-
�'•;_
14'ie -
�4,161$3Jz(
(22)0.162x3:4{6)0.162x3'/z
D11i2jF3?%'1i8��
1.855
.z.3r
3:310
�ai(L'S�iifi_;
3.310 3.310
1;59.5
1.595
2:cd5.
2.545
,8 u
=,84^,1
_:?.,84o
2 ;5
IEC,
FL
LA
TNR41a-' ..7£s
.>33b:1
s'4Yz:
°
13Tsr;:w
q'pt9
0;r
A4) ,149x.3;
������
., �,-
�n�3L'7:,'
35:3:-oG.2;{tG
_lam.
1: 05
THA418 + 16
36h
17'h
7 A
-
14% ' -
(22) 0.162 x 3Ye
(6) 0.162 x 3Yz
1,855
3 310
3,310 3,310
2.845'
2 34S;8
}r�
2,8$5THA426
14
3%
26
7%
-
16Y,a -
(30) 0.162 x 31h
(6) 0.162 x 3'/z
1,855
4,415
4 480+ 4,48D
3.855
W
3,855ffa42
K':i:1?k
.162.4;745
":4,745,
. FL 1THA426-2
14
7'/<
2fiYia
93a
-
18 -
(38j 0.162 x 3'ix
(6) 0162 x 31z
1855
552015520
I 5520
4,745
4.745
1. Uplift loads have been increased for sarthquake or vAnd loading with no further Increase allowed, Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Min. top Range rerers to the minimum length of strap that must be field -formed over the header. The tabulated loads for the THA29 with I W min.
top Range 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 dx2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or naler
applications, refer to the Nailer Table.
4. Face -mount snstallation loads are based on a two-ply 2x canyfng member minimum. For single 2x carrying members, use 0.146' x 1 Yz' 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 aver
the truss chord according to the top -Range nailing requirements (see drawing an p.186) and achieve full tabulated topflange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Rolstt) member. Based or. the installation condition, nails will be installed
either straight with strafghted double -shear naling tabs or slanted.
7. Fasteners: Nall dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener Information.
a
187
Simpson Strong -Tie' Vdood Coristvuction Connectors '
Face -Mount Joist Hangers
G`aEENEO 1
This product is preferable to similar connectors because ,`,
'� a ofa) easlarinstallation, b) higher loads, c) lower
W Installed cost, or a combination of these features.
The double-shyar hanger series, ringing n m the light-eariadty i
LUS hangers to the highest-capach 1:1GU S hangers, feature
ir,rUvaiive double -,hear nalfng that distributes the ;Lad thrcugy f
tyro Faints on each joist : tali Mr g=realer strength. This allows for I!
fewer nails, faster Installation and the use of all common nails For
the same connection. i
For medium -load truss applications, the MUS offers a tower -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 ZMAX3 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
S
I Double -Shear
i NaMo �
Top Vega
i
I syra• Double -Shear Nailing f
'x Side view. !
Do not bend tab
_ Dome Doubleyhear I
t, .h NaTng Side View
Ovafiabbon i
p some models) j
T lar2Ks
11is'fr.r 44
� � - a:=•t H
LUS28
HHUS210-2
SIMPSON .
At
MUS28
r ywl
K oy
HUS210
(HUS26, HUS28,
and HHUS similar)
zwe
Ko HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(mulhple member
fastening
by Designer)
0
N
F
.Q
(L
193
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers (cont.)
P
1. See table below for allowable loads.
i' Dfoeiisions rn ' t;Fasieilers;"±';'
feel -�a - . = : ::: C'iuiyin8 ' ' eda •.
::Height.:: H:::
Single 2x Sizes
1L1S24 •' :." : Sh' '
" :,: j
1 a'
:$Y'.`.`,'j"a?;'
': LQ) 4•i9Pi><3_: '
:'t (2} 0.148•x3 ="
'Li1S26_:,'':F'.:1[411.14613':".
MUS26 f 4 %
18
1116
53..
2
(6) 0.148 x 3
(6) 0.148x3
HUS26 4s/,c
16
1 %
Sri
3
(14) 0.162 x 3Yz
(6) 0.162 x 3'/z
AGUS2B::le';='t?Sc, � _,�
:;12�
'�`��e a'
=•53'e `
:;5"'
'.(2!)j't0:i62z:3';i:::18}U,1G2a€�Yr::
I.I1S28,::;::.:43'u='';
••T.:1$;.:;:j�!ie�.
-6��::'73'i:
':..(�4!td8'Sl9":::;'-(�;0i1d8X3'�:.
MUS28 6%
18
1 ins
6%
1 2
1 (8) 0.148 x 3
(8) 0.146 x 3
HUS28 j 61h
16
15A
7
3
(22) 0.162 x 3'5
(8)0.162x31'%
HGUS28 j 6%
12
� 15/6
7 ii
5
(36) 0.162 x 314
1 (12) 0.162 x:
E11S210::
11is".^T
:H��'Z'14::' `�:=83e•`.':.
�;16;:'
�'litp`'"
t;:9`:i'::=�:'3;�'=j30):g.JG�t3h::
;t1p):D:1E2�)(3?[z;
.AGus**,., ::''$eSs%:;::
J"rti'I'
•1:5� :
81b :1
=.5 ,:::{9fi)_O
fr2S40k
::t]6)07fi27c3'>7e3
SIMPSON
.
1 , These products are available with add lonal corrosion
protection. For more information, see p,15.
For stainless -steel fasteners, see p.21.
Many of these products are approved for installation
with Stmng-Drivel SD Connector screws.
See pp, 335 157 to, more information.
IJlodel
:Nu:
-- _ :
- - ;'DIN, ..T.tl:arisx,a:-,-
'ti l fYfa, Fldor•'1�'• 'vu'
��a.�)*, �140k. ��ha),_
' oo' 'W ndx.<
.,(1�5j '>,16➢) .
�SP::A71ow,�le:Lfiatls,>':-
:dJ h t, :,flou ,Boot'c'VYtnd.
�{160J.1.k.(la�:::{ti5j (125),_ (160)
�:SP.F/1f�')tltowableloads-� -
:Upliftt ':''.:Flaor:''Snow' : floof• '' Wind
;;.d160)-,(tOD) ' .
.:'Code .
Ref.
Single 2x Sizes
U_SR4-'
•at=•
1:`.s.,.i.,;s,
s ...
-.. �1f�:'.Y�
=a8'�©�;;�T�N}S-F
m_.
: i155°�:
'".7'Zp` �
-'$21��-':t89D'�:565
_:
.` 6D5.::'77➢,.'
WS26
1,165
865
990
1.0-10
1.355
1,165
935 1
1,070
1,150
1.475
865
635
725
785
1.000
18C, FL,
1;180.
`7SG'.
L4
HUS26
1 3 11
2,735
3,00.5
3.235
3 Z30
1,320
2,960
3,280
3,230
3,280
i,15D
2,350
^.660
17M
2.7;;r!
HGUS26
<:�.:z1394
,.,44fij4
r_5,39Q`
,,S 5_,
,.�;690;'
'522t1`;>`5;39D;
;5739Q:.';"'67.
'3;61Q985•
IBC, FL
WS28
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;':_
y�3?.
s73U,Iv,97:1
��r.1,
0�2ll:
_ I8�5..!';:2735'.�2�5.,2256;.:,1;16i�:.':2:Z7D',`j'
I;455;
�.575.
.:�c_5
LA
HUS28
1,760
4,095
1 4.095
1095
=,095
1,76,0
4,095
4,095
4,035
4.095
1.a80
3,520
j 3.520
3,520
Z0
6'=%7275s''7275'::•7:325:.-ur3'r;Q.:�i3:820"
:3,915•=
'4,25''
18C.FL
WS210
1,165
1.335
1,530
1,640
2.090
1,165
1,450
1,655
1 1,775
2,270
865
985
;
1,715
IBC, FL, L,_.
:•3i1:S210:;•.;
:..
r. •_
...'.''
,
-
..
,1,120
..1,500
LAr.
H6L'S21n
2.090
9.100
9.10D
9,100
9.100
2o90
9'•OQ
9,10o
9,100
9.100
1 45
6.340
6.730
5.730
1 6,730
_
12=.FI.
ID
1. For dimensions and fastener information, see table above. See table footnotes on p. 195
HHUS/HGUS
See Hanger Options information on pp.93-99.
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 ib.
• 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
194
Acute
'side
bpecffy angle
Top View HHUS Hanger
Skewed Right
Qofst must be bevel cut)
All joist nails installed on the
outside angle (non -acute side),
1. For dimensions and fastener information, see table above. See table footnotes on p. 195
HHUS/HGUS
See Hanger Options information on pp.93-99.
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 ib.
• 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
194
Acute
'side
bpecffy angle
Top View HHUS Hanger
Skewed Right
Qofst must be bevel cut)
All joist nails installed on the
outside angle (non -acute side),
Simpson Strong -Tie" WoodConsiruction`Connectors SIMPSOi1i
These products are available with For stainless Many of these products are approved for installation
additional corrosion protection. steel fasteners, I with Strong -Driven SD Connector screws.
For more information, see p.15.. see p.21. See pp. 335-337 for more information,.
-"';;!.
.Mode(
'{�b,c-
� , j.;I';
-l.-,•.Z'.:'1=,'
.• .:;:.-
�3;�b�i,aAB wa4{ed:dad�i�-•:;��.::;�'�SP1=(HF,'Allowahlglcads''
v 14
NE€i
Netgbi
0$;
jAj.• ! :'f3'`':=g..'
Carryiny:;i;,, '_ Car lad.' -
fiJpft C looi Sildw fiyef' Niirid d)piift 'flobr Snriw sot Wind
Code
nef..
.:':,•tom:._
: c;'•°:'.
1:' : ..
`IdelDb�r "' f7Bmber :
F?6t r{3Q0)_ {1T6Y '(125); (1s0) 1.((60); 110D) (jj`.{12$) (160)'
1
1
Double 2x Sizes
I:L'US242•
-.y;1'li:
/a:2x3�''"(2}0;1R5:':l'.h;•'(AD'
1,370HHUS26-2
4%ls
5%
3
I(14)0.162x31
(6)0,i-b2x31h
1.320: Z830 i 3.190
3.415
4.25011.135
2,435
2,745.2,93513,655HGU526-2
4 its16
5%
4
(20)0.162x31i
(8)0.152x 31h
2,155'4,340 ( 4,850
5,170
5,57511.85513,730
4.170
14,445j4,795
Z12,
:j;2
0�
910:�1130:1;280
•7385 1.745
IBC,F�':7
e;
:':$';
(Z2 D3fi2X3fIt
6j101^Z3~'
^;iBY ?( 65'=?1�B1D
Srv5;
5 80
1515.3610
.4,13$
4,435 5.145.
LAis;Jg2:kP
r1
j12}QJIE2 ;31k
3235 i 460 r 460
74fiQ
7'4E(1
,7)1
•5,415"fi;415,
6i41516,415
LUS210-2
67/w'h
9
2
(8) 0.162 x 31h
1 (6) 0.152 x 31.i
144511,830 2,075
2,245
2.830
1:245
1,575
1.785
1,930 , 2,435
BN4(s
8%
3
(30)0.162x31h
(10)0.162x31/z
3,55(1 i 5,705 6,435
6,4E5
6,4$5
( 3.3i3514.905
5.3408
1,k
91is
4
(46) 0.162 x 31h
I (16) 0.162 x 3 h
4,095 1 9,100 19.100
9,100
19,100
13.520
1 7460
7 BZ5
7,825 17,825
Triple Zx Sizes I
}(Gl9$2fi= 7S.''1
:.
s;'
;'�2r
.{is,.5�?;:•
::;(
�)-b16 X_'' 'i {0 , 52X311i'_
5a:1
vd,A�i¢B5Q."s1
�`'.5i
°i:`aB55 3i7.30
:A170
14, 45. 4;795
IBC FL.
FIGU528
i!s/jq,"1
•.:13;5s
3Y+
4
�13G)77162 3Ft� 12)�1(i 3h.
-3285`
46 46©!
j,A B 27 0 6;415
64 5
6;415, 6;415
LA
HHUS210-3
8%
14
4%
8z/.
3
(,30) 0.162 x 3'h (10) 0.162 x 3 2
3.405
5,630 6,375
6,485
6,485 2,930 4,840
5,485
5,575' 5.575
FL `
HGUS210-3
85is
12
415.5e
91/4
4
(46) 0.162 x 31h 06) 0.162 x 31E
4,095
9,100 9,100
9.100
9,100 3,520 7825
7.825
7,825G
E7.825
7780
IBC,FL,�
:>}I6l3Sitid 3;
s`124
•"72
4 55
9g�14
4`
(6s}f 1s2x334 .(22)nt)i z3?4
s9
1612570125:7o-iz
~
74�?5'a:90ri:.s,isD
`B Isfl':43iLA
So:l slsa
I --
Quadruple 2x Sizes
{
;855':3,•7S0.
4.77.b:.
4,d.45:i 4,795
IBC, FL,
HGUS28-4
7Y4
12
6i'is
741s
4 (36)0362x3k
(12) 0.162 x 3 1h
3,235
7,460
7.460
7,460
7,460 2,780
6.415:6,415
6.41516.415
LA
HHUS210-4
8?4
14
61A
BIA
3 (30)0,16201h
(i010.162x3li
3,405
5.63016.375
6,4B5
6,48512,930
4,840 5,485
5,57515,575
FL 1
608210:4_,-
9i
'`sl
f;5c..93fc
•': _d`. 'iJ6) 0,1,'S2st3?%z(Fir01$$z'h.
`49A=`�
�7flD"Q
sJl1>0:3;52D
.7.,'8.'S:782825�.7,025
;,H6U5 b2 4 `
J
12
$sfs
1b5fi
4 [all) 0162x11z
(2Q) Q 162 K3'rz,
) 0a r
�4tii�4&
QDtt
78G; :7 --b S
7.7@111 > 80,
IBC: FL l
LA
:;H,6US21'44,.,12$%
1�a
6fis
12°i4
A j56Jb1112a3/�,(22)pj62x,3M14{
`5"69;tQ�2
10,'125ai1j25Sb�2551,1900.
8710; 6:7�0.$,710.�B,710
i
I 4x Sizes !
:0T74.;i'72fi5'�,5.;:51i1:`.$B5° 1AA.S 1:090',1,370: 16C.FLi
H131iS46 c_ r�8 ' 12 = a'Is 4✓i' ' + 4> (2b) O T$z123't (6) 0162 x 31� r a dSgO 4tMa 3;730 ` 4A17Q 4;445 4,795'
�
�,+iHUS45_.•.,'°
.....
-43Se+.
•
116.;
:..
, -f
a/4;..'.5iio:�r3.'
14 {)1 2%3'/z
{ ).: rb.......`j6):Qd6`1:k31i=�:1'
' .,
f., �
i"-•
..
`8r3,:
.��.,,.9`_�...�':.:.•'?;,
::. 9_
3" i5.'.''!i''LS'•Q:.1i135i
.,
2;435::
2,745
2;935•'3,Ti55:
i
i
LUS48
4'/e
18
3N
63'4
2
00.16201h
(4) 0.162 x 31h
1,060
1,315
1.4901
1.610
2.030 i 910
1.130
1,280
,1 1.385 1,745
IBC� j
1 HUS48
61%
14
3s/w
7
2
(6) 0.162 x 31/z
(15)0.162016
1,320
1,580
1,790
1,930
2,415 1 1 135
1,360
1,540
1.66012,075
Vr i
�)
HHUS48
614_
14
35/e
7Y,
3
(22) 0.162 x 31h
I (8) 0.162 x 31/2
1,760
4,265
4,810
5,155
5,980 17 515
13,670
4,135
14,43515,145
HGUS48
6'/is
12
j 3%
Ne
4
(36) O.162 x 31:1(12)
0.162 x 31h
3,235
7.460
7,460
7,460
7460 2,780
6.415
6,415
16,41516,415
I „ t9 'e; „
.-:61k,°
_ 78:j
3b(si
}3 :'
2
•(H Q782it:9'
v (6)`0 b
'J;93o' 2:435,
(�
);NifiriS`41Q'
8
1a'ss
-9,;`
x31
(dQjE}?62x3fi1{1D).4162t3?lz
3`>
$705
8135i,c(�iis•ii5'3;_6S:
di905
5:535
.5:5 5 cSi5
j96)0.362)(3_#3]6�.1)tt62iK3'f;'i095'9Y0C_.�704';9;1Di
S.jQD°F3520'
7;$25:`/825.7,825'
i825
IBC.FL.j
n -.
LA i
1 PGUS412
1ON
12
35/s
101/s
4
(56) 0.162x 3'i
1(2D) 0.162 x 31h
5,655
9.G45
9,Z
9,4=5
9.047 =.^0'0
7.-BD
7,76G
7.T80 7, 80
HGUS414
�._
11 %s
12
35%
12'/w
4
1
(56) 0.1fi2x 3 /z
-
I (22) 0.162 x 31h
5.695
10,125
o
10,125
oy
10,1�5
'To i _
,125; ",90D
8.190
8,190
8,190 9.190
)
I Double 4x Sizes
=.d-w{I6}0:162:jt'3?tz:.�16JO1i6Lk9'3;433J.
:.. • - :95.•. ij9 ° 9095. •"p9�y29501.7$20:'7820 782o Z,82D
5....
i . !. 1
r!HGU5737�12 •'1Dt6' �2. 40a 1Q45s: A (fi6�D,16etX,3�fe (20 OlbZx'3�hz83S J95 993 9Z29�r 3a00 7995'.•'7,995..7;995 7,995, FL i
=HGl1ST�7�14'_ : 11g . ;.12 7i5 i 1235s ";4 _ L681'.i116�x 3(f. _E22)i♦ 1.bt X8?i,088' iabaP Cit�DO JQt50D iflfl0r 4 8FQ' 9ib30 9.034 `9;Q30 9;030 i
:. up Ouus have been increased for earthouake or wind loading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may Gntit allowable loads in accordance vrith ANSVfPI 1-2014. Simpson Strong -Ties Connector Selector° software includes
the evaluation of cross -grain tension in its hanger allowable loads. For additional informetton, contact Simpson Strong -Tie.
b. Loads shown are based on a two-ply 2x carrying me ; xuer minimum for raled hangers. With 3x carrying members, use 0.162" x 211' nails In the header
and 0.162' x 31W in the joist, with no load reductior::rddh single 2x carrying members, use 0.148' x f 1ri nails in the header and 0.148' x. 3' in the )eist,
and reduce the load 10 0.54 of the table -.slue.
B. Fasteners: Nan dimensions in the table are feed dEmeter by length. See pp. 21-22 for fastener information.
195
196
Simpson. Strong -Tie` Wood Construction Connectors
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so t'rat
full ailovrable loads (with minimum nailing) apply to
heel heights as low as 3%'. 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'h' max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 'Is" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie corn for
more information.
Material: 16 gauge
Finish: Galvanized
Installation:
• Use all specified fasteners; see General Notes
• Can be installed filing 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/x°. See Hanger
Options on pp. 98-99 for allowable loads.
• See n ' . IAtt L C F 1-
e g neenng er - at stronghe.com
for installation with Strang -Drives SD fasteners,
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
portable
Typical HTU26
Minimum Nailing
Installation
HTU26
"/d max. gap between end of
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 'h' maximum gap,
use Alternate Allowable Loads.)
Marry of these products are approved for installation with Strong -Drives
SD Connector screws. See pp. 335-337 for more information.
Standard Allowable Loads (1/8" Maximum Hanger Gan)
SIMPSON
_N. AN1111-
Alternate Installation -
HTU28Installed on
2x6 Carrying Member
(KIV210 similar!
-
..ti:,:Mo ti�:�
Diniens)ons i'
- -
r.Faste`e'
L n rsit%
- - )`:•�
gFLS1i74 ovva' e[o£ds'_'s`.I
nd,„-'.�. 4. pl,.,,; ,�,
$ fo a e. gds. .
P,,Flf�F'AI_ w bl
N.. �rzss
i�
g =' me
:Catlr�;`
_
stU "(,'' ` QFfou� i•Snow:..•Ru f,:!;:\Nf`C
.i:
:.0 Gfi !. Elo'r-'•:;Sirbw' o' ! N[Ind::Ref.
Single 2x Sizes
'H7i126',? '.t;
_ `'
<;:iz- 1:�ei. 5m's.33ii
(20j1)1622it3
.. �':
(11 y).148.I 1x
.) •}
fd" .
� ��
:E!i�--. T •6r�:;'�iw;rk.�'.
F .e"8G I.s6"o0::•:;4:ci60`j'i;630
5S q1aq
H1t1r^6jMin.i t_'r:3'%
7-1
f:.�.`_:.i7�35.s':';120)'f)12x3i.:
i
`. • . _..._.
114}iDl&t:'3;250
Y:..
='7i.4Ta„Q;..25(�
n:..
HTU2fi{Agax�
_•!5ffi°: `1` 5F6; :,3�f�..::(?Aj0:1.6L13_:,
t2',0 ;0;148.x?F�i55°
.-94 ;,r3y
i2i%%0(T;
<7;335i:2530 Z85�'
;3:ti5L!'.:3'45➢'
ISC,
HTU28 (Min.)
37A 1116 i 7i'te 13,
( (26j 0.162 x 314
(14) 0,148 x 1'h
1.235
3.820 3,895
3,895 ; 3,895
1.060 : 2,565 2,920
2.920 2,920
FL.
HTU28(Max,)
7Y5 15A • 7%I 3?2
(26j0,1620%
(26)0.148x1'rz
2,O9-0
3.820 4.315
4.65r : 5.435
1,735 : 3,285 3,710
":(!05 i 4,675
LA
lIIU210`(Min.):="-3?ta:•,:4%;�9:s.3i/i,
(32)•0;{62x31g:
�j:Aj0:148�n:134`;
f"1;�9tL���:.`a���3D;-'�rwuEs'k9i]J:'::1,145:'��.tS,:a='Z%'::t,225:.325_
2x
fiTt1210:(hAax�:;',
171 -1; T95ie11,RW4J.")(1:1.62z3_ui
Sizes _
Double
j H j1d26•Z (Hi t:):
' 8?a a, 3s:
;SUs i'] X2D):0762%3:✓z
={}9)D 14Bx9.
,s(3 ;3?.
fA`
1,305i':l,Z$➢ :2 09g
8;255..2 4E5
[iJ1JP6=2 {MaX.j
r5Nz';:': iSe
:5'hs; '3'F,,;(2UY-0a62)39#,
OjQ 1�dz:3.
�23 5
41} 3 e0
_.:., _':9
a b 9 ,: aa3"
.
•1,8 0 259g:-z,fi55.
.
1080. 3;655
H1U28-2(Min.)
HPJ28-2 (Max ,i
37A 3Na
7'ia j 31',s
7Yfs 334 (26)0.162x31z
7yrs 3 § (26) 0.162x.3'./z
(14)0.1480
0.148 3
1,530
3.820 4,310
4.310 4,310
1,315 2.85513,235
3,235 3,235
IBC,
-
(26) x
3,485
_
3,820 315
4.055 5.325
2,995 3,285 ' 71u'..
4�005 - ; lio
LA
;FIh12T0-2(MiP�t
.3T%:f334e::9yc..
S�.;;l3ZJ;Oil'62it.34::t:i1410:1d8::X
S U j=a815
-8j5 BYS
b.i3.530.,`3,61-0:3,690.1.5,610
�HTU210-2'(A19i ;.
Bea s: '•3�Ss.
9�s' '31� ,1321U.782x 3 rx:
; (32r4 #rrB.Y�;
•Ji,1fp
:�78a, 3 hi„
=9'.
'G-�)u,5
�3r535 4;G43 •�5i:5
�:320' .5805
2. Minimum heel heights readred for full table loads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Redr.•ce v:'here other loads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between %' and W, use the Alternate Allowable Loads.
S. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong Tie" Connector Selector' software
includes ti:e evaluation of cross -grain tensb-t in its hanger allowable loads. For additional informaUan, contact Simpson Strong-Te.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members. use 0.148" r.1 h' nails in the header and
reduce the allowable download to 0.70 of the table value.'rhe allowable uplift is 100% of the table load,
s. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21 22 for fastener information.
rn
Simpson Strong -Ti s Wood Construction Connectors smnP$oi�'
aE-je
Face -Mount Truss Hanger (cont.)
Many of these products are approved for Installation with Strong -Drive
SD Connector screws, See pp. 335-337 fcr more information,
Alternate Installation Table for 2x4 and 2x6 Carrying Member
I .• �.:r . ::,:.'; �'?
•sMin:r'
= ; �:-<•.,,
_, �. .Fasleners�m.j �- : '
' -:UFtS{?:{Ifawa�ile.Losd"'ti „�:.::�:
;• '•SPHNF`Aliawafiie.l:oads� '
a
"!feel
t#ptLmum
[ r : L L
;'a
Code'
,Model'"::
fsb
Hejght
6egfr
Carfying, _ . Cazrled
Uplift sF1o4C34n6in Rood 1 Wtnd
Uplift +FlQor Snow Rpof': :YJin'd
!(125) : '(160)....
qef.
.y
'16b (1fTOp d #475)r , (#25) 50�
(1s0) (.11
HTU26 (Mtn.)
3'/e (2) 2x4
(10) 0.1 x 31A
(14) 0,1Q x 1 /fi
CM
1.470 1,6W, ,,700
1,8i5
795 1,265
1.430 1,540
1,515
HT1.126 (Max,
5%
(2) 2x4
(10) D,162 z 3Ya
(20) 0.148 x 1 Yz
1,240
1,470 MOD 1,790
2,220
1085 1,266
11430 i,540
510
IBC.
! .t{Tl)2t3Niajrj
t 7+1s c'2)
2i 6'.'
j2� 4_yE2x3�/z
(?b� o l4s z.t yF<
�197 r
�94iT',;MR
3380.'
FL. LA',
t-}}TUZi4(fJIaC
s}<
{Zi2%6:
(29)i1�62M9'fz
-
�3?�-0.146:jc;1?..fi�_
2 = 2"wit S Hrf
-
,3903
23�3:..2,534
,2°5°_ ,`3,0NR.:8,360
-
1. See table above for dimensions and adds Tonal footnotes.
2. Maximum hanger gap for the aftemative installation is 14'.
3. VYnd (1601 is a download rating.
4. Fasteners: NO dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2 r Maximum Hanger Gap)
" '::;.:-{•:-
`:;:
'"f),i e'A6lonsin: .F•.as%ets"t
FJ
-
.F. -:
grief;
e
: .
oo . . W f d.
t.
:100 160
Lade
e .
'R f
�:
•:�:.._�..: ... :1-
H..9h
-...
<Mr(tllierS '_luleiutier-F+
.:ram:,:, „, .,ri .�:o� : _ :. p.... ::.:
ar..(lU0)__f?;;(?25i'?16D'.....:)'
s-,. - -
-
160 ; 15 •.1
- -
Single 2x Sizes
4,51J
'1;5it) i,5'•u'
1
HTI}26.((JI1L);'"':.3iq
1e,{{
5fie•
.3�%z
.(2D){�.162X3'/�
7$6X "h
x%1151)94i
31A4.43�OD
nfi1 I_
ry3Tf0;
,g10.,
7955,
1:955:
7;955'; 7:955.
i
let . i
kifU26 (k4ax)
54z
,13e;
; 5'he
"33i•
r3%
(2U) Q 1622 3'.
,(20i 43Q z 1 Y.
;1�2594:
' 9?D 1
�G?4
] 04a
HTU28 (Min.)
37e
15.
7 A.
(26) 0.162 x 3'h
(14) 0.148 x 1 %
1,110
3,770
3,770
1 3,770
3,770
955
2,825
2,825
2.825 2.825
F1, I
LA
HTU28 (Max.)
TY,
1 SA ( 71is
314
(26) 0.162 x 3Yz
(26) 0.148 x 1 ih
1,920
3,820
4,315
4.69-5
5,015
1.695
2.565
3.235
3.41.10 13,765
;
:.itl3rz U; 9iii:"-;
__.,1 to �
�?%:::
'#5,'r =9�s••
t._._.._-,
_5'h:19�O:1Q23t3"
( �
``l4'Oil � .xa�Ya�
l.i..�
x2�
� �
�3fi,All:';8'6U{1,�8�U(f::
9�611Q=�:�7,5':.�)l00`'�2.iOD.;
.2°Z00' 2;700
.• . -!
`
�ift121D(Max}
9Ya
fi t'9a:'th
(32JA#f23fh:($2kDi48xiih
`p �+T70i026
b�D�rrD�U
_
2itD0
3;030
37&5
3,765(•3,Z65.
I
Double 2x S'Izes
62x33`i- XI ):0 $x3'
S" 4t%:=�"�
5flQ3i?33DQ1>1;305.
x,2D5'
-2205:
2�d5
2205
iT1�62'(MaljS�z,
3'Cs _5?!.,
3Sii`
(20J{116�7C Yz (20)D.1a8xd ,l
.'190
stt7
33DD r�50�
1i&5i 2206.:2j2[55,
22D5
;2205.
HTU28-2 (Min.)
31/a
135'w ( 71ie
31h
(26) 0.162 x 31h ` (14) 0148 x 3
1,490 ( 3,820
3,980
3,980 i 3:980
1.280 2,865
2,985
� 2,965
1 2,985
IBC,
FL,
HTU28-2 (Max.)
71/4 ; 355111 7316
31h
(26) 0.162 x 3'h (26) 0.148 x 3
3,035 3,820
4 1',-;
4,655, 5 520
2.610 2,B65
3.2335
3 4, 0
1 4.140
LA
yT1(210-{'liii)
'. 3t%'c Nrs93?L:
155
°3;190'
Hil}210-2 ttex
,:+:9Ys - 35ye '4�e
a4
5 fiPx3%z->i32�0,1'467(5
'6554 4•:95*
3"2'
at7 ii; 0-
.3,3}5 .3530=:3.
'4,300
:4,655
1. The maximum hanger gap is measured between the joist (or truss) and and the carrying member,
2. Onimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been Increased for earthquake or wind loading with no further increase allowed. Reduce vrofiere other loads govem.
4. Wind (160) is a download rating.
5. For hanger gaps between Ye" and'k", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable loads to accordance with ANSUIPI 1-2014. Simpson Strong -Tie° Connector Sslsctor'soffware
Includes the evaluation of cross -grain tension in its hanger allowable Icads. For additional informaton, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0,146' x 1 W nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table load.
B. Fasteners: Net dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener Information.
l=
197
ri
a
0
m
c
Simpson Strong -Tie'" t•Nocd Construction Connecters $�MP$ON
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 HUG products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUG is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 21`,6 or greater, at 100% of the table load.
Specify HUG,
• HU is available with one flange concealed when the W dimension
is less than 2=/,•' at 100% of the table load. Specify e5 an W
version end specify flange to conceal.
• For any HU or HUG shown in this catalog, the user may
substitute all face nails with 1/4" x 1 Ye TWO 2 screws
(Model TTN2-25134H) fcr concrete and 1:: x 2W Titen 2
scraw, i644del TTN2-25234E-') for C:Fi:tlilJ. Follow all
installation instructions and use the loads from the sawn
l mbj or PAIP sections:
Material:14 gauge
Finish: Galvanized; Z1 AXII and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU CA" z 25k' —
Model TTN2-25234H) and for concrete 014" x 13'r — Model
TTN2-25134H) are not provided with the hangers,
• Drill the Y -diameter hole to the specified embedment
depth plus 1/F.
• Alternatively, drill the '/,fi -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 Nis are available. They include a
Yn" drill bit and hex -head driver bit (,Model TfNT01-RC);
a did' x 41/2' drill bit is also available (Model MD618412).
• A minimum edge distance of 1 V? and minimum end distance
of 37/e' is required as shown in Figure 1 for full uplift load.
• 1. A1ere no u.:l'ill load is r&cTuirc-d. a rrinirrrum erd diSLO'o
of I Y is crennittad.
Codes: See p.12 for Code Reference Key Chart
HUC410
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
237
Simpson Strong'-Tie'�'VI/6o . d Consiruc tion Connectors
onnectors
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers (cont.)
a These products or-- available with additional corrosion protection. For more information. see p. 15.
SIMPSON
V-9 RK
Standard- ;'-- - - '*�Gonaealed " - -*
71 7.
-tFC �C
-, - , 4'arst.. I.i .- i
I., .. i
fe
,,
�'S 61 11 11 - -,
Re!.-
HU26
HU26X
(4) 'A x 2V4
(4) 1'4 x 1 1A
(2) 0.148 X 1 1h
47
335 1.000 335
1.545
HU24-2
HUC24-2
(4) ','4JX 2-Y4
(4) Y4 X VY4
(2) 0.148 x 3
380 1,000 380 1
1.545
A
22_Ld'XYA
N. 1
�
HU26-3 (Min.)
HUG26-3 (Min.)
(8) 1/4 x 2 i14
(8) U, x I -Y,
(4) 0.148 x 3
760 1 2.0100 760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12) 1A x 21/4
(12) V4 X 13/4 t
(6) 0.146 x 3
1,135 3,000 1.135
3,950
HU210
HU210x
8) 1/4 X 24i
(8)Y4X1V4
(4) 0.148 x I Ili
545 I
2.000 760
2,415
-AF
q0."-zA1-
111.1210-3 (Min.)
HUC210-3 (Min)
(14) 1/4 x 23i
(14) A x 115
(6) 0.148 x 3
1,135 1
3,500 I 1.135
4,920
HU210-3(Max.)
HUC210-3 (Max)
(18) 1/4 x 23/4
(16) 1/4 X 1 Y4
D) 0.148 x 3
1,800
4,9011 1.800
5,085
HU212,2 (Mini
1 NIC212-2 (Min)
(16) Y4 x ZY4
;16) Y4 x 1 N
(6) 0.148 x 3
1,135
4,000 1
1,135
4,920
HU212-2 (M.1 HUC212-2 (Max.)
(22) 1/4 x 2:V4
(2 Z) 1/4 x 13/4
0 0) 0.148 x 3
1.350
1.3'.0
5,085
2-
U4
-YUb2i
N,
HU214
HU214X
(12) x 2#'4
(12.1 A x 13/4
(6) 0.148 x 1111
1.135
2.665
1.135
2,665
HU214-3 (Min.)
HUC214-3 (Min.)
(18) % X R4
(18) 1/4 x 1 Y4
0.148'x 3
1,515
1 4.500
1,515
5.055
HU214-3 (Max.)
HUC214-3 (Max.)
(24) 1/4 x 23/4
(24) 1/4 x 1 V-
t12) 0.148 x 3
2.015
5.085
2,015
5.085
4.
1
R 92
HU216-2 (Min.)
HUC216-2 (Min.)
(20) 14 x 25/4
(20) 1/4 X 1
(8) 0.148 x 3
1.515
4,920
1.515
1 4.920
111.1216-2 (Max.)
HUG216-2 (Max.)
(2 15) 'A x 23/.
(26) W x 1 Y,
(12) 0.148 X 3
2,015
5,085
2,015
5,085
A,),z
*2Y.-
R
A-
3
HU7 (.Min.)
(Not available)
2) Y, x 23i
(12) Y. x 1
(4) 0.148 x 1
545
1 2,980
760
2,980
HU7 (Max.)
(Hot available)
(16) 14 x 2!Y,
. ...... . �`.
(16) 114 x 1 IN
T
(8) 0.148 x I 1/z
1,085
3.485
1.085
�2'
3,485
Y 1
V
Hull (Min.)
(Not available)
(22) 'A x 2:4,
(22) 1/4 x 1 ;.-T
(6) 0.148 x 1 1/z
1,135
3,230
1.135
3,230
HU11 (Max.)
(Not available)
(30j 1/4 x 2;14
(q, 0) '14 X 1 V4
(10) 0.148 x 1 1h
1,445
I3.735
1,445
3,735
HU
-8) -i'466m,"
-�",j
Hui
MY
nx
238
STAGGER JOINTS - TYR-A
UPLIFT/SHEAR ANCHOR —
EACH TRUSS - SEE
PLAN
NOTE, ADD'L FRAMING NOT
SHOUN FOR CLARITY ��
RAISED HEEL TRUSS BEARING/ A
E M NT9 SK.I
RAISED HEEL ROOF TRUSSES
TSEE PLAN
ROOF SHEATHING- SEE I
6OFFIT/FASCIA- SEE ARCH.
RAISED HEEL ROOF TRISSES
-SEE PLAN
RIBBON BOARD-... .
FEE SCHEDULE
FOR SPACING I
FASTENING w m
BBON BOARD- SEE
TRUSSEES6
:HEDULE FOR SPACING I
OTENING TO TRUSSES
WALL 6HEATHING-6EE PLAN
MIN. 15/32, CDX PLYWOOD OR
VI6' OSB WITH SA GUN NAILS
6
(0J31' X 2 1121) O ' O.C. TO
UPLIFT/SWEAR GYP, CEILING-
-MASONRY UTALL-
RIBBON BOARDS
ANCI4OR EACH SEE PLAN I
SEE PLAN
TRUS5- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
MASONRY.WALL-
INTO END GRAIN OF ROOF TRUSS
SEE PLAN
BOTTOM CHORD
RAISED HEEL TRUSS
BEARING/ 5
SCAB, Nre k,SKI
RIBBON SCHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Wll•166 MPH
(2)12d GUN (0.131' X 39
(vaed-125 MPH)
2X4 SPF-2
24'
TO EACH TRUSS, 14)
EXP. B,
NAILS AT JOINTS
ENCLOSED
VUlt-160 MPH
(2)12d GIN (0,131' X 3')
(vaed=13S MPH)
2X4 SPF4
16'
To EACH TRUSS, (4)
EXP. C.
NAILS AT JOINTS
ENCLOSED
SK.1
Piggyback Detail - ASCE 7-101 180 mph, 30' Mean Hgt, Partially Enclosed, Exp, C, Kzt=1.00
180 mph Wind, 30.00 ft Mean Hgt, ASCE 7-10, Part. Enclosed Bldg. located anywhere In roof, Exp C, Wind DL= 5.0 psf (min), Kzt-1.0.
Or 160 mph wind, 30.00 ft Mean Hgt, ASCE 7-10, Part, Enclosed Bldg. located anywhere In roof, Exp D, wind DL= 5.0 psF (min), Kzt=1.0.
Note, Top chords of trusses supporting piggyback cap trusses must be adequately braced by sheathing or purllns. The building Engineer of Record shall
provide dlaganal bracing or any other sulteble anchorage to permanently restrain purllns, and lateral bracing for out of plane loads over gable ends.
Maximum truss spacing Is 24' o,c. detail Is not applicable IF cap supports addition( loads such as cupola, steeple, chimney or drag strut (acids,
Piggyback cap truss slant palled to all top chard purlin
bracing with (2) 16d box nalls (0.135'x3.5') and secure top
chord with 2x4 N3 grade scab (1 side only at each end)
attached with 2 rows of 10d box nails (0.128101) at 4' o.c.
12
Up to 12
I Top Chord Scab (Typical Each End)
d 6O V
IW ITWODNIWINY
13389 Lak.1-1 N.
ffonh City. MO 63045
++ Flat top chord purlins required at both ends and at a maximum
of 24' Intervals unless otherwise noted on base truss design
drawing. Attach purlin bracing to the flat top chord using a
minimum of (2) 16d box malls (0,135'x3.51).
It In addition, provide connection with one of the following methods)
Trulox 28PB Wave Plaavback Plate
Use 3X8 Trulax plates for 2x4 chard member, and One 28PB wave piggyback plate to each face
3x10 Trulox plates for 2x6 and larger chord ee gg o. Att h Leath to I back at tl of
members. Attach to each Face 8 8' o.c, with (4) Fnbrlcactlon. l� tach to suppporliing truss wt�fYt
0120'xl.375' nails Into cap bottom chard and (4) (4) 0.120'xl.375' nalls per Face per ply.
In base truss top chord. Trulox plates may be Plg%yback plates may be staggered 4� o.c. front
staggered 4' o.c, front to back faces, to back faces.
APA Rated Gusset 2x4 Vertical Scabs
8'x81x7/l6' (min) APA rated sheathing gussets 2x4 SPF N2, full chord depth scabs (each face).
(each face). Attach B 8' o.c. with (8) 6d cevmon Attach 8 8' o.c. with (6) 10d box naps (0.128'x3')
(0,113'x2') malls per gusset, (4) n cap bottom Per scab, (3) In cap bottom chord and (3) In
chord and (4) In base truss top chord. Gussets pose truss top chord. Scabs may be staggered
may he staggered 4' o.c. front to back faces. 4' o.c. front to back faces,
..VNd"O- W-Q AND FVUUV AU. HIM HIM ON TDRAW=
-ZIMTANTs. FILMNIM THIS DRAVDG To ALL, CONTRACTTRS IMMUDRG TIE INSTNJJ714.
wss.s npulr. xtr..... In fabrl.-", horglhg, tiNpplm,�p hstallln0 and bracimy R.F.r to on
os the latvvt .dtlon of SCSI (Building Canpaniint Safety InPornation, gy TH and SBCAI For sof
vl
:tic.v prior to p.rfornhg thee. fun M... Fn.t.tt-it .h.11 iii—lda 11-parary brad,? per BCSL
3 not nd th aril De HUp h., dd a ttN .. p l-(yni; any t.. tam f4 trmt-%t sh- Ing and batten di
I hay. Irproperty
esi inatallvd per SCSI vaeti.- 13, 37 ar 113, w ep�p-� pprnmant % pbt.9 tea restraint of'
F.,
Iraa. and p altbn a. whom above and an th Jabt Drt.Es, unleea noted o�hrrNsv.
er to draft. IBOA-Z For rt..dard plat. povltlit—
pin., a dvislon of TTV Dulldlnp Conpon.nt. Group Inc, shall not bff rrsponalbl. for on d.vlatbn f
d,-tng any Fal,re to hin th. tmas In con dih ANSI/TPL I. ar For hondi g, ahbpiro.
AMIan & bracing of trw..a
seal an th1. d d l q ar oov.r pap Usti? tfss dmWo bdcat.s acceptance of profoisbnal
.w.rin rrrpv,vdlty valNy far tl,e d.0m sham. Th. vittalaWy and us. o/ tNy drad,g
y are N 4t my .1AKy of th. Mcling Designer par AHSI/IPI 1 Sec&
Flat Top Chord <= 36'
CING 24.0'
REF PIGGYBACK
DATE 10/01/14
DRWG PB180101014
SG:abbed �i'g9:laack :ll,e•tal'l
T1o+tet.Top' ch''gros uf. .i'Ugses stA -king Ipgyloack' cap; t0us$es:Must:1)e 'dequnte()*. 1606ted' by,s{ie'athing on pUM4is. The.-buklinq Eng(Meer of- keGArd. SHAll
praylde- dlagorjal' )3rac(ng a'r ;ariy other -'suhEabte anahordge. to •perm4r.)' •t(y roestraln purllnsz and 1'ateral bracing for. out of plans loads over gable ends.
:Refer to .Ehbfftedr's 'seated trLise design tipnpfng fbr• plggyback.;'ar.d base truss sQeclFlcatlons,
Maxfiiuri "truss spaclhg. Is p2'4' o.2i Uetoll Is; het appllcdl)le• If -cqp, supporis nddltfonal loads .such 'as cupola; Steeple{ 6NIt 6ey, on' drag s+ru� �po Sr
x .a^x4,2x6,PxB,2xl0 or 2x1'e, afe4: "ar 42 ,PT, SPF, .liem=Flr+;,• ++ 'Betall, :, 11 . only .for Full • overlap -of PIg9Ybnek cfiond as shown,
or . SP au na'eded. Atta6h '•scab •to cne : face of :truss: wl th
160 '(01162.1ii3;5 -).-common +Walks. or 0128'..x3' gun Halls' + Gontlnuoas Lateral Braclne:.(CLB) as s ecl . ed 'on..-.-. suppor ling
2 3'..oa.. fihroLlghiout top Fiord.,' truss FTI�HGC.'drowing' or. at 2J"_.a;cri..►nst speeiFlad, _Attncki.'to
each suppprtlh?. truss' with '.(2) 16d (0,162 x3 5f) - conMpn nails,
>Xx Plggyb'gck 'nS 'pei? ' ITWBCG drgw(ngg. A+E'ach' to"'fop` chord, ,df racing :r�nterinl to kie sUpplletl and ri� tnghe.'d ak: botM. ends :to
'supportlijg.,truss Gsing elther ",the.''attachrien•C speclffecl'on a. sultab4'e :support by erection .cohtractor,
.A�Ine dra Vi or .W1tFi - . un halls- un., fidlfsY: dti aa
8 : ddr ,for, -A CE 7-16,,1'6 . mph, Enz Efde,• Exp -B ,;Ci,,30' PH t'CI,B. (uMberr. 9,x* or 2X6 jig' or t!2.PT, SPF,'Rdm-Fin; `61-' SP,
•6' oc.: for ;A$CE '7,A6, a60• Mf h, ;Part.• End. "Bldg,: Exp 8,.:30 MH' `CLB 'hay bW applled. to tpp edge: of suppgrting truss -•top
6.. oc;: for �ASCE .7.:-16; .180' .mph, °Ene, Bldg,. Exp..C;'•30' MH ` chord, (as. shown? or bottom 'edge of Supporting •truss'
4'',oc, .fpr ,ASGE •7>16, 480 'mph,- Part: Eric. •1;1dg, .Fixp' } MH top chard,
iiok` toeniih `tocl( 'tp 'top .chord x{f�Fi 0,128'x3' gun !
;nnlf5 H 41' oc,fi^gM ench 'face thr+pughout top chord.
24` Max...,
_141'63ybock. Truss..
r. Ma°`
:Scab' De*all
9!E CIE ,+ +:+
"Max.,� � Suppgrtlh.g Truss.
Top Chord :B1ock 'Detail �- e° '�1GENS<e .
. _ .::.� • i.NAR,Af;i.. vtht dMl niwv N.L. M=*' IN YM ERAWM °..
REF PZGCM3ACK
rAlrth rugwur naxraaAvu+c m AI.L..IXNjRACTORs rwmn�s : asrAu� «r,,:. v . '• � `
'ii7ujtrrs ..g3ri .iRle'"..khri-b tab* : ,.igVdlryx. M mtd.ara ' Rnfer •to:trr - ; ;yi: •� _... .
S:G'AB
iouq.. �. in`ase yOQM tx nrsl swsara ht_aai�r ern iprcw,a`�"V ror.'+nr 7 a DATE` Dl/OZ/201$:
::. • nCtM..f Miok+'tn•Wt"foMMOn..�n.mtio,ia 1iis;eltrrt s1Ypp.prbade-.?+�Pa'n.•! :n
war wty'astastin+n spanw_orap•oa.* �.�:e e`n: a; .: _ ... DRWG PBSCAB16.D118
I IpW p {� res
ah�l-hhvr• aao uea tSI-r.ctkiM 710 nr°q��fbPry PbtrJf b,..nch �n �: STATE. ... • .•..` .
. .. .. ' • M
LF1B Rrf o;.drn 4bov.,ar,d •nn: #w 'Drtnll� tiless:Yigl},f'C? r7f"t,
q . Sw i? M�2.Joi_iri-04Ml Wntrr, pd.
N •M:W'w1'a.dk ni [N Diit np conpoiumf:,G?o�,o !+ idtall riat�IK•re.pan iNr.iat_ .:nr"�y d�vfn l... :., o'� Q ^
.. tNr .pro. rQwtr.+e: awd +1pr' ir:ws .In'. fon /prnnnE..la+°NKt/TPJ 9,rnr. rnrt,henutrw. , :+� a RL . r"
ANJIWCUMPANY hstaunt '.aradnil'aritrwsr,.� .., ... :... ' �,,. •;qj?s �..Ar`.e .,..+:. .. MAX, TOT::LD, 55: ,PSF
N Q A sgal.an t sy n.rw or .` R .lbi�w' °,"wrk° y..'en4 ie" 'n/ °rw. 4.. �f•!� �'jut� G 1. Df7f2; IT 1�25.
.61A,En,B,'C( ''Ex fn9uW§y ^!r ar
SUM 2AY,' .. rp"'•nhY ry ��rM+4r ty,.,•q(iiti di-7YstprM�°R�'; Alltf/I1!..I lncd. f/f 1 4 ,
Ekth'Clllry:(do B30AS For imrA•hfornq lo,i •aff t{d� ,bb!i'gwxi8l; rr'papr'..ixf iBe,'si"ira i}ilrih ���:1111 �1 + . "
A4P71 5:maW»Itrar,l TPL.r.r.'tpM+oi'0+•tBCN•.rvancipu�irf':a'ti •tC.n'r+iJc.Glo/.ar0;.... SF?1 IN-131 4�(�
n
--------- -- ...... ...
ll-N. LIM
y:
. .. .......... ...
:
aE HAI-26,ERSCABVN G Amph E-
ET I� `
wjh6t, ',-*-XP D
A-S-t-.E 7—i.0 1-0: mPhl Q, Or, 1.41.
.7.;05, :Mph :WIncl, CAT
...... . ..... lnt� r'oo*f',,,
'0W0 �1--Mockm:
J ASCE, .... ... 3 -.o.. e-cl --ariywherq.:
f cl BC -i
lb m, o. h ps;, w PA�i
--6t0 o;#'I: TQ
w.In 0 :RQ PIL
three
bf` ft-cip: c+H'6r. ilthmaad 16" Hh>
:SC-O.: Q�:. 0
1.11 ..—, $�h e.) f. 1.*Q e.* e*
) ... ... .... " U"I",
.... .........
C L�S ..........
wr gr'd,,, e
e ;.p
ai NQT5-1; *B:ls; th
g: re+p
I, .. .. ...... ..
.. ......... . .....
to
A.- m
D:
TAU TUR'; CH
DT'
A-0, 708 EIR
N
DA
0"W
U
Y LINE
t........ ..
-tA,T,E-
a
.......
_. .. is ..
i
EX4.
::...............:....:::......... ...........
,•. ... 20:• •'hit wlnd•: GAT I��• `.EXAM C`•� ... .... M.ph<: w ..d.:.,EXP C: � ..... �?Pk? w
�'CE 7�� 1b° ��5�0: tJn• Or^ €14;Q'•. `Ind` .E:XF�� D`: .
.......... .. ... .
:, :: ' e n .:: ert,� In: Y^s�f; hg:, b:
:�O,n� f. � M�1�n. }�9... (,qua �...d, a . ywh 3pOp; f� �a<t�c�dkiy�ch.e: e.. rr a.
. _ z _ :...
.- ,� : ..wl . d .B. Ah- .;p`... f: Kz QQ.�: W.np1 TG . D.� ::.;4;:2 psft� wlnd':.C< A:L- Q ,sf .'`• 1'
T......1-.. 4.....P.. r.....h... ,....� �?....:A
' I•
n`6—Uri:- X4 s:i=aki t S01i1.e: gra:alp<:;dnc�s specl'es das t'op'..chdY of :cleslgftia te'c1 dYi
ri" tlKi r'"5 seA.C'e:d •oles(gh' :anbli tEi'r IM`e;s>€ he; :,av- hsa`rig- ('erig
;...
:oer:.Maki'geab'o 'ore' f'a:c :of `fop °cFa'ord :iVl>tlti 0d boX -CO.<Tc8 'x3`;0. r1ilrS'
?rs '`of =f`Qur: ri:g1.l' W:htpt' .h.pWn-:��, <f19:?t?e> b to '(
:.P.:.:::............................ .......
:Y
'NCITEi :;#e Is ih- �rnlf;Trnuri:: 4tariloe`r rcide. aG('gw' d 'for: ..., s ecle :
t . ria-0, 'ko .. ort`e'cfi truss: w " ll.ftt fort` `wal(: cg ri°ecticjns
N�TE1 :Add :2IP: up:ll C. E?............. ..•.�...,.........P.......,.
I
fn
i
vi
� fit �,•� i 1•i � _.� ,
r:k J
i L 7y1,,1: �,,�i('• :`y�t`'{ilf{1inN�1M}7r��' i 11 h t i.+y�t! ; `' r•., k.
7. � �47��.4' 9''1 ,��:4:I,s.1��:11!" ���'�: �: 1>il: v. � I •� �; � `��- �:v `
A+
v�di�nmrri:::R�:rrm3iiiCavi►u.►nns'W:Tias-naiS *. T. G�ICIRD; 2X4 SG`AB; ;Cif
f Aft
�,�...--
' � gg�•!rV1�R�re. rY" :kt�r'�»i1d1r :�i ;�+ht�,%fiFnl�Vw,�;i�. ��vt;t;'iar - n'dn q"1!!Os Rff»� +PS}1 �.. d �. ;r ... .. '�y �i� � �1. "7 �A?E€ TO%OI'%I4 f
r l f 3 (a't p ;. A rti 3 . 'I �tnoy:�{PA: r;TeCR1.yl?r !a► .fr. �' 5,, P,$ -- -
Pd r °t' :..•tt: Y4....: #.retie . ; , ............
' i AD PL'US LLVE2
l t» .' t '..I`!' y.``apprrpPtR�fl�«bwftl#:. hUclvCnlJ.. a'4C9,h .. {a�rF; I� ��tE`.
P.,...SU_..:.. .� J)CuB ik l.E.oliPirr�n4 . n �... �S,t. fNd. :� `h"d�'
:.. Pill
...:R. r r�anrwRr ak b. ,• T .:,.
4Rarj� `it'uKrvAYw;r
. .. :';.�,• �J—p dtiaSr bn:1M:a1.S►it. D"e_ 111E ».6F fiR F: SV: A,R Ci. .fit 1
:.�A ,
•
' . .. 1 .. d: n llt
p#
.�,. ��� ;::�..:...: •:. ;_._ a:Rff!ri�aREb;n,. f1i6eA.e,2:f'hflA!WPT W'�i;,P.'9ta:�'"••%"„a�.
;T.�.Imp"
...,,.. nl)a� ,na. .: tk7D'SP.ltpl�a.s: :..,C»4N?t 1>!K+S ,,fy�;...M'.iq '''ith{>r '-`�q»i;�.ii'iIC''f.#Ki<N.Ni•ti!!�Xi�!+GZi{•�,jl�...:�'i'.,u���}'�"Y�...... '. ......'.
' •in.9tiB:L•'ekehonCltdvet: ` •• - •• �
}.... w 7 �7'+.►:L,Pt.r:..,:;..nd;;FM.e;tifa'�ihwllf�'., i. ,.: '
.. ryy
... �t5"a'���.;! -
IYI'
Ea0 CIIy,1d0. aa%ge , � .: »t, ,S>t�µtr+scsf�q� 4r..bra1 iC yR»1�#r : ,. • ,; : .,-,�:::.u�......_ .__._...._.. _. _. . _ .. - .. - -
i h s doclxneef t hey been elec oruc* signed
and seSW using a Doff SIgrtature. Pnntod
copies wi t bt ar original signaWro m St: bo
vedfled usingft osig!W 8#ectror C version.
COA 4.0 278
,.....,��f 1J�S 10/29/2021
Neal. 708tI
ALPINE
AN NW COMPANY
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone:(800)755-6001
www.alpineitw.com
Site trformation:
Pa e, 7 s,;;
Customer Carventer Contractors of America
J,Job Number. • N362326
Job Description: 7A5i320 ,4EHJH ,01 H ,RL01 f 4EHB / 2601 1 HAYDEN EXPRESS
Address:
Job Engineering Ciiteda._
Design Code: FBC 7th Ed. 2020 Res.
lntelliVIEW Version: 20.02.00A
JRef#. lXal89750112
Wind Standard., ASCE 7-16 Wind Speed (mph): 160
Design Loading (ps0: 37.00
,Building Type: Closed
This package contains general notes pages, 34 truss drawing(s) and 5 detail(s).
.Item
Drawing Number „
Truss
1
301.21:1607.53494
Al
3
301,21.1607.53588
A3
5
301.21,1607.53385
A5
7
301.21A 607.53900
A7
9
301.21.1607�54275
A9G
11
301.211607,53665
62G
13
301.21.1607.54133
L1
15
301.21.1607.53634
EGE
17
301,21.1607.54104
EJ3
19
301.21.1607,53619
CJ3E
21
301.21.1607,54197
CJ11-
23
30111.1607.53681
E.17
25
301.21.1607.53572
CJ5A
27
301.21.1607,54103
CJ52
29
301.21.1607.54008
CJ3A
31`
301.21.1607.53946
CJ1
33
301.21.1607.54165
HJ3
35
A16015ENC101014
37
A16030ENC101014
39
GBLLETIN0118
Iten1.,
Drawing Number.
Truss „
2
301.21.1607,53993
A2
4
301.21.1607.54087
A4
6
301,21.1607.53852
A6
8
301.21.1607.53791
A8G
10
301.21.1607.53883
B1
12
301.21.1607.53649
MEG
14
301.21.1607.54196
L2G
16
301.21.1607.53493
EJ6E
18
301.21.1607.53838
CJ5E
20
301.21.1607.53790
CJ1E
22
301.21.1607.54259
MG1
24
301.21.1607.53931
EJ72
26
301.21.1607.53415
CJ5
28
301,21,1607.53603
CJ3
30
301.21.1607.54025
CJ32
32
301.21.1607.54071
HJ6E
34
301.21,1607.53743
HJ7
36
A16015ENC160118
38
A16030ENC160118
Florida Certificate of Product Approval#FL1999
Printed 10/28/2021 4A9:00 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. org.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1.
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustU.com.
Page 3 of 3
SEQN: 67490 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef: 1 Xal 89750112 T6
FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 301.21.1607.53494
Truss Label: Al / FV 10/28/2021
6'1"4 i 12'2"9 18'3"4 21'4"12 27'5"7
6'1"4 6'1"5 60,11 3'1"8 601,11
9'10"
9'10"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 22.84 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
:5X5 =5X5
E F
39'8"
10' 10,
19'10" 29'10',
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.259 L 999 360
VERT(CL): 0.481 L 983 240
HORZ(LL): 0.097 K - -
HORZ(TL): 0.179 K
Creep Factor: 2.0
Max TC CSI: 0.865
Max BC CSI: 0.863
Max Web CSI: 0.392
VIEW Ver: 20.02.00A.1020.20
33'6"12 39'8"
6'1"5 61"4
91101,
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1546 /- /- /861 f785 /303
N 1546 !- 1- /861 /785 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
N Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1981 - 3037 F - G 1518 - 2011
C - D 1835 - 2773 G - H 1835 - 2773
D - E 1518 - 2011 H - 1 1982 - 3037
E - F 1525 -1892
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2726 -1720 L - K 2369 -1414
M - L 2369 -1433 K - 1 2726 -1702
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
M - D
453 - 75
L - F 521 - 323
D - L
555 - 703
L - G 556 - 703
E - L
521 - 323
G - K 453 - 76
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
> require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI an fabricating,
for safety practices pnor to performing these functions. Installers shall provide temporary.
CriCr
er BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
tl ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
e. Applgy plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
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 handling, shipping,, installation and bracin of trusses. A seal on this drawmq or cover pa e
,is drawing indicates acceptance of professional engqmeenng responsibility solely -for the design shown. The suitability and use of This
1 for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
,e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com ICC: iccsafe.org• AWC: awc.org
ALPINE
ANI COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32E
SEON: 674911 HIPS Ply: 1 Job Number: N362326 Cust: R8975 JROAM189750112 T12 /
FROM: RAA Oty: 2 7A5/320 ,4EHJH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DnvNo: 301.21.1607.53993
Truss Label: A2 / WHK 10/28/2021
6'1"4 12'2"9 17' + 2 7' + 27'5"7
6'14 6'1"5 49"7 5'8" 4'97
=5X5 =5X5
E F
39'8"
33'6"12 39'8"
6'V5 6'1"4
10, 10, 9110" 11
9'10" 19,10" 29'10" 39'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.264 L 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.466 L 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.091 K - -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.160 K
Building Code:
NCBCLL: 10.00
Mean Height: 22.58 ft
Creep Factor: 2.0
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.680
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.542
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.323
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1;
Bot chord: 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N;
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1645 /- !- /867 /786 /284
N 1645 !- /- /867 1786 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
N Erg Width = 8.0 Min Req = 1.5
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 2105 - 3292 F - G 1649 - 2207
C - D 1949 - 3025 G - H 1950 - 3025
D - E 1649 - 2207 H - 1 2105 - 3292
E - F 1674 - 2198
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2958 -1835 L - K 2568 -1513
M - L 2568 -1532 K - 1 2958 -1817
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 456 - 81 L - F 590 - 280
D - L 494 - 708 L - G 494 - 708
E - L 590 - 280 G - K 456 - 81
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
3 require extreme care in fabricating, handlin shipping, in%alling,and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) fo'r safety practices pnor to performing these functions. Installers shall provide temporary.
Ber BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10
icable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Pefer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
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 gPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawingg or cover page
1is drawing indicates acceptance of professional enQneering responsibility solely -for the design shown. The suitability and use of this
for any structure is the responsibility of the Building4Designer per ANSI/T 11 Sec.2.
ALPINE
ANMC .MW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 67492 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JR&AXW89750112 T11 /
FROM: RAA Qty: 2 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53588
Truss Label: A3 / WHK 10/28/2021
7'8"6 15' 19'10" 24'8"
7'8"6 T310 + 4'10" + 4'10"
=5X5 III2X4 =5X5
D E T3 F
31'11"10 39'8"
7'3"10 r 7'8"6
1
a2
io
I_s,18'812
4X6(B2) III6X8 u� =8X8 yy 1116X8 =-4X6(B2)
9'10"
9' 10"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 22.16 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1; T3 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.0E; B2,B3 2x6 SP #2 N;
Webs: 2x4 SP #2 N; W1,W4,W7 2x4 SP #3;
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
39'8"
10,
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
10,
29'10"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.278 E 999 360
VERT(CL): 0.480 E 985 240
HORZ(LL): 0.092 J - -
HORZ(TL): 0.159 J
Creep Factor: 2.0
Max TC CSI: 0.757
Max BC CSI: 0.840
Max Web CSI: 0.385
VIEW Ver: 20.02.00A.1020.20
.p'Py A Woe
le.
R0a?daaeo
� yqy
.yJ408 I
m a
R °
e �
,'Oso 8 AT 4
10/29/2021
8 " Mi �
39-
398"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1692 /- /- /874 /789 /255
M 1692 /- /- /874 1789 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 1.5
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 2277 - 3391 E - F 2062 - 2703
C - D 2224 - 3172 F - G 2225 - 3172
D - E 2062 - 2703 G - H 2277 - 3391
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 3045 -1981 K - J 2456 -1533
L - K 2456 -1552 J- H 3045 -1963
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
C - L
447 - 349
K - F 411 - 252
L - D
639 - 300
F - J 639 - 300
D - K
411 - 252
J - G 447 - 349
E - K
389 - 207
—WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for sa ety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicabgle. Applgji plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANR COM AW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingp of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawin Indicates acceptance of professional engmeenng responsibility solely -for the design shown. The suitability and use ofg is
drawing for any structur is the responsibility of the Building -Designer per ANSIfTPI 1 Sec.2. Suite 305
For rpore information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 67493 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T10 /
FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54087
Truss Label: A4 / WHK 10/28/2021
T4"5 13' 19'10" 26'8" 32'3"11 39'8"
7'4"5 5'710 F1,0" 6-10" "{' 5'7"11 7'4"6 l
T
1 (F3
9'10"
9'10"
5X5 1112X4 =5X5
D E T2 F
10
19,10"
39'8"
10,
29'10"
39-8" i �
398"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.292 E 999 360 Loc R+ ! R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.512 E 925 240 B 1657 /- /- /875 1790 1225
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.089 J - - M 1657 /- /- /875 (790 /-
EXP: C Kzt: NA Des Ld: 37.00 HORZTL 0.156 J Wind reactions based on MWFRS
( )�
Mean Height: 21.75 ft BuildingB Br Width q =
NCBCLL: 10.00 TCDL: 4.2 psf Code: Creep Factor: 2.0 g dth = 8.0 Min Re 1.5
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.689 M Brg Width = re8.Min e. = 1.5
BCDL: 5.0 psf Bearings B & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.778
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.748 Bearings B & li require a seat plate.
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ItFT/RT:20(0)/10(0)
GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 2451 - 3301 E - F 2514 - 2994
C - D 2372 - 3073 F - G 2372 - 3073
Top chord: 2x4 SP #1; T2 2x4 SP #2 N; D - E 2514 - 2994 G - H 2451 - 3301
Bot chord: 2x4 SP 2400f-2.OE; B2,B3 2x6 SP #2 N;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Loading Chords Tens.Comp. Chords Tens. Comp.
Truss passed check for 20 psf additional bottom B - L 2960 -2140 K - J 2537 -1811
chord live load in areas with 42"-high x 24"-wide L - K 2537 -1830 J - H 2960 - 2122
clearance.
Wind Maximum Web Forces Per Ply (Ibs)
Wind loads based on MWFRS with additional C&C Webs Tens.Comp. Webs Tens. Comp.
member design. L - D 504 -171 K - F 590 - 511
Wind loading based on both gable and hip roof types. D - K 590 - 511 F - J 504 -171
E - K 645 - 388
�t�t{{{Rtl lbf}fttil�t�f�
Alpo
trus
listii
drat
For
v
COA i 6j ! NAL4 �•�
10/29/2021
"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 sa ety 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
,iid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
ile. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
for any deviation from this drawing, any. failure to build the
bracing of trusses. A seal on this drawm or cover page
solely -for the design shown. The suitability and use of this
11 Sec.2.
SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
ALPINE
any structure IS the responsibil
formation see these web sites:
mmCowV
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 674941 HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T9 /
FROM: RAA Qly: 2 7A5/320 ,4EHJH ,01 H ,RL01 14EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53385
Truss Label: A5 / WHK 10/28/2021
156'11"4 28"2 28'T32'3"12'i' 39""
11"4 5'98 537' 84 3'7„1274'84
II
e5X5 =5X5 =4X4 =5X5
D E F G
,2 T
5 2X4 iu2X4
C H
(a) W
W6 h
rn
B A I J T
�18'8"12
M L K N
=4X6(82) -8X10 B2 =8X8 =8X10 =4X6(B2)
9'101,
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 21.33 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1; 132,133 2x6 SP #2 N;
Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N;
39'8"
10,
19,101,
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
10,
29' 10"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.307 L 999 360
VERT(CL): 0.569 L 831 240
HORZ(LL): 0.094 K - -
HORZ(TL): 0.173 K
Creep Factor: 2.0
Max TC CSI: 0.890
Max BC CSI: 0.825
Max Web CSI: 0.314
VIEW Ver: 20.02.00A.1020.20
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 0.1280" gun �ttystttttul
nails @ 6" oc. 1ltt16,1'. fr
1Pji
Wind
Wind loads basedN on MWFRS with additional C&Cs�°4�'
member design. v� � ® .
Wind loading based on both gable and hip roof types.IA
m.7Q8 i `
a
m m
4
S T 0
s s
10/29/2021
9'10" 1'
39'8"i
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1546 /- /- /872 /791 /196
N 1546 /- /- /872 R91 !-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
N Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 2614 - 3016 F - G 2270 - 2353
C - D 2542 - 2800 G - H 2542 - 2800
D - E 2271 - 2354 H - 1 2615 - 3016
E - F 2947 - 3107
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2698 - 2287 L - K 3032 - 2643
M - L 3030 - 2659 K - 1 2698 - 2268
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 823 - 601 F - K 956 - 817
M - E 951 - 814 G - K 825 - 604
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attachep riclid ceilin Locations shown for permanent lateral restraint of webs shall have bracinfq installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the A —COMP —
truss in conformance with ANSIFrPI 1, or for handling, shipping,, installation and bracin of trusses: A seal on this drawing or cover paQe 6750 Forum Drive
listing this drawingq indicates acceptance of professional en meering responsibility solely -for the design shown. The suitability and use of ihis Suite Fos
drawing for any sTructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For_r lore information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; [CC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 67495 / SPEC Ply: 1 Job Number: N362326 Cust: R 6975 JRef:1Xa189750112 T20 /
FROM: RAA Qly: 1 7A5/320 ,4EHJH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53852
Truss Label: A6 / WHK 10/28/2021
110'
7'11 10'10" 19'10" 24'8" 30'8.1 32' "5 39'8"
7,1,.1 3'8"15 7'2" -� 410„ 6, 17" T4"11 i
=5X5 III2X4
12 D =6X6 -5X5 =5X5
T T3 7
5 2X4 E F G H a/2X4
C I
co
o
in Wq � -uNi
B J
s 3 A KVI L
1l �18'8"12
4X6(B2) = 6X8 = 5X8 = 5X8=4X6(B201
39'8"
1'
910
10' 9'10"
10' 1'
9'10"
19,10" 29'8"
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 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.384 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.712 F 664 240
B 1546 /- 1- /855 1788 /193
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.104 L - -
0 1546 /- /- /859 f791 /-
Des Ld: 37.00
EXP: C Kzt: NA
( )HORZTL: 0.193 L
Wind reactions based on MWFRS
NCBCLL: 10.00
Mean Height: 21.30 ft
Building Code:
g
Cree Factor: 2.0
P
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00
TCDL: 4.2 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.896
0 Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25
BCDL: 5.0 sf
P
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.836
Bearings B & J are a rigid surface.
Bearings B & li require seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Re Fac: Yes
P
Max Web CSI: 0.917
Members not listed have forces less than 375#
a
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20
B - C 2618 -3005 F - G 3611 -3760
Lumber
C - D 2523 - 2780 G - H 2615 - 2776
Top chord: 2x4 SP #2
N; T3 2x4 SP #1;
D - E 2200 -2352 H - 1 2614 -2789
Bot chord: 2x4 SP #1;
E - F 3612 - 3761 I - J 2684 - 2992
Webs: 2x4 SP #3; W4
2x4 SP #2 N;
Wind
Maximum Bot Chord Forces Per Ply (Ibs)
Wind loads based on MWFRS with additional C&C
Chords Tens.Comp. Chords Tens. Comp.
member design.
B - N 2688 -2277 M - L 3452 -3105
Wind loading based on both gable and hip roof types.
N - M 3197 -2820 L - J 2675 -2328
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
N - D 1865 -1705 M - G 400 - 308
N - E 1923 -1815 G - L 1049 - 864
0%01C1i11111 tulip,, fri1�!
E - M 645 - 713 L - H 867 - 679
�0`
F - M 561 - 352
'•
`4i46j L+ •o �i
°ti
a rr
yyg,, p
• 0. P
�y 9 '
2 \�fJ
s n
Aa , • fir,
10/29/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricatinq, handlinq, shipping, installinq and bracing. _ Refer to and follow the latest edition of BCSI
per BCSI: Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
p ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 610,
riiee App�ji plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW BuildinggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANR COMPAW
conformance with ANSI 1, or for handling, shipping,, Installation, and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
lis drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this Suite Fos
for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2.
e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ]CC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 67496 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xal89750112 T8 /
FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53900
Truss Label: A7 / WHK 10/28/2021
7'1"2 9' + 16'8" + 23' + 30'8" + 32'6�14 39'8"
7'1"2 1'10'14 7'8" 6'4" T8" 1'10'14 7'1"2
fl
=5X5 =4X4 =5X5 =5X5
12 m 2X4 D E T2 F T3 G of 2X4
9'10"
9' 10"
39'8"
10' 10,
r 19'10" 2910',
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: ll
Des Ld: 37.00
EXP: C Kzt NA
Mean Height: 20.91 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T2,T3 2x4 SP #1;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.367 L 999 360
VERT(CL): 0.681 L 694 240
HORZ(LL): 0.110 K - -
HORZ(TL): 0.203 K
Creep Factor: 2.0
Max TC CSI: 0.898
Max BC CSI: 0.869
Max Web CSI: 0.320
VIEW Ver: 20.02.00A.1020.20
o°
a
a
Pad o
coo �t SAL
��dBi$a6/t48�4�''a'`6
10/29/2021
fl
9'101, 1'
39'8"�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1546 /- /- /864 /827 /166
N 1546 !- /- /864 /827 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
N Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 2761 - 2998 F - G 2686 - 2758
C - D 2709 - 2811 G - H 2710 - 2812
D - E 2685 - 2757 H - 1 2762 - 2998
E - F 3607 - 3700
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2681 - 2420 L - K 3612 - 3366
M - L 3615 - 3388 K - 1 2681 - 2402
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
D - M 776 - 568 F - K 1200 - 989
M - E 1205 - 992 K - G 773 - 564
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10
as applicable. App�y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the nnMCOWm
truss in conformance with ANSI/TPI PI 1, or for handling, shipping,, Installation and bracin44 of trusses. A seal on this drawingg or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional englneering responsibilityy solely -for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: alQineitw.com; _TPI: tpinst.org; SBCA: sbcindustry.com; I_CC_iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 67499 / HIPS Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T14 /
FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53791
Truss Label: A8G / WHK 10/28/2021
2 Complete Trusses Required
7' 13'5"14 190" 26'2"2
76
'i 5"14 6,4!. 6'4"2
12 =6X6 =4X4 =8X8 =4X4
5 F___1 C D T2 E F T3
T
10
in
1 F3
i 39'8"
�1. } 6'10"4 I 6'5"14 65"14 + 6'5"14
6'10"4 13'4"2 19.10" 26'3"14
32'8" + 39'8"
6'5"14 7'
6G6
1112X4 =8X8 =3X8 =8X8 1112X4
6'5"14 6'10"4
32'9"12 39'8"
1�
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA
CAT: NA
PP Deflection in loc L/defl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA
Ce: NA
VERT(LL): 0.434 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.813 E 581 240
B 3115 /- /- /- /1614 /-
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.071 C - -
0 3115 /- /- !- /1614 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.133 C
Wind reactions based on MWFRS
NCBCLL: 0.00
Mean Height: 20.50 ft
BuildingCode:
Creep Factor: 2.0
p
B Brg Width = 8.0 Min Re 1.8
q
Soffit: 0.00
TCDL: 4.2 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.542
O Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.411
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: No
Max Web CSI: 0.743
Members not listed have forces less than 375#
Loc. from endwall: NA
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 1762 - 3442 E - F 2781 - 5458
C - D 2492 - 4892 F - G 2493 - 4893
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N;
D - E 2781 - 5458 G - H 1763 - 3443
Bot chord: 2x6 SP SS;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Nailnote
Chords Tens.Comp. Chords Tens. Comp.
Nail Schedule:0.128"x3" nails
B - N 3147 -1600 L - K 4957 - 2539
Top Chord: 1 Row @12.00" o.c.
N - M 3136 -1600 K - J 3137 -1601
Bot Chord: 1 Row @12.00" o.c.
M - L 4956 -2539 J - H 3148 -1601
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
Loading
#1 hip supports 7-0-0 jacks with no webs.
C - M 1951 -991 L - F -267
�taeestrttiuNl1f rrh>Ir*o'
M - D 488 -672 F - K 488 488 -672
Wind
�``A �•
D - L 554 -267 K - G 1951 -991
Wind loads and reactions based on MWFRS.>1't'�i,�
Wind loading based on both gable and hip roof types.
60�°ri'•e
♦� • a o
a• 0.708 J.
0 •
9 a
9Q a� 0
0
COA 4�10NALM111011tt \\4Y�Ptira�
W/29/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint o�webs shall have bracing installed per BCSI sections B3, B7 orB10,
as applicabgle. AppTBy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANC wWpn
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional enpprneering responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI• t inst.or • SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 67500 / SPEC Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T38 /
FROM: HMT city:
1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54275
Truss Label: A9G / WHK 10/28/2021
2 Complete Trusses Required
7'14 '1 10'1o"'I` 14'8"
7'1"4 3'8"12 3'10"
5X5
D
T ,2
5 2x4 =8X8
C E
En (a)
-4X%A1)
l �3 A B
N
=8X10
1' 10' 10,
10' 20'
19'10"4 248"
57'4 "+ 4'912
1112F4 T3 -8G8
i
M B3
=H1014
- 39'8"
T8�,
27'8"
32'8"
8'
T4 =6H6
w
L K
=10X10 1112X4
5'1"12
32'9"12
39'8"
7'
T
T!-P
C) V
=4X8(81)
�ff J ll �18'8"12
0
6' 10 i
39'8"
Loading Criteria (psf)
se equa spacin
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.426 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.789,F 598 240
B 2756 A A 1- /1633 /-
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.092 D - -
0 3785 /- /- A /2265 /-
Des Ld: 37.00
EXP: C Kzt: NA
()� HORZ TL 0.170 D
Wind reactions based on MWFRS
NCBCLL: 0.00
Mean Height: 21.30 ft
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.6
Soffit: 0.00
TCDL: 4.2 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.730
0 Brg Width = 8.0 Min Req = 2.2
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.479
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 It
Rep Fac: No
Max Web CSI: 0.791
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 HS
VIEW Ver: 20.02.00A.1020.20
B - C 1792 -2983 F - G 3944 -6563
Lumber
Wind
C - D 1688 - 2876 G - H 3368 - 5683
Top chord: 2x4 SP #2 N; T3,T4 2x6 SP SS;
Wind loads and reactions based on MWFRS.
D - E 1476 -2504 H - 1 2532 -4224
Bot chord: 2x6 SP SS; B3 2x8 SP 2400f-2.OE;
Wind loading based on both gable and hip roof types.
E - F 3951 -6570
Webs: 2x4 SP #3; W8 2x4 SP #2 N;
Bracing
Additional Notes
Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint
WIND LOAD CASE MODIFIED!
Chords Tens.Comp. Chords Tens. Comp.
to be equally spaced. Attach with (2) 8d Box or Gun
B - N 2713 -1619 L - K 3865 - 2314
nails(0.113"x2.5",min.). Restraint material to be
N - M 5151 -3100 K - I 3869 -2310
supplied and attached at both ends to a suitable
M - L 6323 -3909
support by erection contractor.
Nailnote
Maximum Web Forces Per Ply (Ibs)
Nail Schedule:0.128"x3" nails
Webs Tens.Comp. Webs Tens. Comp.
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
t;tt`tltQtrfr/rrrrgP
N - D 1975 -1124 G - L 797 - 897
Webs : 1 Row @ 4" o.c.
b tw d 'I
U I t
rrVIZ.
N - E 2091 - 3404 L - H 2117 -1255
E - M 1625 - 973
g a een rows an s agger
in each row to avoid splitting. g •m° " e�** ��+.,
a
Special Loads ~ ��
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 55 plf at -1.00 to 55 plf at 22.60 ® M
TC: From 28 plf at 22.60 to 28 plf at 32.67 e
TC: From 55 pif at 32.67 to 55 plf at 40.67 °s
BC: From 20 plf at 0.00 to 20 plf at 22.60
BC: From 10 plf at 22.60 to 10 plf at 32.64 ffi
BC: From 20 plf at 32.64 to 20 plf at 39.67
TC: 177 lb Conc. Load at 22.60,24.60,26.60 % �•rs® ,
TC: 169 lb Conc. Load at 28.60,30.60 �• , �+ `
TC: 380 lb Conc. Load at 32.60
45 lb Conc. Load at 21.14
BC: 1429 b Conc. Load at 22.60,24.60,26.60
BC: 127 lb Conc. Load at 28.60,30.60 COA
BC: 491 lb Conc. Load at 32.64 lN�yri
10/29/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached n id ce!I!n Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
as applicaMe. 'A . plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the pNRWcoMPANY
truss m conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawln or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilipy and use of this Suite 305
drawing for any sgr'ucture is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; [CC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 67475 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xal89750112 T2 /
FROM: RAA Qly: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 301.21.1607.53883
Truss Label: B1 / WHK 10/28/2021
9' 1 Z8"
9' 3,8"
1, + 9'1"12
9'1"12
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: 11
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 20.91 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1; T2 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W4 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types
_5C8 T2 =5XD5
21'
3'4"8
12'6"4
Snow Criteria (Pg,Pfin PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
21'
8'4"
8'2"4
20-8- 8
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.036 G 999 360
VERT(CL): 0.066 G 999 240
HORZ(LL): -0.015 H - -
HORZ(TL): 0.026 E
Creep Factor: 2.0
Max TC CSI: 0.822
Max BC CSI: 0.757
Max Web CSI: 0.949
10/29/2021
Ver: 20.02.00A.1020.20
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
� 3""8
'29'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 850 /- /- /475 /536 /137
F 778 /- /- /396 /486 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
F Brg Width = - Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 1163 -1274 D-E 1136 -1241
C - D 1178 -1073
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1088 - 958 H - G 1093 - 956
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
G - E 825 - 717 E - F 708 - 706
Alpine, a division of ITW BuildinQ Components Group Inc. shall not,be responsible for any deviation from this drawing, any.failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping,. installationand bracingq of trusses. A seal on this drawing or cover pagqe
listing this drawing indicates acceptance of professional en ineenng responsibilittyv solely -for the design shown. The suitability and use of'his
drawing for any structure is the responsibility of the BuildingPesigner per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.orq
ALPINE
ANR COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 67478 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef: 1Xal 89760112 T5 /
FROM: RAA Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53665
Truss Label: B2G / WHK 10/28/2021
Loading Criteria (pso
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 "
Lumber
610"4
6'10"4
I Criteria
Std: ASCE 7-16
:d: 160 mph
)sure: Closed
Category: 11
C Kzt: NA
1 Height: 20.50 ft
L: 4.2 psf
L: 5.0 psf
:RS Parallel Dist: 0 to h/2
Dist a: 3.00 ft
from endwall: NA
GCpi: 0.18
Duration: 1.60
Top chord: 2x4 SP #1; T2 2x6 SP SS;
Bot chord: 2x4 SP 2400f-2.OE; B2 2x4 SP #1;
Webs: 2x4 SP #3; W2,W4 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Loading
#1 hip supports 7-0-0 jacks with no webs.
Left side jacks have 7-0-0 setback with 0-0-0 cant and
1-0-0 overhang. End jacks have 7-0-0 setback with
0-0-0 cant and 1-0-0 overhang. Right side jacks have
6-4-0 setback with 0-0-0 cant and 0-0-0 overhang.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
14'8"
T8"
_6C6 T2 =6XD6
21'
T11"8
14'9"12
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.136 H 999 360
VERT(CL): 0.253 H 989 240
HORZ(LL): 0.043 E - -
HORZ(TL): 0.081 E
Creep Factor: 2.0
Max TC CSI: 0.786
Max BC CSI: 0.945
Max Web CSI: 0.696
Ve r: 20.02.00A.1020.20
t VO*
a$CN
10/29/2021
2V
64"
5'10"12
20'8"8
3"8
FN
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1605 /- /- /- /997 /-
F 1559 /- !- /- /953 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
F Brg Width = - Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1967 - 3258 D - E 1904 - 3157
C - D 1711 - 2847
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 2932 -1748 H - G 2901 -1743
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
H - C 650 -106 G - E 2741 -1621
D - G 518 - 37 E - F 968 -1535
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the MMCOWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracinclof trusses. A seal on this drawlng or cover pate 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of )his Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; _[CC., iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 67479 / HIPM Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T39 /
FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNc: 301.21.1607.53649
Truss Label: MEG / WHK 10/2812021
12
4 f--
li
5'9"8 11'8"15
5'9"8 6117
611 "4
611 "4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x6 SP #2 N;
Webs: 2x4 SP #3; W4 2x4 SP #2 N;
Rt Bearing Leg: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 55 pif at -1.00 to
55 plf at 5.79
TC: From 27 plf at 5.79 to
27 pif at 17.99
BC: From 20 plf at 0.00 to
20 plf at 5.82
BC: From 10 plf at 5.82 to
10 plf at 17.70
TC: 141 lb Conc. Load at 5.85, 7.85,
9.85,11.85
13.85,15.85
TC: 247 lb Conc. Load at 17.71
BC: 221 lb Conc. Load at 5.82
BC: 106 lb Conc. Load at 7.85, 9.85,11.85,13.86
15.85
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
5X8
C
1112XD4
17'8"6 }7'11"14
5'11"7 T 8
=4X12E
III2X4 = 5X14 = 3X6
1113X6
17'11"14
5191,11 5'117
11,81,15 17'8"6
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): 0.142 D 999 360
Lu: NA Cs: NA
VERT(CL): 0.262 D 813 240
Snow Duration: NA
HORZ(LL): 0.024 C - -
HORZ(TL): 0.044 C
Building Code:
Creep Factor: 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.877
TPI Std: 2014
Max BC CSI: 0.796
Rep Fac: Varies by Ld Case
Max Web CSI: 0.824
FT/RT:20(0)/l 0(0)
Plate Type(s):
IVIEW Ver: 20.02.00A.1020.20
,A,A%I=
10/29/2021
TT
F N 9,4„
148'8"
' 8
i7'11"14
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 1248 /- !- /- /541 /-
F 1537 !- /- A /686 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.7
F Brg Width = 1.6 Min Req = 1.5
Bearings J & F are a rigid surface.
Bearing J requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1184 - 2876 D - E 1282 - 2958
C - D 1282 - 2958
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - 1 2687 -1092 1 - H 2711 -1083
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
D - H 551 - 622 E - F 1458 - 2167
H - E 2848 -1195
'•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.
CSCSI.. Unless noted dtherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
d rig4id ceilmq Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
icable. Apply plates to each face off truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Building -Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the
conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawin or cover pa4e
1is drawin indicates acceptance of professional engeering responsibility( solely -for the design shown. The suitability and use of g is
I for any s ructure is the responsibility of the Building esigner per ANSIITPI 1 Sec.2.
,-49641
ALPINE
ANN COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 674761 COMN Ply: 1 Job Number: N362326 Cust: R 8975 JRei:lXa1as75o112 T24 !
FROM: MRS Oly: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54133
Truss Label: L1 / WHK 10/28/2021
T
T
3y15
5' 10,
5' 5'
12 =4C4
4 � T
B D in
4Li E N
�g s,
F
2X4(A1) 1112X4 = 2X4(A1)
5-
5-
Im
Loading Criteria (psi)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
1ArA1rF
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
5'
10,
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.016 F 999 360
VERT(CL): 0.028 F 999 240
HORZ(LL): 0.005 F - -
HORZ(TL): 0.009 F
Creep Factor: 2.0
Max TC CSI: 0.396
Max BC CSI: 0.306
Max Web CSI: 0.079
VIEW Ver: 20.02.00A.1020.20
10/29/2021
—WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
ter BCSI sections B3, B7 or B10,
iless noted otherwise. Refer to
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 429 /- /- /273 /206 /79
D 429 /- /- /187 /206 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1066 - 641 C - D 1066 - 641
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 578 - 825 F - D 578 - 825
a division of ITW Bui IdincL Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
conformance with ANSIrTPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawingor cover page
lis drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilily and use of this
for any structure is the responsibility of the Building -Designer per ANSIff l 1 Sec.2.
ALPINE
ANMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 67480/ HIPS Ply: 1 Job Number: N362326 Cusl: R8975 JROAM189750112 T36 /
FROM: MRS Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 301.21.1607.54196
Truss Label: L2G / WHK 10/28/2021
315
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
SDacina: 24.0 "
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
12
4 F_�
3' 7' 10,
3' 4' 3'
4X4
C
4X4
D
T
B E
� F g-8"
H G
1112X4 1112X4
2X4(A 1) = 2X4(A1)
1 3'1"12
3'1"12
I Criteria
Std: ASCE 7-16
:d: 160 mph
)sure: Closed
Category: 11
C Kzt: NA
1 Height: 15.00 ft
L: 4.2 psf
L: 5.0 psf
:RS Parallel Dist: 0 to h/2
Dist a: 3.00 ft
from endwall: Any
GCpi: 0.18
Duration: 1.60
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 plf at 3.03 to
10 plf at
6.97
BC: From 20 plf at 6.97 to
20 plf at
10.00
TC: 98 lb Conc. Load at 3.03, 6.97
TC: 63 lb Conc. Load at 5.00
BC: 119 lb Conc. Load at 3.03, 6.97
BC: 50 lb Conc. Load at 5.00
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
10,
318118 3'1"12
610"4 10, 1
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#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.037 G 999 360
Loc R+ ! R- / Rh / Rw / U / RL
B 628 /- /- /- /276 P
Lu: NA Cs: NA
VERT(CL): 0.074 G 999 240
Snow Duration: NA
HORZ(LL): 0.011 G - -
E 628 /- /- /- /276 /-
HORZ(TL): 0.020 G
Creep Factor: 2.0
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
Building Code:
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.337
E Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.502
Bearings B & E are a rigid surface.
Rep Fac: Varies by Ld Case
Max Web CSI: 0.070
Bearings B & E require a seat plate.
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: 20.02.00A.1020.20
B-C 506 -1313 D-E 506 -1313
WAVE
C - D 461 -1249
y,.- �•-.�iPPP
�g*�aam oats@" 6 Py
d
® W \
0. 7,08 1 '
s
�•a®BGwaN ,o®I9,y�a�-
COA ONAL
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1226 - 466 G - E 1226 - 466
H - G 1249 - 461
10/29/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in 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 pnor 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 rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
ica' e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. efer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
conformance with ANSI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawing or cover page
vs drawinc] indicates acceptance of professional engineering responsibility solely for the design shown. The suitablliry and use of this
1 for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
ALPINE
ANMCC-AW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 67477 / EJAC Ply: 1 Job Number: N362326 Cust: R Ss75 JRef1Xa189750112 T17 /
FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 301.21.1607.53634
Truss Label: EGE / WHK 10/28/2021
1'812 1'11 "8
1'8"12 12
12
4 1112X4CD
B
T A
6"18,8„ EF
G
4X4(B1) 1112X4
8' 12
1'2"12
1812 ?112
�1 +
1'8"12 1'1 "8
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc 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(CL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.000 F
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.000 F
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.177
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.061
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
IVIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types
<- , ro
fray
o. 708 1
°
°
m
COA ONAIL
cren
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 131 /- /- /113 /86 /49
B 42 /- /- /24 /4 /-
G 49 /- /- /30 /33 /-
Wind reactions based on MWFRS
B Brg Width = 1.5 Min Req = 1.5
B Brg Width = 14.5 Min Req = 1.5
G Brg Width = 7.5 Min Req = 1.5
Bearings B, B, & F are a rigid surface.
Bearings B, B, & F require a seat plate.
Members not listed have forces less than 375#
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitabilify and use of this
drawing for any sQructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or - SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 67459 / EJAC Ply: 1 Job Number: N362326 Cusl: R 9975 JRet:1Xa189750112 T7 /
FROM: RAA Qly: 7 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53493
Truss Label: EJ6E / WHK 10/28/2021
C
12 10'9"11
4
� v
N �
B N
6 'q 8'8"
D
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacinq: 24.0 "
4X4(B1)
5'9"8
5'9"8
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
Speed: 160 mph
Pf: NA Ce: NA
Enclosure: Closed
Lu: NA Cs: NA
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Mean Height: 15.00 ft
Building Code:
TCDL: 4.2 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
%AiAvo
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.007 D
HORZ(TL): 0.012 D
Creep Factor: 2.0
Max TC CSI: 0.805
Max BC CSI: 0.356
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
°'ro0
a f•
°o
r o. �t18 9
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 283 /- /-
/210 /119 /117
D 106 /- /-
/58 /- /-
C 141 !- /-
/85 /126 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
f(
COA AL
I0/29/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT*' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricatinq, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Applgy plates to each face o truss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOW—
truss in conformance with ANSIl1 PI 1, or for handling, shipping,. installatlon and bracin4 of trusses. A seal on this drawin or cover page
listing this drawing indicates acceptance of professional enc�ineenng responsibili solely the design shown. The suitabili y and use of this 6750 Forum Drive
drawing for any structure is the responsibility of the Building uesigner per ANSI/T�I 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com;_ I_CC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 674601 EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:lXal89750112 T42 /
FROM: MRS Qly: 3 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrvNo: 301.21.1607.54104
Truss Label: EJ3 / WHK 10/28/2021
V
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Soacino: 24.0 "
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
12
4 �
2X4(A1)
C
31
3'
I Criteria
Snow Criteria (Pg,Pf in PSF)
Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
!d: 160 mph
Pf: NA Ce: NA
)sure: Closed
Lu: NA Cs: NA
Category: II
Snow Duration: NA
C Kzt: NA
1 Height: 15.00 ft
Building Code:
L: 4.2 psf
L: 5.0 psf
FBC 7th Ed. 2020 Res.
:RS Parallel Dist: 0 to h/2
TPI Std: 2014
Dist a: 3.00 ft
Rep Fac: Yes
from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Duration:1.60
WAX/P
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Ln
m
Deft/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.135
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
♦ p&�,�,
♦� `y ew�oao•®ere
� 9
m. 7Q8 1
r
,. ®, SAT 0
• mat,
COA Z�7§/ONAL �;��♦�
10/29/2021
9-8" 7
ti
8'8
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ ! R- / Rh / Rw / U / RL
B 185 /- /- /149 /85 /67
D 50 A !- /27 /- /-
C 63 /- /- /36 /54 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
•'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 pnor 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 bracin installed per BCSI sections B3, B7 or 610,
is ri e. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the
conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seat on this drawm or cover pa e
vs drawin indicates acceptance of professional engmeenng responsibility solely -for the design shown. The suitability and use of This
I for any structure is the responsibility of the Building Designer perANSI/TPI 1 Sec.2.
ALPINE
"x Ccrev
6750 Forum Drive
Suite 305
Orlando FL, 32821
4
SEQN: 67461 ! JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T37 !
FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 301.21.1607.53838
Truss Label: CJ5E / WHK 10/28/2021
6"l
4X4(B1)
19
10'6"5
ce)
T (�
N N
818„
4'11"4
1,
4' 11 "4
Loading Criteria (psq
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
B 252 /- /- /191 /108 /102
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.004 D
D 90 /- /- /49 /- A
Des Ld: 37.00
EXP: C Kzt: NA
HORZ TL 0.007 D
( )
C 119 /- /- /71 /107 /-
BuildingCode:
NCBCLL: 00
Mean Height: 15.00 ft
Creep Factor: 2.0
p
Wind reactions based on MWFRS
0.
Soffit: 0.00
TCDL: 4.2 psf
BCDL: 5.0 sf
p
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.560
B Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0250 .
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Bearing B is a rigid surface.
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
Bearing B requires a seat plate.
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
IVIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
**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 ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicad e. Applgy plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to ' ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildingQ Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCGWAN
truss in conformance with ANSIITPI 1, or for handling, shipping,. installation. and bracing of trusses: A seal on this drawng or cover pa 4e 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of )his Suite 305
drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
For ignore information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:67462! JACK Ply: 1 Job Number: N362326 Cust:R8975 JRef:1Xa189750112 T32 /
FROM: RAA Qly: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53619
Truss Label: CJ3E / WHK 10/28/2021
12
4 E::-,-
4X4(B1)
1, 211 4
2' 11 "4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
M
7—
Ln
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.290
Max BC CSI: 0.078
Max Web CSI: 0.000
EW Ver: 20.02. OOA. 1020.20
ti ��••qP•Y®v • /���I
a°
•
4. 708 1
r
,� • s
O •
f q�p h
v,q • a S iti l W • �1
'iA o • �a
COA AL
e [,
J /R}lfiL°llii6sy�t�it,
10/29/2021
9' 10"5
ti
8' 8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 183 /- /- /147 182 /66
D 52 /- /- /27 /- /-
C 64 /- /- 135 /61 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. App7gy plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANMCCWAW
tr ss in conformance with ANSI Q PI 1, or for handling, shipping,. installation and bracinQ of trusses. A sea! on this drawing or cover pa a
listing this drawing indicates acceptance of professional englneenng responsibility solely -for the design shown. The suitability and use of This 6750 Forum Drive
drawing for any structure is the responsibility of the Building esigner per ANSIIrFI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or • AWC: awc.org Orlando FL, 32821
SEQN: 67463 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T33 /
FROM: RAA Qty: 2 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53790
Truss Label: CAE / WHK 10/28/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
i
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 lost
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
12
4 F_�
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
C
_F T /-� 9r2"9
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.000 C
Creep Factor: 2.0
Max TC CSI: 0.186
Max BC CSI: 0.025
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 139 /- /-
/129 /95 /32
D 14 /- /-
/11 /3 A
C - All A
/28 130 A
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
'"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have.a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the MN CO
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili_%ty solely -for the design shown. The suitability and use of This Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 67464 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T40 /
FROM: MRS Qty: 4 7 A51320,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54197
Truss Label: CAL / WHK 10/28/2021
12
4
B
A
2X4(A1)
1, 11114
11 "4
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld. 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 it
Rep Fac: Yes
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
C
T 9' 0"3
T11
gr$1r
D �I
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.000 C
Creep Factor: 2.0
Max TC CSI: 0.198
Max BC CSI: 0.025
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
Ile
> e`' •°<
e°
a
o. (08 3
a �
o
0
S AT 0
•�,
COA
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 141 /- /-
/134 /102 /31
D 10 /-1 /-
/16 /11 /-
C - /-15 /-
/29 /27 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
'"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for of lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face o truss and position as shown above and on the Joinf Details, unless noted otherwise. E�efer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the pH,,,, COWA-
truss in conformance with ANSI Q PI 1, or for handling, shipping,. installation. and bracin4g of trusses. A seal on this drawing or cover pa4e 6750 Forum Drive
listing this drawing indicates acceptance of professional encLmeering responsibilittyy solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org 0dando FL, 32821
SEQN: 67482 / MONO Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T23 /
FROM: RAA Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 14EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54259
Truss Label: MG1 1 WHK 10/2812021
2 Complete Trusses Required
T
67
1.
8 7'
3'2 8"+ 3'9"8
1112XC
12
5 F,-,-
v 4BX4
N
®X4(A1)
A
18'6"12
E D
1114X6 1114XB
3012
3'11"4
3'012
7'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.021 E 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.038 E 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.005 D - -
Des Ld: 37.00
C Kzt: NAn
HORZ(TL): 0.009 D
Building Code:
NCBCLL: 0.00
MeaEXP
MeaHeight: 20.70 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.244
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.667
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: No
Max Web CSI: 0.439
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x6 SP #2 N;
Webs: 2x4 SP #3;
Nailnote
Nail Schedule:0.128"x3" nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @ 4.25" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 55 plf at 0.00 to 55 plf at 7.00 �tia►'tlltrtttttirrr
BC: From 10 plf at 0.00 to 10 plf at 7.00 NO
BC: 161 lb Conc. Load at 1.09 lA
BC: 1559 lb Conc. Load at 3.00 �+ s .0e.,0444 ,•., ✓ � °�,�
BC: 778 lb Conc. Load at 5.00
Windy °
Wind loads and reactions based on MWFRS. z
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
„ AT
o Fi l
Additional Notes ��, oP °
m
COA �ONA0vo,
�ta+nt3ea►caa+�
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
A 1508 /- /- /- /956 /-
D 1445 /- /- /- /945 /-
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
D Brg Width = - Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - B 931 -1442
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - E 1311 - 843 E - D 1252 - 808
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
E - B 948 - 568 B - D 858 -1330
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigqid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as appllcab-le. App�y Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Bui IdincL Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engpeering responsibilittyy solely -for the design shown. The suitability and use Nis
drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or • SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 67434 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T18 !
FROM: RAA Qty: 22 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53681
Truss Label: EJ7 / WHK 10128/2021
C
21'10" 3
12
5 7777-
Ch
m
B
t A 18'8" 12
D
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Soacina: 24.0 "
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
nd Criteria
nd Std: ASCE 7-16
eed: 160 mph
closure: Closed
�k Category: II
P: C Kzt: NA
!an Height: 20.50 ft
DL: 4.2 psf
DL: 5.0 psf
VFRS Parallel Dist: 0 to h/2
�C Dist a: 3.00 ft
c. from endwall: not in 4.50 ft
GCpi: 0.18
nd Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
7'
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.016 D
HORZ(TL): 0.021 D -
Creep Factor: 2.0
Max TC CSI: 0.794
Max BC CSI: 0.537
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
�"c p g.,�"'Xrr
tirt'ir.
1 .......... g,�,�r'��,ri
° o. 708 1
c a
o "
a
a
COA #'6 iAL
tuneoaiw+ll
10/29/2021
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 327 !- /-
/224 /164 /210
D 129 /- !-
/70 /- /-
C 177 /- !-
/99 /208 A
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
••WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicab)e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOAWAW
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation. and bracin44 of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineering responsibilitty�r solely -for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 67443 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef: Mat89750112 T22 /
FROM: RAA Qty: 3 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53931
Truss Label: EJ72 / WHK 10/28/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
21' 10"3
12
5
M
0
v
B
A 1 S'8"12
D
=AYnrR1
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 20.29 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
7
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.012 D
HORZ(TL): 0.016 D
Creep Factor: 2.0
Max TC CSI: 0.738
Max BC CSI: 0.527
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ 1 R- / Rh / Rw / U / RL
B 395 /- /- /297 /219 /231
D 127 /- /- /67 /- /-
C 169 /- /- /90 /199 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall notbe responsible for any deviation from this drawing, anyfailure to build the M c"�,*"
truss in conformance with ANSI>l PI 1, or for handling, shipping,i . nstallation and bracin of trusses. A seal on this drawm or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional enpineenng responsibilittyv solely -for the design shown. The suitabili y and use of this Suite Fos
drawing for any structure is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2.
For,more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 67444 ! JACK Ply: 1 Job Number: N362326 �Cust:R8975 JRef:1Xa189750112 T4 /
FROM: HMT Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53572
Truss Label: CJ5A / WHK 10/28/2021
19
C
1113X8((E3)D
4X4E3)
5" 3' 10"4
'
15} 4'3"4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
NCBCLL: 10.00
Mean Height: 20.41 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: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Lt Slider: 2x4 SP #3; block length = 2.000'
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
21'0"2
CV
18'8"12
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.033 B
HORZ(TL): 0.038 B
Creep Factor: 2.0
Max TC CSI: 0.598
Max BC CSI: 0.195
Max Web CSI: 0.176
VIEW Ver: 20.02.00A.1020.20
°®e eQe• i 'I
6"
r®°
t�. 7108 1 "
a �
e
•fil aae.� eae°e.
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 161 /- /-
/95 160 /114
D 80 /- /-
/44 A A
C 113 A /-
/65 /138 /-
Wind reactions based on MWFRS
A Brg Width = -
Min Req = -
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Members not listed have
forces less than 375#
"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) 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 properly
�id ce!lin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10.
r e. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
vision of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the
lformance with ANSI 1, or for handling, shipping,, installation.and bracinnc�of trusses. A seal on this drawing or cover page
hawing indicates acceptance of professional enptneering responsibrli solely for the design shown. The suitability and use of pis
any structure is the responsibility of the Building -Designer per ANSI/T�I 1 Sec.2.
AL NE
For
ANMCOWC W
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 67445 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T26 /
FROM: RAA Qty: 8 7A51320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53415
Truss Label: CJ5 KID / WHK 10/28/2021
C
12 20'11"14
5
00
N (V
B
A
18'8"12
D
4'11"4
I I
1 r )
4'11"4
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc 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(CL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.006 D
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.007 D
Building Code:
NCBCLL: 10.00
Mean Height: 20.07 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.624
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.258
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord
H .
��� �sy641.49sg•• 1� 'yam
f
a •
o.708 I
e
e
SAT 0 w•d
NAL
coa �t A"O ,�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 252 /- /- /180 /128 /152
C 121 /- /- /67 /143 A
D 91 A /- /49 A A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
10/29/2021
*`WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quirequire extreme care in fabricating, handling,shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
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 proper) attached structural sheathing and bottom chord shall have a properly
�id ceilin Locations shown for permanent lateral restraint olYwebs shall have bracin installed per BCSI sections B3, B7 or B10,
e. AppTOy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. efer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ivision of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the
lformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page
Jrawing indicates acceptance of professional eng neering responsibility solely -for the design shown. The suitability and use of this
any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
ALPINE
MMCO AW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 67446 / JACK Ply: 1 Job Number: N362326 Gust: R 8975 JRef:lXal89750112 T30 /
FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54103
Truss Label: CJ52 / WHK 10/28/2021
C
20'11"14
v
P 00
(V CV
B
18'8"12
A D
4X4(B1)
2'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
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: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
4'11"4
4' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.004 D
HORZ(TL): 0.005 D
Creep Factor: 2.0
Max TC CSI: 0.572
Max BC CSI: 0.248
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 325 /- /-
/259 /186 /173
C 109 /- /-
/53 /131 /-
D 90 /- !-
/47/-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
C Brg Width = 1.5
Min Req = -
D Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10,
as applicable. Applgy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN—CGWAW
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawin indicates acceptance of professional en meering responsibili%tv solely -for the design shown. The suitabilifiy and use of this Suite Fos
drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2.
For otore information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or • AWC: awc.org Orlando FL, 32821
SEQN: 674471 JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T27 /
FROM: RAA Qty: 8 7A5/320 ,4EHJH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53603
Truss Label: CJ3 / WHK 10/28/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
6
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 19.65 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
12 C
2' 11 "4
2' 11 "4
:)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
l
00
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.291
Max BC CSI: 0.080
Max Web CSI: 0.000
10/29/2021
Ve r: 20.02.00A.1020.20
20'1 '14
90
18'8"12
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 182 /- /- /139 /96 /98
C 66 /- /- /34 /81 /-
D 53 /- /- /28/-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint o webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW BuildinccttComponents Group Inc. shall not,be responsible for any deviation from this drawing, any. failure to build the A.m CO+
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en rneering responsibili(t�v solely -for the design shown. The suitability and use of This Suite Fos
drawing for any structure is the responsibility of the Buildinguesigner per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com• ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
4
B
SEQN: 67448 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T13 /
FROM: RAA Qty: 1 7A5/320 ,4F-HJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54008
Truss Label: CJ3A / WHK 10/28/2021
T
6"3
i
12
5 B
20T'14
A °O
18'8"12
C
4X4(B1)
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 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
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord
2' 11 "4
2' 11 "4
:)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
1w Duration: NA
ilding Code:
C 7th Ed. 2020 Res.
I Std: 2014
p Fac: Yes
/RT:20(0)/10(0)
rte Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.002 C
HORZ(TL): 0.002 C
Creep Factor: 2.0
Max TC CSI: 0.343
Max BC CSI: 0.112
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
H .
oa.maass mo ope
t`V.•®.AGE
p, All"
°e
0
m +t
0s�p0•em m.. aopes'0 ��,�
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
A 115 /- /- /69 /44 /76
B 74 /- /- /42 /88 /-
C 54 /- !- /30/-
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
B Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
""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, handl!n shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint o webs shall have bracingq installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. f'efer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the MM COMPANY
truss in conformance with ANSIrTPI 1, or for handling, shipping,, installation and bracinctof trusses. A seal on this drawn or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engiineering responsibilit� solely -for the design shown. The su!tabili y and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
1
SEQN: 67449 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xal89750112 T31 /
FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54025
Truss Label: CJ32 / WHK 10/28/2021
T
f
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
Soacinc: 24.0 "
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
1 2'
I Criteria
Std: ASCE 7-16
!d: 160 mph
)sure: Closed
Category: II
C Kzt: NA
1 Height: 19.44 ft
L: 4.2 psf
L: 5.0 psf
:RS Parallel Dist: 0 to h/2
Dist a: 3.00 ft
from endwall: Any
GCpi: 0.18
Duration: 1.60
--r/x—rku I
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
C
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 L/defl U#
Pf: NA Ce: NA VERT(LL): NA
Lu: NA Cs: NA VERT(CL): NA
Snow Duration: NA HORZ(LL): 0.003 D
HORZ(TL): 0.003 D
Creep Factor: 2.0
Building Code:
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.781
TPI Std: 2014
Max BC CSI: 0.129
Rep Fac: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
IAIA\/F
® Boa �G S�
ee
e
o.708 4
4Q-
COA )ib '81®NA`..
10/29/2021
T20' 1 "14
00
N
18'8"12
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 268 /- /- /233 /165 /118
C 44 /- A /27 /61 /-
D 51 /- /- /27/-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
'•WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANRWCOWAN
truss in conformance with ANSI/) PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pare 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyy solelyforthe design shown. The suitability and use of This Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSIrrPI 1 Sec.2.
For.more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
I
SEQN:67450/ JACK Ply: 1 Job Number: N362326 Cust:R8975 JRet:1Xa189750112 T28 /I
FROM: RAA Qty: 10 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53946
Truss Label: CA / WHK 1012812021
T
6"3
i
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 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
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
12
5 F-7- C
�— 11 "4 --�
1, } 11"4 i
11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
v
T (-[-� 19'3"14
0
18'8"12
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.000 C
Creep Factor: 2.0
Max TC CSI: 0.168
Max BC CSI: 0.022
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
���ja$ �.„J • ..,rrr
� a
o.708 �
•
5 AT 0
s
e
� e
� � �•`saguaaP`ee
C0 MV NAL `
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 135 /- /-
/123 /90 /44
C - /-11 /-
/29 131 /-
D 14 /- /-
/10 /3 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
C Brg Width = 1.5
Min Req = -
D Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**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 fabricating,
fo'r safety practices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
d rigqid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
cable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
Is 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
a division of ITW Building Components Group Inc. shall not.be res _onsible for any deviation from this drawing, any failure to build the
conformance with ANSIII PI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawing or cover page
,is drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
1 for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2.
ALPINE
my COWA-
6750 Forum Drive
Suite 305
Odanck FL, 32821
SEQN: 67467 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750112 T1 /
FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 301.21.1607.54071
Truss Label: HJ6E / WHK 10/28/2021
12 C
2.83 0 10'97
T T-11
r N
N �D
B N
a A 8'8"
D 1_4�
2X4(A1)
8'2"5
1'5" i
8'2"5
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 0.00 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
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Loading
Hipjack supports 5-9-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (3) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.017 D
HORZ(TL): 0.031 D
Creep Factor: 2.0
Max TC CSI: 0.865
Max BC CSI: 0.594
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
10/29/2021
"'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 250 /- /- /- /127 /-
D 115 /- /- /32 /- /-
C 273 /- /- /- /211 /-
Wind reactions based on MWFRS
B Brg Width = 11.3 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinqq� of trusses. A seal on this drawing or cover pa e
1is drawing indicates acceptance of professional ennegring responsibility solely for the design shown. The suitability and use of This
for any strugl
cture is the responsibility of the Building esigner per ANSIrT I 1 Sec.2.
'e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org• SBCA: sbcindustry.com; ICC: iccsafe.org• AWC: awc.org
ALPINE
ANOW COWANV
6750 Forum Drive
Suite 305
Orlando FL, 32821
a
SEQN: 67468 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189760112 T43 /
FROM: MRS Qty: 2 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.54165
Truss Label: HJ3 / WHK 10/28/2021
o 2.83 C
T 9r$rr4
N
B - r�
M �
3 n C- U
818 rr
E D
1'5"
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From -0 plf at -1.41 to 54 plf at 0.00
TC: From 2 plf at 0.00 to 2 plf at 4.18
BC: From 2 plf at 0.00 to 2 pif at 4.18
TC: -2 lb Conc. Load at 1.37
BC: 19 lb Conc. Load at 1.37
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
4'2"3
4'2"3
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:20(0)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.004 D
Creep Factor: 2.0
Max TC CSI: 0.120
Max BC CSI: 0.144
Max Web CSI: 0.000
10/29/2021
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ ! R- / Rh / Rw / U / RL
E 142 /- /-
/- /86 /-
D 69 !- /-
/- /6 /-
C 36 /- /-
!- /8 /-
Wind reactions based on MWFRS
E Brg Width = 10.6
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing E is a rigid surface.
Bearing E requires a seat plate.
Members not listed have forces less than 375#
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10.
as applicabgle. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin,$ Components Group Inc. shall not-F be responsible for any deviation from this drawing, any. failure to build the RNMCO
truss in conformance with ANSIPI1, or for handling, shipping,i , nstallation and bracin44of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional enUeenng responsibilittyv solely -for the design shown. The suitabili y and use of This Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
Forcnore information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC:_iccsafe_.org; AWC: awc.org Orlando FL, 32821
•
SEQN: 67452 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRO:1Xal89750112 T19 /
FROM: RAA Qty: 5 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1607.53743
Truss Label: HJ7 I WHK 10/28/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
5'7"8
5'7"8
9110,11
4'2"9
u
21'10"2
12
3.54 ; 4X4
C
in CO
M
Cl)
B
ALi 418'8"12
G F F
1'S" 5'5"12 3'6"3 10"2
5'5"12 8'11"l5 9'10"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 0.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide hanger or special connection at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl U#
Gravity Non -Gravity
VERT(LL): 0.044 G 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 324 /- /- /- /205 /-
VERT(CL): 0.082 G 999 240
HORZ(LL): 0.008 C - -
E 363 /- /- /- /142 /-
HORZ(TL): 0.014 C
D 211 /- /- /- /206 /-
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.512
B Brg Width = 10.6 Min Req = 1.5
Max BC CSI: 0.699
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.268
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
VIEW Ver: 20.02.00A.1020.20
B-C 439 -713
�4 �T '•ama•4e s• �,/y ri
e
0 �
• .
•
4,
COAb►�
10/29/2021
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
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI.. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicable. Apptgjr plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildingComponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the RNR COWV
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracingp of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitabili y and use of this Suite 305
drawing for any structure is the responsibility of the Buildings esigner per ANSIITPI 1 Sec.2.
For*nore information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
VA
Gable Stud Reinforcement Detail
ASCE 7-10i 160 mph Wind Speed, 15' Mean Height, Enc(osed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Ori 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Ori 120 moh Wind Soeed. 15' Mean Heloht. Partially Enclosed. Exoosure D. Kzt = 1.00
S
2x4 Brace
Gable Vertical
pacing Species Grade
No
Braces
(1) Ix4 'L' Brace w
(1) 2x4 'L' Brace )K
(2) 2x4 'L' Brace ww
(1) 2x6 'L' Brace )K
(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 /
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
U
S P P
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Hr
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
p
r
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' 11'
9' 6'
10' 4'
ill 1'
14' 0'
14' 0'
QJ
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
1 9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
—�
1,
S P
#2
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
1
r
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10' ill
ill 8'
14' 0'
14' 0'
d
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P P
#3
4' 2'
7' 1'
1 7' 9'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
u [
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10' 10'
13, 9'
14' 0'
14' 0'
14' 0'
O
I� r
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10' 5'
10' 10'
12' 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, e'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
I1' 0'
13, 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10' 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10, 2'
10, 10'
11' 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
1 10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P P
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
U
u P
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10' 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
I�
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12, 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10, 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
--I
D P L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
1 11' 6'
12' 0'
13' 7'
1 14' 0'
14' 0'
14' 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 600#
at each end. Max web
total length Is 14'.
Vertical length shown
In table above.
Connect diagonal at
mldoolnt of vertical web.
AN ITW COMPANY
115141 Earth% City% Expressway
11 Suite%242
11 Earth%City,1 MO%63045
2x6 DF-L #2 or
better diagonal
bracer single
or double cut
<as shown) at
upper end.
symm
About)
T
18'+
L
^ace
�E 31E
r
8' )K
I LU 1
Nvkl 141� Refer to chart ak
wwVARNDN7ww READ AND FO_LOV ALL NOTES ON THIS BRAVING!
uIW(IRTANTv BRAVING THIS AVING TO ALL CONTRACTORS INCLIDIWG THE INSTALLERS(
Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing. Refe tJ
How the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s,
nctices prior to performing these functions. Installers shall provide temporary bracng pe H
,less noted other se,
top chord shall have properly attached structural sheathing and bo
call have a properly attached riDld celling. Locations shown for permanent lateral restraint$f
,.It have brntlng Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to encs
truss and position as shown above and on the Joint Details, unless noted otherwise.
Ifer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlmtl,
Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship;
-tallatlon S bracing of trusses.
A seal on this drawing or cover page listing this drawing, 4x0cates acceptance of professional
glneering rer any �oris re Is �sreelyfor the sponsMty of � &Ac&Q Designer shown. The ryand use of this ANSI/TPI I Sect draw"
For more information see this Job's general notes page and these web sites,
ALPINE, www.alpineitw.coni TPI, www.tpinst.orgl SBCA, www.sbclndustry.orgi ICC, wwwJccsafe.org
ax
Bracing Group Species and Grades,
Group At
S ruce-Pine-Fir Hem -Fir
#1 / #2 Standard #2 Stud
#3 Stud1 #3 IStandQrdi
DouctLas Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Standard
Group B,
Hem -Fir
#I & Btr
#1
Do,"", u las Flr-Larch Southern Plnewww
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
...For Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these rndes.
Gable Truss Detail Notes;
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over,
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with IOd (0.128'x3.0' min) malls.
)K For (1) 'L' brace, space nails at 2' o.c.
In IS' end zones and 4' O.C. between zones.
)K)KFor (2) 'L' braces, space nalls at 3' o.c.
In 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 807 of web
member length,
Gable Vertical Plate Sizes
1ttt1
f telrr,
Vertical Len th
No Splice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11' 6'
3X4
Greater than 11' 6' _
4X4
Ki� I + Refer to common truss design for
a peak, splice, and heel plates.
°° Refer to the Building Designer for conditions
gabL ve ti leth, not addressed by this detail.
`f�`•1PtV� REF ASCE7-10-CAB16015
= DATE 10/01/14
ff Q •e DRWG A16015ENC101014
...... MAX, TOT. LD. 60 PSF
t
.�ATyt�/29/2021
MAX, SPACING 24.0'
Gable Stud Reinforcement Detail
ASCE 7-16: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Ori 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or, 120 moh Wind Soeed. 15' Mean Heloht. Partially Enclosed. Exoosure D. K7t = 1.00
S
2x4 Brace
Gabte Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace w
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace xw
(1) 2x6 'L' Brace x
(2) 2x6 'L' Brace 030
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
4
#1 / #2
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
-
Sf F
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
H F
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Q
Stnndard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
B' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
J
S P
#2
3' 10,
6' 7'
6' 10,
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
oj
P
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, ill
11' 8'
14' 0'
14' 0'
d
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
B' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
lJ
_
S P P
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 2'
7' l'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
U
u P
Stud
4' 2'
7' V
7' 6'
8' 9'
9' 1'
10' 5'
10' 10'
13' 9'
14' 0'
14' 0'
14' 0'
W
O
I�
Standard
4' 2'
6' 1'
6' 5'
B' 11
8' 8'
10' 5'
10, 10,
12' 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
0.
9' 0'
9' 4'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13, 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' U'
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10' 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10, 10,
11' 10,
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' V
14' 0'
14' 0'
14' 0'
14' 0'
�(
lJ
SPFJ
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
LJ
<J
u P
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
I�
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9' 1
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
r i
D P L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' V
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
�;ymm
About
able Truss
Diagonal brace optlonr
vertical length may be
doubled when diagonal
V'L'
18'
brace Is used. Connect
L
diagonal brace for 600#
at each end. Max web
Brace End
total length Is 14',
Zones, typ,
2x6 DF-L #2 or
better diagonal
r
Vertical length shown
bracel single
8,
In table above.
or double cut
45'
(as shown) at
L
upper end,
,
Connect diagonal at I I I I I I I * :,;
midpoint of vertical web. �ll�l 41 VJ� Refer to chart bo\
■■VARNIM-- READ ANH FOLLOW ALL NOTES EN THIS BRAVING!
--IMPORTANT.- FLOUSH THIS DRAWING TO ALL CBNTRACTDRS INCLUDING THE MSTALLERSe
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe ttg�.��pr
follow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) fo0p{sd1_I
practices prior to performing these functions. Installers shall provide temporaryy bradng pe33 HLSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and 60 om d
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restralnt'llf
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to eae
' of truss and position as shown above and on the Joint Details, unless noted otherwise.
e,k
I Refer to drawings 160A-Z for standard plate positions. at�i
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatl-N
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippintj
AN ITW COMPANY Installation & bracing of trusses.
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional
115141 Earth\ City\ Expressway engineering responsibility solely for the design sham The sultablUty and use of this drawing
11 Suite%242 for any struct re Is the responsblilty of the Building Designer per ANSLTPI i Sec2.
11 Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites,
ALPIND www.atpineltw.com) TPIr www.tpinst.orgl SBCA, www.sbcindustry.org7 ICCj uwlccsafe.org
i'l1
Bracing Group Species and Grades)
Group At
S ruce-Pine-Fir Hen -Fir
#1 / #2 Standard 1 #2 1 Stud
#3 Stud 1 #3 IStandard
Dou las Fir -Larch Southern Plnexw■
#3 #3
Stud Stud
Standard::::]Stnndard
Group BI
Hen -Fir
#1 & Btr
#1
Do u Ins Flr-Larch Southern Plnewww
#1 #1
#2 #2
1x4 Braces shall be SRB (Stress -Rated Board).
wxFor Ix4 So, Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these rades.
Gable Truss Detail Notes:
Wind Load deflection criterion is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with IOd (0128'x3.0' min) nails.
)KF For Q) 'L' brace, space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones.
jK)(For (2) 'L' braces, space nalls at 3' o.c.
In 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 80% of web
member length.
Gable Vertical Plate Sizes
Vertical Len th
No Splice
Less than 4' 0'
2X3
Greater, than 4' 0', but
3X4
NIIIf
less than 11' 6'
Greater than 11' 1
II+ Refer to common truss design for
peak, splice, and heel plates.
1* Refer to the Building Designer for conditions
_ye tiv le~ th, not addressed by this detail.
REF ASCE7-16-GAB16015
DATE 01/26/2018
DRWG A16015ENC160118
MAX, TOT. LD, 60 PSF
at /29/2021
MAX, SPACING 24,0'
Gable Stud Reinforcement Detail
ASCE 7-101 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Orr 140 mph Wind Speed, 30, Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or, 120 mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00
(7
2x4 Brace
Gable Vertical
Spacing Specles Grade
No
Braces
<1) Ix4 'L' Brace w
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace ww
(1) 2x6 'L' Brace w
(2) 2x6 'L, Brace w
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
3' B'
6' 3'
6' 6'
7' 5'
7' 8'
8' 9'
9' 2'
11' 7'
12' 0'
13, 9'
14' 0'
U
S P P
#3
3' 6'
5' 5'
5' 9'
7' 2'
7' 7'
8' 8'
9' 1'
11' 3'
11' 11'
13' 7'
14' 0'
H P
Stud
3' 6'
5' 4'
5' 8'
7' 2'
7' 7'
8' 8'
9' 1'
11' 2'
11' 11'
13' 7'
14' 0'
Q
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
B' 11'
9' 8'
10' 4'
13, 1'
14' 0'
#1
3' 10,
6' 4'
6' 7'
7' 6'
7' 9'
8' 11'
9' 3'
11' 9'
12' 2'
13' 11'
14' 0'
—�
S P
#2
3' 8'
6' 1'
6' 6'
7' 5'
7' 8'
8' 9'
9' 2'
11' 7'
12' 0'
13' 9'
14' 0'
#3
3' 7'
4' 10'
5' 2'
6' 5'
6' 11'
8' 9'
9' 1'
10, 1'
10, 10'
13' 8'
14' 0'
(v
D P L
Stud
3' 7'
4' 10'
5' 2'
6' 5'
6' 11'
8' 9'
9' 1'
10, 1'
10, 10'
13' 8'
14' 0'
d
Standard
3' 3'
4' 3'
4' 7'
5' 8'
6' 1'
7' 9'
8' 3'
8' 11'
9' 7'
12' 2'
13' 0'
U
#1 / #2
4' 2'
7' 2'
7' 5'
8' 5'
8' 9'
10, 1'
10, 6'
13, 3'
13' 9'
14' 0'
14' 0'
_
S P P
#3
4' 0'
6' 7'
7' 5'
8' 4'
8' 8'
1 9' 11'
10' 4'
13' 1'
13' 7'
14' 0'
14' 0'
U
u l�
Stud
4' 0'
6' 7'
7' 0'
8' 4'
8' 8'
9' 11'
10' 4'
13, 1'
13' 7'
14' 0'
14' 0'
QJ
O
I� r
Standard
4' 0'
5' 8'
6' 0'
7' 6'
8' 0'
9' 11'
10' 4'
11' 10'
12' 8'
14' 0'
14' 0'
#1
4' 5'
7' 3'
7' 6'
8' 7'
8' 11'
10' 2'
10' 7'
13' 5'
13' 11'
14' 0'
14' 0'
S P
#2
4' 2'
7' 2'
7' 5'
8' 5'
8' 9'
10, 1'
10, 6'
13' 3'
13' 9'
14' 0'
14' 0'
#3
4' 1'
5' 11'
6' 4'
7' 11'
8' 5'
10, 0'
10' 5'
12' 5'
13' 3'
14' 0'
14' 0'
(1)D
P L
Stud
4' 1'
S' 11'
6' 4'
7' 11'
8' S'
10' 0'
10, 5'
12' 5'
13' 3'
14' 0'
14' 0'
Standard
4' 0'
5' 3'
5' 7'
7' 0'
7' 6'
9' 5'
10' 2'
11' 0'
ill 9'
14' 0'
14' 0'
#1 / #2
4' 8'
7' 11'
8' 2'
9' 4'
9' 8'
10, 1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P r[-
#3
4' 5'
7' 7'
8' 1'
9' 2'
9' 6'
10, 11'
11' 5'
14' 0'
14' 0'
14' 0'
14' 0'
U
Llr
Stud
4' 5'
7' 7'
8' 1'
9' 2'
9' 6'
10, 11'
11' 5'
14' 0'
14' 0'
14' 0'
14' 0'
O
�I1
Standard
4' 5'
6' 6'
6' 11'
8' 8'
9' 3'
10, 11'
11' 5'
13' 7'
14' 0'
14' 0'
14' 0'
X
#1
4' 10'
8' 0'
8' 3'
9' 5'
9' 9'
11' 2'
11' 8'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 8'
7' 11'
8' 2'
9' 4'
9' 8'
11' 1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 6'
6' 10'
7' 3'
9' 1'
9' 7'
Il' 0''
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
.--i
D F L
Stud
4' 6'
6' 10'
7' 3'
9' 1'
9' 7'
11' 0
11' 6
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 5'
6' 1'
6' 5'
8' 1'
8' 7'
10' 11'
11' 5'
12' 8'
1 13' 7'
14' 0'
14' 0'
Bracing Group Species and Grades,
Group At
S ruce-Pine-Flr Hem-Flr
#1 / #2 IStandardl 1 #2 1 Stud
#3 Stud 1 #3 IStandard
Dou las Fir -Larch Southern Plnewww
#3 Lai
Stud SStandard Stn
Group B:
Hem -Fir
#1 & Btr
q1
Do", u Ins Flr-Lurch Southern Plnewww
#I #I
#2 #2
1x4 Braces shall be SRB (Stress -Rated Board).
wwFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these rades.
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 135 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang,
symm Attach 'L' braces with 10d (0.128'x3.0' min) nails,
Aboutl
able Truss )K For (1) 'L' bracer space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones.
Diagonal brace aptlonb )K)KFor (2) 'L' braces, space nails at 3' o.c.
In 18' end zones and 6' o.c. between zones.
vertical length may be T
doubled when diagonal 18' )K 'L' bracing must be a minimum of 80X of web
brace Is used. Connect L I member length.
diagonal brace for 690#
at each end. Max web Brace Gable Vertical Plate Sizes
total length Is 14'. 31EilEi Verticnl Len th No Splice
2x6 DF-L #2 or Less than 4' 0' 2X4
better diagonal Greater than 4' 0', but 4X4
Vertical length shown braces single 18 Qggtl 1 T14IH tittle; less than 12' 0'
In table above. I or double cut t y,
45 (as shown) at L r/i,. + Refer to common truss design for
upper end. °H• peak, splice, and heel plates.
s
;��',. $ •• �: Refer to the Bullding Designer for conditions
Connect diagonal at
a° o
midpoint of vertical web. Refer to chartboveafor nx nbl ve ti le not addressed by this detail. th.
wwnwaRTANT" FURNISH nRSS DRAVINGF O ALLLACONTTRRACTORSS INCL AING
THE INSTALLERSC s ®' REF ASCE7-10-GAB16030
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refeeeeee���-��111 tt,,..,,++��p�n4 s
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fsztys DATE 10/O1/14
practices prior to performing these functions. Installers shalt provide temporary bracing pe BCSL • E
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo,,Qm chopf A� Y'0 • DRWG A16030ENC101014
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint elf so P'1 �./ • ,
shall have bracing Installed per HCSI sections H3, H7 or B10, as applicable. Apply plates to ear •i t, -
of truss and position as shown above and on the Joint Details, unless noted otherwise. �',,, a �W
P' Refer to drawings 16OA-Z for standard plate positions t ••��� tC
Alpine, a division of ITV Bullding Components Group Inc. shall not be responsible for any deviatio r °w•• ••
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin Ss �••+jjjr• MAX. TET, LD, 60 PSF
AN ITW COMPANY IAStatlatlon S bracing of trusses. lJ �y
11
514\ Earth\ City\ Expressway englneering responsibiliA seat on this ty solelyor vfor theer designdesign shown. Tthis hey srltabuty amid use of ofprofessional
ddra•4g � $; ®� �� 1�
\ \ suite\ 242 for any structure is the responsibility of the Building Designer per ANSI/TPI I Sect.�3Z1$1t� 1 "/_9/2021
V\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites,MAX. SPACING 24,0°
ALPIND www.alpineitw.comi TPI, w tpinst.orgi SBCA, www.sbcindustry.orgi ICG—.1—safe.org
Gable Stud Reinf orcement Detail
ASCE 7-16i 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 140 MPH Wlnd Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Uri 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Ori 120 moh Wind Soeed, 30' Mean Heioht, Partially Enclosed, Exposure D. Kzt = 1.00
S
2x4 Brace
Gable Vertical
pacing Species Grade
No
Braces
(1) lx4 'L' Brace x
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace )KA
(1) 2x6 'L' Brace x
(2) 2x6 'L' Brace *30
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
�
r
#1 / #2
3' 8'
6' 3'
6' 6'
7' S'
7' 8'
B' 9'
9' 2'
il' 7'
12' 0'
13' 9'
14' 0'
U
S P r
#3
3' 6'
5' 5'
5' 9'
7' 2'
7' 7'
8' 8'
9' 1'
11' 3'
11' 11'
13' 7'
14' 0'
HF
Stud
3' 6'
5' 4'
5' 8'
7' 2'
7' 7'
8' 8'
9' 1'
11' 2'
11' 11'
13' 7'
14' 0'
Q
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
Q1
#1
3' 10'
6' 4'
6' 7'
7' 6'
7' 9'
8' 11'
9' 3'
11' 9'
12' 2'
13' 11'
14' 0'
—�
:1
S P
#2
3' 8'
6' 1'
6' 6'
7' 5'
7' 8'
8' 9'
9' 2'
11' 7'
12' 0'
13' 9'
14' 0'
#3
3' 7'
4' 10'
5' 2'
6' 5'
6' 11'
8' 9'
9' 1'
10, 1'
10, 10'
13' 8'
14' 0'
�
P
Stud
3' 7'
4' 10'
5' 2'
6' 5'
6' 11'
8' 9'
9' 1'
10, 1
10, 10'
13, 8'
14' 0'
d
Standard
3' 3'
4' 3'
4' 7'
5' 8'
6' 1'
7' 9'
8' 3'
e' 11'
9' 7'
12, 2'
13' 0'
U
#1 / #2
4' 2'
7' 2'
7' 5'
8' 5'
8' 9'
10, 1'
10, 6'
13' 3'
13, 9'
14' 0'
14' 0'
S P P
#3
4' 0'
6' 7'
7' 5'
8' 4'
8' 8'
1 9' 11'
10' 4'
13' V
13' 7'
14' 0'
14' 0'
U
u P
Stud
4' 0'
6' 7'
7' 0'
8' 4'
8' 8'
9' 11'
10' 4'
13' 1'
13' 7'
14' 0'
14' 0'
O
I�
Standard
4' 0'
5' 8'
6' 0'
7' 6'
8' 0'
9' 11'
10' 4'
11' 10'
12' 8'
14' 0'
14' 0'
#1
4' 5'
7' 3'
7' 6'
8' 7'
8' 11'
10, 2'
10' 7'
13' 5'
13' 11'
14' 0'
14' 0'
S P
#2
4' 2'
7' 2'
7' 5'
8' 5'
8' 9'
10, 1'
10' 6'
13' 3'
13' 9'
14' 0'
14' 0'
#3
4' 1'
5' 11'
6' 4'
7' 11'
8' 5'
10, 0'
10' 5'
12' 5'
13' 3'
14' 0'
1 14' 0'
0i
D P L
Stud
4' 1'
5' 11'
6' 4'
7' 11'
8' 5'
10, 0'
10' 5'
12' 5'
13' 3'
14' 0'
14' 0'
Standard
4' 0'
5' 3'
5' 7'
7' 0'
7' 6'
9' 5'
10, 2'
11' 0'
11' 9'
14' 0'
14' 0'
#1 / #2
4' 8'
7' 11'
8' 2'
9' 4'
9' e'
10, 1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P P
#3
4' S'
7' 7'
B' 1'
9' 2'
9' 6'
10' 11'
11' S'
14' 0'
14' 0'
14' 0'
14' 0'
u
U
I_I r
Stud
4' 5'
7' 7'
B' 1'
9' 2'
9' 6'
10, 11'
11' 5'
14' 0'
14' 0'
14' 0'
14' 0'
O
�I f
Standard
4' 5'
6' 6'
G' 11'
8' 8'
9' 3'
10, 11'
11' 5'
13' 7'
14' 0'
14' 0'
14' 0'
X
#1
4' 10'
8' 0'
8' 3'
9' 5'
9' 9'
11' 2'
ill 8'
14' 0'
14' 0'
14' Off-
0'
d
S P
#2
4' 8'
7' 11'
B' 2'
9' 4'
9' 8'
11' 1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 6'
6' 10'
7' 3'
9' 1'
9' 7'
11' 0'
11' 6'
14' 0'
14' 0'
14' 0'
14, 0'
- t
D P L
r Stud
4' 6'
6' 10'
7' 3'
9' 1'
9' 7'
11' 0'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 5'
6' 1'
6' 5'
8' 1'
8' 7'
10' 11'
11' 5'
12' 8'
13' 7'
1 14' 0'
14' 0'
Bracing Group Species and Grades)
Group At
S ruce-Pine-Fir Hen -Fir
#1 / #2 Standard #2 Stud
#3 Stud #3 Standard
Dou las Fir -Larch Southern Plnexwx
#3 #3
Stud Stud
Standard Standard
Group BI
Hen -Fir
#1 & Btr
#1
Do u as Fir -Larch Southern Plnewrx
#1 #1
#2 #2
Tx4 Braces shall be SRB (Stress -Rated Board).
■wFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values may be used with these grades.
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 135 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang,
aymm Attach 'L' braces with IOd (0,128'x3.0' min) nalls.
About)
able Truss )K For Q) 'L' braces space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones.
Diagonal brace optioni )K)KFor (2) 'L' braces, space malls at 3' o.c.
vertical length may be In 18' end zones and 6' o.c, between zones.
doubled when diagonal 18' 'L' bracing must be a minimum of 80% of web
brace Is used. Connect member length.
diagonal brace for 690#
at each end. Max web 'L' Brace End Gable Vertical Plate Sizes
total length Is 14'. Zones, typ. Verticnl Len th No Splice
2x6 DF-L #2 or Less than 4' 0' 2X4
better diagonal Greater than 4' 0', but 4X4
Verticnl length shown brace) single 8 1 1111Ti14 1 Nil, less than 12' 0'
In table above. or double cut I
45' (as shown) at L '\ 'rij + Refer to common truss design for
upper end. sO� peak, splice, and heel plates.
t �° �"; Refer to the Building Designer for conditions
Connect diagonal at S� o °• not addressed by this detail.
midpoint of vertical web. Refer to chart �bovegfor nx abl Ve ti I th,
"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAVDG'd ® i3. REF ASCE7-16-CAB16030
"DPRTANT" FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUBM THE OISTALLERS5 •
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. ReFe`tI nj ° DATE 01/26/2018
follow
the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo sddl9F�ztW °
practices prior to performing these Functions. Installers shall provide temporary bracing pe BCSL •
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chol DRWG A16030ENC160118
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f so Pi V
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ea's •e [, �i�
of truss and position as shown above and an the Joint Detalls, unless noted otherwise. .',. • (,�✓
AEP' Refer to drawings 160A-2 for standard plate positions. °•���/4C
Alpine, a division of ITV Building Components Group Inc, shall not be responsible for any devlatio r '�•rs•°��°•t``w°
this drawing, any failure to build the truss h conformance with ANSI/TPI 1, or for handling, shippin _(% w\C'} .aia MAX, TET, LD, 60 PSF
AN ITW COMPANY Installation & bracing of trusses. el \"1 �o"
A seal on this drooling or cover page llsti g this drawing, Indicates acceptonce of professbnal 14� 9/2021
%% 5141 Earth\ City% Expressway engineering responsbrtlty solely for the design shown. The suitability and use of this ddrawingh� �\6\��2
\\Suite\242 far my structure Is the responsibility of the Building Designer per ANSVTPI 1 Sec2I . E1
\\Earth\City,\MO\63045 For more information see this Job's general notes page and these web sites, MAX, SPACING 24,0"
ALPINE, www.alpineitw,comi TPI, "w.tptnst.orgi SBCAi wwr,sbclndustry.orgi ICC, wwwlccsmfe.org
•T
Relnfoi
Memk
Go
Tr
Gable Detail
Far I Pt -In Vartirnlcz
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
vrovicie connections for uplift specified on the engineered truss design,
Attach each 'T' reinforcing member with
End Driven Nallsi
IOd Common (0,148'x 3,',min) Nails at 4' o.c. plus
(4) nails In the top and bottom chords.
Toenalled Nails,
IOd 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 detall for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015END10011 N1SPPI0IIi
S11530ENC100118, S12030ENC100118, S14030ENC 30 10011�..1J1,;/4
S18030ENC100118, S20030ENC100118, S20030E 01 Q�QP.Eb10dj8e-,
See appropriate Alpine gable detall for
'T' Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End -nail
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
Web Length Increase w/ °T" Brace
Examples
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c, SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 30% = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7'= 11' 2'
'T' Relnf.
Mbr. Size
'T'
Increase
2x4
30
2x6
20
PI
AN ITW COMPANY
115141 Earthl Cilyl Expressway
ll Suitel 242
1 t Earthl City,l MO163045
"WARNDQwx READ AND FOLLOV ALL NOTES ON TIOS BRAVING] g ;
w>.D(PQRTANTea FURNISH THIS IIRAVING TO ALL CONTRACTORS INCLUDM THE INSTALLERS_: p
Trusses require extreme core In fabricating, handling, shipping, Installing and bracing• Ref "t� n�,
foltow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s(ztys
practices prior to performing these Functions. Installers shall provide temporary bradng pe HCSI.
unless noted otherwise, top chord shall have properly attached structurat sheathing and bo m chol
shall have a properly attached rigid ce0lrq, Locations shown For permanent lateral restrnlnt'�!F so
shall have bracing Installed per BCSI sections B3, B7 or 310, as applicable. Apply plotes to en�
of truss and position as shown above and on the Joint Details, unless noted otherwise. ie
ReFer to drawings 160A-Z for standard plate positions, {�
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatio r
this drawing, any Fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin
Installation 8 bracing of trusses.
A seal on this drawing or cover page design
this droving, indicates acceptance of prole drawing
engineering respons0,0.1ty solely for the design shown. The sultnbNty and use of IFds drowkg
for any structure Is the responsmllity of the MdIng Designer per ANSI/TPI 1 Sec?.
For more Information see this Job's general notes page and these web sites.MAX,
ALPINE, www.alpineitw,comi TPI, www.tpinst,orgi SBCAi www,sbclndustry.orgi ICC, wwwjccsafe.org
[ W. r vv � -
e
..
�TI U j}�.
•s !,R _
so
�•
�a,w sew
_{'1� M1awwfin°ww � `
s I. V H �� �, `,t
� ,(���qtMp� 1 Y Al. G
+�+g
t4: �29/2021
MAX, TUT, LD, 60 PSF
REF LET -IN VERT
DATE 01/02/2018
DRWG GBLLETIN0118
D U R, F A C, ANY
SPACING 24,0'
Gi
W.
VALLEY FRAMING & BRACING DETAIL
Y
R
BC
1/2
01
Lumber Size and Grade Minumum Reauirements
GENERAL NOTES
Purlins required T-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: W-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05,140 mph, Enclosed, Cat 11, Exp B, 1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
:e the crippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gered between rows.
7yp)
Inspection Requirement Notes
7x6 rafters to ridge 416d toe -nails
Cripple to ridge 416d toe -nails
Cripple to rafter 416d toe -nails
(**) 8 16d face -nails
Rafter to sleeper or blocking 5 16d toe -nails
Rafter to two 2x6 sleepers 4 16d 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)
316d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
""' iK6'_ " ""' 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, 8r BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples V-0" to 10'-0" long
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat ede
of cripple with 1 Od 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length.
Cripp es over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress
graded lumber & box or common nails.
Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
installed into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples if cripples fall between
lower truss top chords and lateral bracing Is not used.
-Apply all nailing in accordance to current NDS require
Nails are common wire nails unless noted otherwise N, ffy/i
.
—VAF&dN -READ AND F01DV ALL NOTES ON THIS DRAVDti
WdWlitTWrial F1RtM TM DRAWM Tn ALL CWRACnRS DCUMM THE DST& i rot"
Trusses requre extr-ene core Infnbrlcutlnehan
dling
r4p, .WppkV, tnstolWip and b—I g • Wee p
follw tlw latest aditlm of BCSI MA&V C.%p t Safety nf I—natlon,'by TPI and SBW f.M sE
practices prior to perfamft these functions. Installers stall provide tenparory bmcing PC% Bi
unless noted othe—Ise, top lord shall have properly attached structural sheathing and bot%or
stall have a properly attached rlgfd celkp. Locations sham far pe—nent lateral mstraltt W
have ckV installed psections B7 r 3111e, aapplicable. y plates to mall,
tnaW position awhom above non the Joint Detas,
unlessnotedothertrim.
l,
Refer to drawtrps 160A-Z for standard plate posrdons.
Alpine, a dMslon of ITV Bolding Conponents Croup tnc shalt not be responsible for any deviatk
AN iTW COMPANY this d O-Q any fait r to bulid the toss In confor—me with ANSI/TPI 1, or for handlkq, ships
Installation L bracing of trusses.
A seal on this simulno ar cover page llstlrQ this drawkio, kxloates acceptance
sWet y for thr drsrop
al
lb R1 S.CZ
13389 Lakefront Drive fr of hahd/Po
Earth City, MO 63045 For nave hf—M.n see this ,Job's pernernl rates page and these ab sitter
ALPM mnlpineit—i TPb wew.tpknstorgl SBCM aww.sbdndustryorgi Im www.kciafe-0
STATE OF
A,� O R iOp'••'•
S�ONAL �`; ••�
(A) I(B) (**,
TC LL
20
30
40
54
TC DL
10
20
7
7
BC DL
0
0
0
0
BC LL
0
0
0
0
TOT. LD.30
50
47
61
DUR. FAC. 1.25/1.15
SPACING SEE ABOVE
REF VALLEY FRAMING
DATE 10/01/14
DRWG VACNV1801015