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HomeMy WebLinkAboutEngineering Truss Package21'-4" 4'-4" 14'-O"
39'-8"
Total Truss Quantity = 57
FZM To
PACK FOR
00WEC110N.
1• 1�3•_0•
TYPICAL 7' SETBA
CORNERSET LABEL
AND SPACING
FFMCEIVED
APR 3 0 2021
ST• Lucie County, Permitting
she
� (.tom Pw-© v ),2 J-
TtOS IS A TM= PLACEMIT PLAN rM II( 04= TO Am 1N TW RaTALLATTIII W MMML ETGO� TTt = DRAWRGS arm ARCmTUMNIALS sLpExaDE TI(M DOLIDETIi.
Labeled End Mark
EM PS W PLAN ff CM=ACIMV TRUSS MA Drmum PARA AYWAR EN LA W&ACU. DE YMSEM I= M L= Y MWI7l
CTWM OE RA.TId�tA DE MEMEW SIPEMN EM M.OM.
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Reviewed for Code
Compliance
Universal Engineering
Sciences
F
General Notes
1) Al padd chard b=e% fld trheaea ad fat
*d- haw W hQ dhvd PwVa1' pdnbd gw-
is b ktialm 4� klk tq.
2) = to b mw% HIM Ildaea dM1nin
8) rAll Irm tpaahq b 2e 0.0. wdm oft
4) Rr Tiw V.% Im63M 8C9-81 nano -dallan
p., no X-b ft dhwA b Ahead at a
actirlm Waft t to
b rg at a inmlmmt of7D' Wt.= each
fiaow rh to 8C9-Ba' 1 ejueam
far aV adMaW bra ft
ROOF LOADING SCHEDULE
TCLL PSF
BCLL 70 PSF
PSF
BCDL 10 PSF
DURATION = 125 X F
WIND SPD/TYPE= 160
ENCLOSED
BLDG EXPOSURE - C
USAGE - RESIDENTIAL CAT II
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Tmss member design & eomeetor plates
am I.i•aed for ASCE 7-10 and maximum
forces from both components and claddings
and main wind force resisting systems.
• These tmsses have been revie s� ro carry an
additional ION psf non-con—ra bottom cad live
load.
FLOOR LOADING SCHEDULf
TCLL = PSF
TCDL PSF
BCOL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
AIL RUCTIOM AND UPLIFTS
ARE SHOWN ON ENGINIM DQG
WALL KEY
® 0
DESCRIPTION INrr. DATE
LK ETa IN .m RhM envu
wa CM-" - Waal hwr arttru
M Tan a M 7/ 14
ha mr M aw mM — hwr 7/
hm U7 uR erim
Las haw NA"
as anhooatuaummwc ws amw
ha hMroo rtu amm lAi1®
LOAD/ DESCRIPTION INIr. DATE
M La ws LAM.
Lao r, ra M>awraa .rah e/lans
Lw xmim TRQ.T lwr 7"M
ltt ru ;tN 0/I7/m
CARPENTER
CONTRACTORS
OF AMERICA
390CI AVEMIE G. fL V.
VINTER HAVEN FLDRIDA 33880
PHDNEI(BOD) 959-6806
FAX. (863) 194-2488
BUILDER D.R. RORTON 154TEWME
PROJECTCREEEME
MODEL 1828/CALT/4EBB i
CCA PROJ/MODEL/ALT
7A5/ 320/182EC,E
ALT DESC
OTC 9818 POTOMAC DR/
LOT 125 i BLOCK
DESIGNER
PAGE
RFS
1
3 30 17
'1334498L
1 4 "=1'
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
DR HORTON / STATEWIDE
7A5/320 CREEKS IDE
_�--
T Lucre Coen
182EC,E
t
Lot: E 125
Address:
JobNumber:
Revision Date:
iN334496
MFUN Reviewed for Code
Compliance
Universal Engineering
Sciences
VC
0 2021
y, Permitting
Block:_ Unit:
New Load #:
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
R 101"`�"='
A E_
March 13,-20.19 ANrTWCOh1PM4Y
M. Bob. Michaelis
Csrp6ht6rCd.htrafct6f$ of-Amerida,in"d..
,3900 Avenue O..t'
.NoAhwas.
Witter HtfVer1,,;FL 33880-6201
b
Re: Alt.PrnatiV6 ihsitdilations--for 6 single 01y carried truss with a width less than the hanger width,
I wood b . . ocking IQ: achieve fill) design loadvalu value
V6 on. -a one ply
supporting girder (Reference Mail WA37-02)...
Dear Pob,
Fora single ply carried truss with a'width less than the 'h'a'n9e�.width -you can .ih;gqll..a.prefabricated jack
scab .truss: ('").for wood. filler �Iockihgi. The chord sites;:-chor.d.gratles, and 4lpiniE�;c:6hn(���tbr.plat6(s)to.
be the. same . a s the single: ', 01 . - y . .carried truss. The prefabricated jOck:':s&ib trusshave a. minimum
.length, of 48!� and will.have .- a . minimum pit6h-:of,5112., The single ply carHed.'.,-trus9 shall havea reaction of .
3,500# or less. Attach prefab x dct3teid.jack:scab:tr!jss.m�t'4twQ' 2) rows'of 0.128" 3.0"GUn Nails at'27
O.C. pet row, -staggered 1*":(See .'Figure I 'b6l6W). F'16as&.fef&16 thb Sihipson SVtrongTje Catal og C-C
2O 1:9.. page 216 Figure :-8'for more infor.m.atibrit,
Figure-1
Fora single pl" ",gitd' that requires wood to,'achiOve.fUll design load Value for face -mounted
ply,gird' res 9
hangers :attach: one wood. block M to the back face of sin.g(e ply girder with the same size: and
gtade.dt the bott6m.-choed,Oftho. single ply girder. Thie.-Wo6d:block 1660.th to be such that.-the"wood
blocking -..extends to each adj#e'rit" Panel points (Web�.Afid bo#6 chord intersections);. Alf woo
pane pQii m h
"* bblock)-.-With tWq...*(-2) rows. -of 0.-1 20., x.3..O' unNails atV-,O... per row,. staggered 3.0applied W, the
6760.'Forum D.O.ve Suite 305A. bdan.d,o. FL. 32821 - (800)621-9100 -063).,422-8685
www.al'pineitwxom
P.
ALPINE
'AN"Cbmp�w
single plygirderface, withana00i qn;ql (20) 0.12W x1W Gun .Rails jat,each -p fiedto the,
�panel qintapp
wood block -face ($6e Fig 06% 2 b616. ..P.1e.aseitbfLirtothLi.Siibo.t&O.Steohg-Tie.:'C.�t4looC=C�201*gj
-page 216, Fio.drb.-Vfor more: irif6ftnatioh.
Figure 21�'
..............
The -application ofprefabricated jack "scab trials for W6.odflildi'.blodki'ng':or wood :bl'blocking -to. achieve MI.
t
design load *value for face -mounted hangers must be :approved b the- yte
..... manufacturer:
All edge -and end: distances, andspacihgldfall noil connections mast be sufficient to OeeVent-.8plittirig of
"Wood.,
if I can.be of any further assistance,or if you have any-ILAestiom please7give -me acal . I
11"nin"
H
"1 41
STATE
Williain H. Kriqkz.P.E.. "s, 73s 44.
Chief Engineer
'Pln _.N
Company'
Engineering Npaomen't-
Odando, FL
6750'F6r'ijm' - DHV&. Suht6'306', Orlain'&,. FL -3282.1 - (863) 422-8685
IY
ALPINE
M"row-lAw
April 26,2019-
Mr. Bob Michaelis
Carpenter* Cohtradtort -of-America, Inc.
:3900 Avenue
nue O� Northwest
Writet HW6n, FL 33880,6201:
Dear Bob,.
.R6'- StrongbAck bridgitig.6h tbbftrus96$.
I understand -there. is some. concern over our'fecorntri6ndati6ris for strongback bridging on r'o* of'trus'ses,
'8h'n c* bridging -for roof trusses. is n.pta.requlrernent pf:ANSkTPl 2014- n. i. it. q irementofthe
.. gba. k . d por is it a re u...
Building Component -SAfety, Information .(B But strongback bridgihgt, 'brY roof trusses is
recommended: nded by Carpenter Contractors of Ambfida: Strdnigbaici* bridging .serves the: following two.
I
funcHo"n.v.'
a bottom -chords -after. -th-py are. set ,so.. the .are uniform alongthe, piling
One,bridgingaligns the p if rm t qn
line and h
Twoi bridging reducesreIAiitiive defection 6fadjacht:ftssds:,
Strongback bridging'.dobshotipr6Vent or reduce overall indiVidual d0flectinn, especially any rooif"triuisses,
.... .. .. ....... ....... ... def [epj �jng Mg�r n 1W inch. q! than ...... ....... ............ ... .....
Si n trusses doe's not serve fernporairy-brobiT - permanent Is not.
i roof. rve s an
-intended to Aj§trlbuie. or share design joads, -bet. tveen f(Usse-s. Consequently, no de idh- load's
been
n accounted for-With_this. detail and doritinUbLis- strongback -bddgirid'shtiUld:h6t:be ..kfta*'ched between
coinr;rion and dirdpir frusses-.. The use :of strongback bridging- sfiW'l not. Interfere with other, Oesi n
considerations asspecified :by -the Ehgiiioer'-ofRecord drthe. Building: D esiI gner.
The outer ends ofillettropg' .9
strongback shall be attached. to a: wall or another %secure end. restraint of
as..specified'.b 6 Engineer of Record or. thd Buildino.136sidfidr.
. y the
Str6ri back- bridging be fa. minimum *.Of 296 horbihai tUm`b6r_ ofierited A4th 'the depth vetticaf: A
with " 9 1. - _- i - - .. Attach
(8) 1:6d :common nails (OA62N15") palls each intersecting 'member: When -extending the
cting mern er.
:strongback bridging overlap by -at. a.minimpm of two trusses.. The Jocqtiop: of. the: strongback bridging,
rna0e: specified :bythe Wrufaaurer,. Engineer, of R6cbrd, or Building Designer: Please refdr-to.
BCSI `Stranqbabking'Provisions" onto Alpine S.'TR8R-jBRJ-.014 detail for more. information. The. graphicshoWh'(FigUte'_A) is�fbr,g.en.'driciiiu§trAt*W!.e' e only.
purpos
6750 F.6rurn *Drive:guite 305, QrlMdo, FL 3282It - (800) 521*_0790i (863).42M685
Figure-1
If Lcan .be of any fUtt:hi§rassistance' or-ifyou ,Have :.any questions; please; -give. rine a c.41I..
• WilUtitti—Kiack-
pbief'E-.ngi,heer
Alpine an ITW :.Co.mpany
Engineering "Department
-Qildn.do- FL 3.282.4'.
-6760 - Forum Drive Suite.306, 66n-dd,- FL 32821 -; (80.0).521-'-9790-- (893)-.4224685-
i.
E
i.
S.TRONGBAGK.BRLDG`ING RECOMMENDATIONS
s►All scab -.on blocks shall, be. cx minimum.-2 c4
8BUTT R NG TOGETHER 'stress graded lumber;'
D-All•_str-.ongback bridging .and bracing shall :be :a.
minlrluci 2x6 'stress' gra:de:d...lumber:"
:
4. he ..ur os o s ro ' k b l "li ... �' o.
�-'T.. P.... P., e: f t ngb.a.� . r dg ng.. s: t. .
`0- .,ATTACH SCAB WITH 10d:BOX/GUN _. develop load sharing between Indi' J t :trusses,
4+ -o• 2ii6. Tfi .18081!0*01. NAILS IN::2. ROWS': At resulting It 'an overall Increase In '•the
SCAB
NOTEr IN LIEU::C)F; SPLICING AS"SHOWN, ( stiffne'ss-.:of the floor. system, 2k
LAP'URONGBACK-:BRIDGING MEMBERS strop back' bridging'; .pOsltitsned ,Qs. 511OYlYl In
FOR': AT"LEAST ONE SRUSS;:SPACING g
STR❑NGBACK BRIDGING :SPLICE 'DETAIL details, 1s recommended .at 10' =0' O.C...Cmax,>
.NDTEI Details ,1 and 2."are 'the 'prreRerred attachment mot.hods o:The terms: 'birldgirnd' and 'br'acing' :are sometimes
ATTACH STR�NGBAGK fi0 mistakenly used.'=Interchangeably, 'Bracing' I's an
WEB W/. (3) 10dcoHNON O important' structural requirement of any floor
(0148+x3') NAILS 'OR
-W.1a :BVX/GUN or roof system, Refer to the Truss. Design
O.
28'x3.0'b.NAILS Dra.•*Ing (T•DD) f.ori. the: bracing re.qulrements for
each Ihdividu:al ,truss component. 'Brldging '
;e
"
particularly ''strongback: bbridging' :Is :a:
rec'mm n tl h for . a t s stern to. help
con
tr."ol : vibration. In ♦dol t o►i" o aidlrig., in the:
distrlb.ution of point loads between adjacent
truss, •strongback bridging. serves to reduce
42) 10d
BOX/GL
'S
ANIW.4
i 2723.RW*A D&a
Solte 2M
Maryland Heipp3, MC
f e
STRONGBACK BRIDGING.
C G RENENTS
to I7 one re ulred
bOGY1ce. or
Dloving polnt
r.:esldaal vibration: resulting, front
l'oQ liS;^ :such as footsteps.
IUtfi STR❑NGBAGK, �'`.
D.AT' EACH .END. `��o
IV. to.ro+:c tearer a
to.
u'rocsort7ac
The performance of all floor. ':systeMs are'
enhanced 'b the. iristallafth of strop back
Y" 9.
bridging acid "therefore :Is: strongly recommended
by Alpine.
For additional Information regardlhg. strongback
bridging, refer -to :BCSI
IL01ing Component
Safety Information).
ATTACH STRONGBACK
TO_ BIITTEM CHORD WITj�
(20 ii10 - 3•..
tiillddtlltprl?q!
lMo jolt
H,
TTACHMENT ALTERNATIVES
201 1
w AND FMM'A1LL,MJ.i3' IN 7M mwnn
Ir VM TC ALL i 39WTO U+cttuowlr,:;r1E uuT s"
! .*� �, +t;.. ".
..
LL:
P$F
REF STR❑NGBACK
...... .. .
rknihp, horxRYq;.' �p.. isstn obd�6rnd� Reier to'ond
►+o conparrnt softly i fotmttany tPt nM SBCN.far snhtyf
Irstall.rs sMU ProY1Ae W� BISf s
u lave properly ettadxe:tryett.ni.:nee "Dotson a
.?
D,
w' �} r
Na. / a86'l.
TLC DL.
S:
:PSF
DATE 10%01/14
]JRWG S i RBRI$R.1014:
r�tF�ty Lxnikrnr:ahoin.for perrotKn{;lattrol restraint of:
tet6rrt s3, 9T or' 910, nt o rcnwo, A7dY. plates:to;encH 1ncC
erNt on.tne' JoY,t 11eto1s,' ss ranted ethendad. ....: ;�
el
e
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. "
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p8aa0610q.s sao.a ''M'o ,y o.o sMoa (2) ow} 6ulsn saagwaw { xa oa.ul 11oN
tauod ua>loaq aye u1y41M aq }snw (S) y}6ual .I2gw0w goaS .
(a) + Cl>) P,) = (s)y}8ual .Iagwaw apls wnwlulw
amn3 Aad qn�s auo iddy .aagwaw pa6owop sn salsa s
puo 1apoa6 'azls awoa 1s Jagwaw apls 9x3 oMa, ao trxz OM.L = (S)
(g) na.10 paoowop jo apls q�oa uo anuo"Ip Bulllou wnwlulW = .(1),
i" uol�,oas pa6owop 4o ya.eual xnw ,p_j 'uaao paCuwoQ = (g)
}lo}ap sly4 y�,IM Aldwon
Fou op }by} s,41oda,4 Auo *,4 aaan}Oo,4nuow ssna} ay} �.Onq-u03
panto In ajo ssnaa. cad sMoa.Iq ore} uay} aaow ou puo
lauod p.aoNo cad >Ioaaq auo ungg�a�� aaow o11�� 's.aagwaw ua>loaq gxZ
ao l.92 y�•IM sassna} Ald al6uls ao& �tluo p11oA sl uOlsap sly j
.jagwaw claA ao
poo-1 jo uol:.oin(E Ao,4 pasoa.aaul aq A w saa�lo j 4agwaW paoym Uaslouq y4.1m ssn.aa. o Aof salodaa sa131oads OWIA-0up sly j
%0 = uaq%),AnQ p•oo-1
Ipo:�a j ,Ainda�j .JagwaW ua>j0ja J0 pa>JDnOjo
'FRAMINPA.af�,.ADIN
Lumber Size and 19radeAlnumum Recluiremonts
axi'soam— kA'OnWw got
d�r ,.fio 'DO] -,it, 2p, QM4 '24%Wl Cfih .41 f4Wr: 5 ith-aty-sk f'".4
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.
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ure, o*.oLfWVs-.oehro1 'faces' wt
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.imUerqfnpfls are
3ftLr If sj[iaqpors,zr#.no1 4�qO
j1p*-,6.teS =n*.
and. 14W.A bfi0i$9 la:*461: 6ad, i
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malts uRl0Airibted*6thG=SU1C I
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S. -516EP& kkkrdii' 41:6d tdi�-
a .200 1:66
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6criopw-to-PoIrlin'., S Idd-to"-j
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prtcbmfii.P�rwr id Acrflw" M.*4,'
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fwt hav 4 epp j
pir ilwa "wl
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. . .. I - -,d vhu. not. be resp-obw e� d.e i
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r'PT
xx
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Simpson ..-TeO Wood Construction Connectorsj •
Face -Mount Hangers - I -Joists, Glulam and SCL j e
,.
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
A
r
i
7.1
0
. to
Carried
_ Dimensions
Fasteners
Member
(m:),�m
Allowable Laads
Actuat
=
" -
§
Joist
Model
Min!
DFISP = SPF/HF
Code
Size'
No
I=_
Web
Max
Species Header Species Header
Ref.
(in)
o SLff,
Regd.
. W
H "
li
Face
Joist
Uplift
Floord
FloqrISiow
Roof
IUS2.56/16
-
25/e
16
2
Min.
(14)0.148x3
-
701,660
1,80E
1,80511,425
1,555
1,555
Max.
(16) 0.148 x 3
-
70
1,80E
1,80E
1 1,80E 1 ' EE5
1,555
1,555
21h x 16
MIU2.56/16
-
29/16
1531e
2'/z
I -
(24) 0.162 x 31/z
(2) 0.148 x 11h
230
3,455
3,920
14,045 12,970
3,370
3,480
U314
✓
29ti6
101h
2
1 -
(16) 0.162 x 31/z"
(6) 0.148 x 11h"
970
1,945
2,205
2,37511,675
1,895
2,045
HU316 / HUC316
✓
2916
141/a
21h
-
(20) 0.162 x 31h
(8) 0.148 x 1'h
1,515
2,975
3,360
j 3,610 2,565
2,895
3,110
IBC,
FL,
MIU2L6I18 ,
-
291a)
17%s_
2'h,
-
(26) 0162 x 3'?
(2) 0148 x 11h ;°
230
3,745
4 045
4 645 .3,220
3 48013,480
LA
2?hx18
HU3161HUC316 :
�' ✓
)29ti6
1411a
2'h'
-
(20)=0_.162x31/i'
.(8)0.148x11h,' .�1516
2,975
3360-3,6]0'2,56E
2;895
31110°
21h x 20
MIU2.56/20
-
29ti6
19716
21h
-
(28) 0.162 x 31/z
(2) 0.148 x 11h
230
4,030
4,060
4,060 13,465
3,495
3,495
21/2 x 22 ,..
to .2
MIU2 56/20
e ✓
29ti6
19'/161
21h
(28) 016 , x 3'h'
{2J 0�1'48 x 11Iz
230
4;030
4 060
4 O60 3,46E
3,495
3,49E
29/16 x 91/4
to 26
29/16' wide joists use the same hangers as 21/z" wide joists and have the same loads.
3'A
1116 e; ,
21h
(16) b 162 x 3?/2
(2) 0A48 x V/z - .'
230 ,
2,305°
2,61E
2,820 � 1,980
2,245"I
2,42E
3 x 91h
HU210 2 / HUC21p 2
✓°
°31(s
8131+ez .
2'/z'
Max;
(18} 0162�x 3�1i�
; , (10) t1148 x 3 , �
r .,5
2,680
3,020,
3,250 2,305'
2,605
, 2;800
IBC,
MIU3.12/11 _
-
31/6
111/a_
21/z
-
(20) 0.162 x 31/z
(2) 0.148 x 11h
230
2,880
3,135
3,135 2,475
2,695
2,695
FL,
HU212 2 / HUC212 2 "'
_
✓"
-31/a
"109A6
21h
Max.
(22) 0.162 x 31h
(10) 0.148 x 3-
1,795
3;275
3;695
3,970 2;820'
3,180
3,425
LA _
`HU3.25/12fHUC325/,12-
• '.
3fla
, 11?/4..
21h
='.
(24)t0.162x-31h:.�',(12)0148x3''
0w5
3,570
4,030'.
4,335 3075
3,470
3,735'
HU3.25116 / _
HUC3 25/16
•
_
31I4
131 16
°Min.
`2'h°
' (20) 0.162,x 31Iz-°
010.148 x1,515'
2,975
3,360
1.10 2,560
2,890
3,105
-
Max.
(26).0.162 x 31/2-
(12) O'148.x 3 '
„7t5,
3 870
4,36514i695.
;3,330
.3,755
4,040"
3'/s glulam
HUC4210 2 SDS..
3'
- .
(12) !/4" x 21W' SDS,
(6)1/4" x-21l" SDS'
:2 1345
4,'$15
1, 1
11a 3;f1{ji
t1,t7.
3,7111
FL
HGUS3.25/10 ':- "
-
311a
SJa'F o"
4
' -
(46) 0162 x 3t%z'
(16} Q,62�x 31/z :'4,095
9,100
9100
9,100 j 7,52E
�;7,825
7.825;
IBC,
"'HGUS325/12°
3'l4,
051s`'
.-4=;.
-'
-(56)0.162x31h_
, (20),0162x,:31h
I5,040
9,400
9,400'i
94Q0,:$,085,
8,085
8,085
FL
'
°
8 to30,`4?/z-(16x
21" SDS'
SDS
5,555
6;720
,
0
5,26i'LGU
HHUS46
-
3s/a
51A,
3
-
(14) 0.162 x 31/z
(6) 0.162 x 31/2
1,320
2,785
3,155
3,405 2,395
2,71E
12,930
3'/z x 51/a
HGUS46
-
3s/e
41N
4
-
(20) 0.162 x 31/z
(8) 0.162 x 31/z
2,155
4,360
4,885
5,230 3,750
4,200
4,500
HUS48
•` •
-.
3 6�.
,6?�i6=
2
-
(6)0162x31h
> (6)0.is32x31h
1�320
1,595.
1S15�11,960
1,365
1,555
1,680'
3Yz x 71/4
HHUS48, `
-)
351s
71fs
3°
-"
(22) 0162 O'/zl
(8} 0162 x 3W :
1,7€;v
4,210,
4;7t0,]
5,140 3, $1
4,095
-4,415
HGUS48 .: ,
•
-
3%
75. °
4-
-
(36) 6.162x 31/2'
(12) 0:162 x 3'h
3,235.
7460
7,460'
7,460 ! 6 415,
6,415
6,415
IUS3.56/9.5
-
35/s
91/z
2
-
(10) 0.148 x 3
-
70
1,185
1,345
1,455 11,020
1,160
11,250
MIU3.56/9
-
39A6
813A6
21/z
-
(16) 0.162 x 31/z
(2) 0.148 x 11/z
210
2,305
2,615
2,820 1,980
2,24E
12,425
U410
•
✓
TAN
-13%
2
-
(14) 0.162 x 311'2
(6) 0.148 x 3
970
2,015
2,285
2,465 1,735
1,965
2,120
HUS410
• •
-
39AN
815Ar
2
-
(8) 0.162 x 31/2
(8) 0.162 x 31/z
2,990
2,125
2,420
2,615 i 1,820
2,070
2,240
HHUS410
• •
-
3%
9
3
-
(30) 0.162 x 31/2
(10) 0.162 x 31/z
3,56E
5,635
6,380
16,445I 4,845
5,486
5,545
31h x 9'/z
HU410/HUC410
✓
39f 6
1 85/s
21h
-
(36) 0.162 x 31/z
(12) 0.162 x 31/z
3,235
7,460
7,460
7,460 6,415
6,415
6,415
HUC0410-SDS
-
3%,
9
3
-
(12)1/4" x 21/z" SDS
(6)1/4" x 21/z" SDS
2,265
4,500
4,500
4:50013,240
35240
3,240
HGUS410
-
Ni.
I 9'/6
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100
9,10017,825
7,825
7,825
IB
LGU3.63-SDS
-
35/s
8 to 30
41h
-
(16)1/4" x 21/z" SDS
(12)1/4" x 21/2" SDS
5,555
6,720
6,720;
6,720 1 4,840
1 4,840
4,840
LA
MGU3.63-SDS
-
35/a
1 91/4 to 30
41h
-
(24)1/4" x 21/2" SDS
(16)1/4" x 21/z" SDS
7,260
9,450
9,450
19,450 6,805
6,805
6,805
IUS3 56/11.88
-
35Is
�-11?/8_
2
"=
(12) 04461 3 ,.
=
7.0
1,420
1,615'
1220
1,390
1,485'
MIU3.56/1'1� - .
'- -
31'1r,
119/.-
,2'/z
=
" (20),0.162 x 31h
_ '(2) ©.148 x 11h'.'.
210
2a880
3,13513,135.E
2 475
'2;695
2,69E
✓�)39/�
1(1' °
➢-
11fi107fi2x31h�a.,,otfl.D.-14&a3_-.
g7i}
2D5
2:6151(2820�1,J802.245�2.425
h2 ll /a
a1U4lL/ YtU�47L . °
• •
�
33Y6
IU�tG
'G %2
Max.
HUGG1412-SDS"
-
3 i61
HGUS412 -_
• •'
_ - -
36fa
j; :10 11a
4
-
LGU3.63 SDS
to 30
4'Iz''.
- {1
MGU3.63-SDS °
•'
-
3$X_
91/410.30
41/z,
'-_ 1,
'HGU3.63=5DS°-.,,
=3%a
,11,fo.30
41h
`46
See footnotes on p.150.
Simpson Strong -Tie® Wood Construction Connectors
THA/THAC
Adjustable Truss Hangers
�11�@RFt➢ This product is preferable to similar connectors because
4+ of (a) easier installation, (b) higher loads, (c) lower installed
vJ cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
See Corrosion Information, pp.13-15.
v Installation:
d
C• Use all specified fasteners; see General Notes.
0 The following installation methods may be used:
U
N Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
F= Install top and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
R the THA29, nails used -for joist attachment must be driven at an
M angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirety below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header," with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
1 • THA hangers available with the header flanges turned in for
35/s" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
Double -
Shear
Nailing
Top View
Double -Shear
Nailing
Side View;
Do not
bend tab
1314 for
THAG422
for
122-2
426-2
THAC422
Face nails Top nails
per table per table
13/4' typical
21h' for THA422-2
and THA426-2
2�•I
1
W 2tG'
THA29
THA418
Double 42 — 2 face nails
Use full table value (total)
Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of headE
Dome Double -Shear
Na ling Side View
(Available on
some models)
Single 4x2—
nailer table
4 top nails
(total)
Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
iyNrcai i "r o
Top Flange Installation
er to
tnote 5
p.187
'86
Simpson Strong-TieO Wood Construction Connectors :gGILI
THA/THAC
• Adjustable Truss Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
0
Dimensions`
Mi
Model Tc
Fial
ads _J I
11/2
— 1
(2) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
"1,750
1,750 1
1,750
450 11,330
11,330
1,330
THA29
18
1s/a
91ti6
5'/s
27/k
—
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2:610
2,610
2,610
450
1,985
1,985
1,985
THA213.
1`8
`1 s/a
135/s
51%z
2
—
(4)":Q 148 x 3 '
"(2) 0.148 '3
(4) 0.148 x 11h
' '
466
1 #'
1 4t1
y„ i0 ,
'1 {
1.110 .1
THA218
'18
1 %
171A6
51/2
2
—
(4) 0.148 x 3
(2) 0.148 x 3
(4) 0.148 x 11/2
1 460
1,460
1,460
1,110
1 t 10
1,110
IBC,
THA218 2.
6
3'/a
1711tis
8 ,
" 2
— r
(4) 0162-x 31/2
(2) 0.162 x 3112
(6} 0 148 x 3
-
1,9
1.995
199 ;
�._
"- ._
:,490
(,515
1;515 "
FL,
THA222-2 116
31/e
22YIs
8
2
—
(4) 0.162 x 31/z
(2) 0.162 x 31/2
(6) 0.148 x 3
—
1,960
1:995
1,995
—
1:490
11515
1,515
LA
THA418 116 1 35/a 1171/z 1 77/a 1 2 1 - J(4) 0.162 x 31hJ (2) 0.162 x 31h J (6)0.148x3 1 - 11,96011:9951 1,995 1 — 11,490 11,515 I 1,515 1
THA426 1. 14 1 35/a 1 26 1 77/a 1 2 1 — 1(4) 0.162 x 31/21 (4) 0.162 x 31/2 1(6) 0.162 x 31hl — 12,435 12,435 1 2,435 1 — 12,095 12,095 1 2,095
FL
THA426-2 114 171/4 I 261/s1 9s/4 1 2 1 — 1(4) 0.162 x 31/21 (4) 0.162 x 31h 1(6) 0.162 x 31/z1 — 13,33013,3301 - 3,330 1 — 12,86512,865 I 2,865
THA29
18
1 15/a
91%s
51/a
1 —
911tis
1
(16) 0.148 x 3
1 (4) 0.148 x 3
52.5
12,265
2,2651
2,265
450
1 1950
11950
1950
THA21
�1E
;i s/a .
135fjs
51h
—
t3lis
(14) 0.148 x 3
(4) :0148
)4
2'3411
;" ?14 �f .,
' T35
,201T1
2105 -
THA218
18
15/a
17s/is
51/z
—
17-'i6
—
(18).0.148 x 3
(4) 0.148 x 3
855
2,450
2,450
2,450
735
2105
2105
2105
THA218 2
r 16,
3Ya
171Y's
8
{22)`0.162 x 31/z
(ii) 0.162:x 31h
�.-
'1 855
3,v f1,310.
t u.i;' `,
1,595
2 "'1
1134,845
`',
IBC,
FL
THA222-2
16
31/a
22Ys
8
—
141/s
—
(22) 0.162 x 31/2
(6) 0.162 x 31/2
1,855
3,310
3,310
3,310
1,595
2,845
2,845
2,845
LA
Tueeia
R
Zsl
'1AS4.
dU'
_
=1Zs%„
11i11n14R'x4,
/41(i'°14Rx3`
'f a?a
^r.id.1
) iA(1
. 2.450 -
'i5
rS�..Z:O",f1
2.105
THA418
16
35/e
171/z
7%
1 141A6
1
(22) 0.162 x 31/2
(6) 0.162 x 31/z
1,855
13,310
13,310
3,310
1595
2,845
2,8451
2,845
THA422 ° '
i i6
35/a :
`22
771a"`'
—
141fi"s
—
(22) 0.162 x 31/2
(6) 0A62,x 31h
1; 855'
8;-31C
3,310
_ x6 :+
1 r �a
7:611.`
4845
2,845, -
THA426
14
3%
26
77/a
—
161A6
—
(30) 0.162 x 31/z
(6) 0.162 x 31/2
1,855
4,415
4,480
4,480
3,855
3,855
THA422 2
14
�7�/4 `22t1tis
9Y'd ,
—
16-1
(30) fl,162 x 31h
(6) 0,162x'31h
-1855
5,170
5,520,
s 5 520 :
t1,5953,795
4,7455
4,745
FL
THA426-2
14
71/4
261/is
91/4
—
18
—
(38) 0.162 x 31/2
(6) 0.162 x 31/2
1,855
5,520
5,520
5,520
4,745
4,745
i 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11/2" min.
top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-py 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
3 apprications, refer to the Nailer Table.
4. Face -mount installation loads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h° nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Simpson Strong -Tie® Wood Construction Connectors SIMPSON
U
Face -Mount Joist Hangers
�G`�EERFp�,
OeE.<
This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost or a combination of these features.
The double -shear hanger series, ranging from the fight -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
nnovative double -shear nailing that distributes the load through
IM/O points on each joist nail for grea mr strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same- connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
Not desighed'for welder or nailer'applications.
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
- Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View
Double -Shear Nailing
�: -.
Side View
�-
Do not bend tab
Double -Shear
Nailing Side View
CCDome
(Available on
somemodels)
1°for2xs
1'Ae" for 4x's�
H
�i
�w B
LUS28
HHUS210-2
Pil
�MUS28
a
a 6,
q
R.
tx s
HUS210
(HUS26, HUS28,
and-HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
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1,
SS
OSS
ss
LUS/MUS/HUS/HHUS/HGUS _
.
These products are available with For stainless Many of these products are approved for installation
additional corrosion protection. ® steel fasteners. B with Strong-Drivem SD Connector screws.
For more information, see p.15. see p.21. See pp. 335-337 for more information.
iiimenslons(n) ,. Fasteners (in.)
Ga Carrying n ; ; Carrie
Memhi
Double 2x Sizes
HHUS26-2 4-A6 14 35/16 53/a 3 (14) 0.162 x 31/2 (6) 0.162 x 31/z 1,320 2,830 3,190 3,415 4,250 1,135 12,435 2,745 2,935 3,655
HGUS26-2 49AG 12 3-546 57/,6 4 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 5,575 1,855 13,730 4,170 4,445 4,795
IBC, FL,
LA
LUS210-2
I 67/1s
1 18
1 31/a.1
9
1 2
1 (8) 0.162 x 31/z
(6) 0.162 x 31/z
11,4451
1,830
2,075
2,245
2,830
1:245 11,575
11,785
11,930
12,435
HHUS210-2
83/e
14
35/is
87/s
3
(30) 0.162 x 31/z
(10) 0.162 x 31/z
3,550
5,705
6,435
6,485
6:485
3,335
4,905
5,340
5,060
5,190
HGUS210-2
89/16
12
35A.
93/16
4
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
9,100
3,520
7,460
7,825
7,825
7,825
Triple 2x Sizes
HGUS26 3" _
416
'-12
41ia
"'SWII,(8)
0 2
2 t5
"4 39fl,',
x4,85(7
`5',1745,575
1,856
3r730
�47E3
;4,44$4;795
IBC, FL,
HGUS28=3 : 'J
61ii6 -_
12
41%fi
711a-
"4
(36j;0;762 x 3?/?
(12) 0162 x 31z
3,235
7460,
746D
7460
7460
2 780,:
6 415
6 415
6 415
6 415°'
LA
HHUS210-3
83/s
14
4111A6
87/a
3
(30) 0.162 x 31/z
(10) 0.162 x 31/z
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
811A6
12
41%
91/a
4
(46) 0.162 x 31h
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
,HGUS212 3. '
105/a"-
12 ;
4'4s
1031a
. Q
(5"6j 0:162 x 314].(20).0;162x
31h,
r
0�
�1 {1+fi
�04r5
°9 4 .,900IIIVI8O
a;u
7; 8t
, 7 80;
IBC,LA EL,
Quadruple 2x Sizes
hUU526 4 ' 5'h , ` 1`Li 6aL6- 5yi6 .9 (20)Q,76'lX3/z h_49;8bU' 3;1/U55b 3y5 IBC, FL
1tl5 31U 9l/U 4445 :4f,
HGUS28-4 71/4 12 69f6 73A, 1 4 (36) 0.162 x 31h 1 (12) 0.162 x 31/z 3,235 1 7,460 1 7,460 1 7,460 1 7,460 2,780 6,415 6,415 6,415 6,415 LA
HHUS210-4 H. 1 14 61/a 87/e 3 (30) 0.162 x 3Yz (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL
4x Sizes
IBC, FL,
LA
IBC, FL
LUS48
43/s
18
1 31A6
63/a 1
2
(6) 0.162 x 31h 1
(4) 0.162 x 31/2
11,060
11,315
1,490 11,610
12,030
1 910
1,130 11,280
11,385
11,745
18C, FL,
HUS48
61/a
14
39AG
7
2
(6) 0,162 x 31h
(6) 0.162 x 31/z
1320
1,580
1,790
1,930
2,415
1,135
1,360
1,540
1,660
2,075
LA
HHUS48
61h
14
3%
71/a
3
(22) 0.162 x 31/z
(8) 0.162 x 31/z
1,760
4,265
4,810
5,155
5,980
1,5'15
3,670
4,135
4,435
5,145
HGUS48
67/16
12
3%
711A6
4
(36) 0.162 x 31/z
(12) 0.162 x 3'h
3,235
7,460
7,460
7,460
17,460
2,780
6,415 16,415
6,415
1 6,415
HGUS410 87/16 12,- 35/s 9?tis 4 , (46) 0:162 X 3'/z: (16) 0162X 31h 4,Q95; 9,10P: 8100 ;9;100 9,100 3 52Q 7825 7,825 7,825. 7,825' IBC FL,
LA
HGUS412 1 10346 1 12 1 35/e 107/1a 4 (56) 0.162 x 31/z (20) 0.162 x 31h 5,695 9:045 9,045 9,045 9,045 4:900 7,780 7,78u 7,780 7,780
HGUS414 I 117/16 1 12 1 3% 127/1a 4 (66) 0.162 x 31/z (22) 0.162 x 31h 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190
Double 4x Sizes
FL
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 1112° nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Simpson Strong -Tie"' Wood Construction Connectors
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/a". Minimum.and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/z" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 'Is" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
N Finish: Galvanized
s..
+�, Installation:
v
CUse all specified fasteners; see General Notes
Can be installed filling round holes only, or filling
V round and triangle holes for maximum values
N 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
(D
R Options:•.._,.-, _ _
G. HTU may be skewed up to 671/z°. See Hanger
Options on pp. 98-99 for allowable loads.
r, See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
n
f�I
Min. heel
height
per table
EMMany of these products are approved for installation with Strong -Driven
SD Connector screws. See pp. 335-337 for more information.
Typical HTU26
Minimum Nailing
Installation
HTU26
"/a' max. gap between end of"
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/z' maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger (aap)
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
w
Mm. Dimensions (in.) Fasteners (in } DF1$P Allowabie.L`oads SPF/HF Allowable Loads ,
Model. Code
He%1
No: Height W H g Carrying Carved Uplift Floors Snow `Roof Wind. Uplift Floor,; Snow Roof' j Wind Ref.
Memb r (160� ,(1o0)s (11b} �125)a _(1.60) (160) (100j (115) •, , (160)
Member, _
Single 2x Sizes
HTU28 (Min.)
37/a
115/a
71/1a
1 31/z
1 (26) 0.162 x 31/z 1 (14) 0.148 x 11/z
11,235
1 3,820
13,895 13,895
1 3,895
11,060
1 2,865
12,920
2,920
HTU28 (Max.)
71/4
1 %
71Ar,
31/2
(26) 0.162 x 3'/z (26) 0.148 x 11h
2,020
3,820
4,315 4,655
51435
1,735
31285
3,710
4,005
HTU210 (Min`:)
37�a°';
I*k
9'A6
31/z*
(32) O'.167x31/i- ,(14) 0.148 x l''/z
° 1,330 .,
;QUO`
4,30 4,300
'4355 '
1,145
3;225 °
a,? `
3,225
HTU210 (Max.)
91/4'
� 1'SIe
91tis
31h'.
(32) 0.162---x 3 h,j ;�32) 0.148 x"1'h '
`3,315°'
4,7,051
t1 , <�;i° C1
5,695
° 2,850,
4,045
ot1
�4.9,
Double 2x Sizes
HTU26-2,(Mfn)
37/8
3%
5M61
3Yz
(20)0.162x3'lzj,`x(14)0.148x:3
°
1;515
2,940
S ri' �rNl,`
3�910
,1,305
1,850;_
2,090
`'2,255
HTU26-2 (Max.)°
- "511z
35/i"s
5'ii6
31h.
(20) 0.162-x 31h
(20).0.148 X 3
2,175 "
2,940
2 2 ,:;a oII0
,4P0,
1,870
' 2;53,O:
zow
HTU28-2 (Min.)
37/a
3-5i6
7'/is
31/z
(26) 0.162 x 31/z
(14) 0.148 x 3
1,530
3,820
14,310 14,310
4,310
1,315
2,865
3,235
3,235
HTU28-2 (Max.)
71/4
3-516
1 71fi6
1 31/z
(26) 0.162 x 31/z
(26)0.148x3
3,485
3,820
14,315 14,655
5,825
2,995
3,285
4,0v5
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between %" and 112", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may fmit allowable bads in accordance with ANSVFPI 1-2014. Simpson Strong -Tie® Connector Selector° software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11W nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
402IBC,
92KJ FL,
,� LA
IBC,
FL,
LA
•96
r
HTU
Face -Mount Truss Hanger (cont.)
i Many of these products are approved for installation with Strong-Drivee
SD Connector screws. See pp. 335 337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
Mm
"°
Fasteners (m)
DF/SP
Aihu_ wabteloads
SPFiHF Allowable Loads d
Mo'de1
No
Heel ,'
Height
•Minimum
Garrying>
Carrying ; Carrretl fi ;
' Uplrft =Floor
Snow Rbof Wind
Uplift Flpor Snow Roof ' Win
Code
Member"
Member Member;,
(160) , .{100
)
115 "
"e( ?5) (160)
(1¢Q) ' (190)'.. i, (11 (125) " (160) .
HTU26 (Min.)
37/s
(2) 2x4
(10) 0.162 x 31/z
(14) 0.148 x 11/z
925
1,470
4,660
1,790
1,875
795
1,265
1,430
1,540
1,615
HTU26 (Max.)
51/z
(2) 2x4
(10) 0.162 x 31h
(20) 0.148 x 11/z
1,240
1,470
1,660
1,790
2,220
1065
1,265
1,430
1,540
1,910
18C,
HTU28(Max.)
'71/s .
(2) 2x6'-
(20j 0.162 x 31h
(26) 0;148 x 11Iz
1,970"1.'2,94Q'
"
' 2v
6"SBIO
3,905=
1,695"
2,5391
t1"i0°
3,360
FL, LA
HN210 (Max }a
'91/4 "
•'(2) 2z6
(2p) O.162,X 31h
(32}'0.148 x 1?/z
'2,760
2 94D
? i2
fiPGi
3,905
" 2;3Z5
2,530i
?;tbSU"
.3,360
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
Model Min.
oval
A. H. B
31h ,
Single 2x Sizes
SPF/HF AI(ouvalile Loads .
Wind Upl -Floor'-' Snow Roof ' Wind F
(160) (160)' (:100) j (115) (125) (160)
>
•
,
-
- ...y ",..
....
IBC,
HTU28 (Min.)
37/a
15/8
71/16
31/z
(26) 0.162 x 31/z
(14) 0.148 x 11h
1,110
3,770
3,770
3,770
3,770
955
2,825 2,825
2,825
2,825
FL,
HTU28 (Max.)
1
7 /4
1 s /s
71/is
1
3 /z
1
(26) 0.162 x 3 /z
1
(26) 0.148 x 1 h
1,920
3,520
,315
4,655
5,015
1,695
I n 5
2,865 .s,23.; i
3,4:a0
3,765
LA
HTU21Q (Min.) ;, .
• 37/e
' 16A
91h6
31h
(32 0.162 x 311.
°(14)"0.148 x 11h'
1,250 .
`3 6QQ
3;6D0,
300
3,'600
1075,
"2 700 ' '2;700"'
2A0
2,700
HTU210 (Max:)"' a
91/<
' l s/e
9M6
31h
(32) 0.162x"31/z
(32j 0.148 x 11h
3 255
4705
5,020"
5;020
=5,020 `'
2,800
"3 530 i 3,760 "
'3,765
3,765
Double 2x Sizes
HTU28-2 (Min.) 37/8 35/16 711A6 31/x 1 (26) 0.162 x 31/x (14) 0.148 x 3 11,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC,
FL,
HTU28-2 (Max.) 1 71/4 1 3%s 7%, 1 31/z (26) 0.162 x 31/z (26)0.148x3 1 3,035 1 3,820 4,315 4,655 1 5,520 2,610 2,865 3,235 3,490 4,140 1 LA
.9Y,e
i 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
■ 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between Ma" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may omit allowable bads in accordance with ANSVT-PI 1-2014. Simpson Strong -Tie® Connector Selector® software
• includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z" nails in the header and
reduce the allowable download to b.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Simpson Strong -Tie® Wood Construction Connectors
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 2 V11s" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16" at 100%-of the table load. Specify as an `X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws .
(Model TTN2-25134H) for concrete and ',V x 2344" Titen 2
screevs (Model iTN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or E11,/P sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/1s"-diameter, hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/15"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
3/16' drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/8" is required as shoven in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
of 11/2" is oermtted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUG410 Installed on
Masonry Block End Wall
23
Simpson Stron,g-TeO Wood Construction Connectors
HU/HUC/HSUR/L
.................................. ............................................................. .............................. _...... _._._............................................................................................. .................................................................................................................................................. __..............................................................
Medium -Duty Face -Mount Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
,ter;
HU26
HU26X
(4) 1/4 x 23/4 (4) 1/4 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
HU28X,-
11
{6}'Ibx 2314 (6}'!4'x 13IA
h
(4) 4148 x 11h
545, ,
r, 1500
7$Q
2,4©0
HU24-2
HUC24-2
(4)1/4 x 23/4 (4)1/4 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
HU26 2(Mln ) „
HUC26 2
(8}?Ia;X 231a ^ (8)?l4 x 1'l44)
0148 X 3
760
2,000
HU262-(Max) ,<'
HUG26=2 k
(!2j'14X2'I4g : (12}�I4X 3la
(6)0148x3
:) 35s
�3000`g
Ir135
�,„,
HU26-3 (Min.)
HUC26-3 (Min.)
(8)1/4 x 23/4 I (8)1/4 x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)1/4 x 23/4 (12)1/4 x 13/4
(6) 0.148 x 3
1,135.
3,000
1,135
3,950
HU210 I HU210X 1 (8)1/4 x 23/4 1 (8)1/4 x 13/4 I (4) 0.148 x 11/2 1 545 1 2,000 I 760 1 2,415 1
HU210=2 (Max)
F,HUC2102 (Max)
(18)'la x 231a., (1$)1la x'13/a .:
, {10} 0148;X'3„ .
180[3
.
HU210-3 (Min.)
HUC210-3 (Min.)
(14)114 x 23/4 (14)1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18)114 x 23/4 i (18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212
HU212x_,
(10)1✓d X 23/4 {10)''la-X1314
{6) 0148 x`i-"h�
135
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/4 x 23/4 (16)1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22)1/4 x 23/4 (22)1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU214
HU214X
(12)1/4 x 23/4 (12)1/4 x 13/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
HU2142{Min)' <',,`HUC214-2(Mm}
(1$)11ax2314 ; {18)Y4X; 3/4 _
(8}014$xa3
1� 1 `.
°0 4,500 _
f1515
5085
HU214 2 (Max,)
HUC214-2 (Max
(24):Y%a x 231a a (24)1l X j3/a
{12) 0.148 z 3
2 01
5 U85 ;:
2 075
085
HU214-3 (Min.)
HUC214-3 (Min.)
(18)1/4 x 23/4 (18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)114 x 23/4 (24)114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
"(18)1/4 X 1
m{�) 0148 x 1 %
1510
HU216-2 (Min.)
HUC216-2 (Min.)
(20)114 x 2?44- (20)1/4 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26)1/4 x 23/4 (26)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU7(Min.)
(Notavailable)
HU7(Max.)
(Not available)
HU9 (Min)°
(Not 4iiable)
HU9 {Max)
(tJot ava>able)
HU11 (Min.)
(Not available)
HU11 (Max.)
(Not available)
HU14g(Min)
(Notavailalile7
HU14 (Max) , . ;
(Not available)
(12) 1/4 x 23/4 (12)114 x 13/4 (4) 0.148 x 11/2 545 2,980 1 760 1 2,980
(16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1 1,085 1 3,485
(22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/2 1,135 1 3,230 1,135 3,230
(30)1/4 x 23/4 (30)1/4 x 13/4 (10)0.14801h 1,445 1 3,735 1,445 3,735
'38
UPLIFT/SHEAR ANCHOR-
--T-EACH TRUS5 - SEE B/SKI
PLAN
NOTE: ADD'L FRAMING NOT
SHOW) FOR CLARITY
RAISED HEEL TRUSS BEARING/"A
SCALES NTS SKI
3ED HEEL ROOF TRUSSES
��
ROOF SHEATHING- SEE PLAN
RAISED HEEL ROOF TRUSSES
PLAN
-SEE PLAN
SOFFIT/FASCIA= SEE ARCH. =-
W aD
RIBBON BOARD -
SEE SCHEDULE
FOR SPACING i
RIBBON BOARD- SEE
FASTENING TO w aa:
SCHEDULE FOR SPACING !
TRUSSES
FASTENING TO TRUSSES
WALL SHEATHING -SEE PLAN
MIN. 15/32' CDX PLYWOOD OR E
1/16' 065 WITH 8d GUN NAILS
Y WALL-
(0.131' X 2 1/2') a 6' O.C. TO
CEILING -
UPLIFT/SHEAR GYP. CEILING -
RIBBON BOARDS
ANCHOR EACH SEE PLAN 4
SEE L
SEE PLAN
TRUSS-SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRUSS
MASONRY WALL -
BOTTOM CHORD
SEE PLAN
RAISED HEEL TRUSS BEARINGS B
5
SCALE, NTS 5KI
RIBBON SGHEDULE:
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(2) 12d GUN (0.131' X 39
(VaEd=128 MPH)
2X4 5PF02
24'
TO EACH TRU55, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
Vult=180 MPH
(2) 12d GUN (0.131' X 31)
(Vasd=139 MPH)
2X4 SPF02
16'
TO EACH TRU55, (4)
EXP. C,
NAILS AT JOINTS
ENCLOSED
SHEET THU:
—ONO—OR
RNSEO NEEI ROORIRVSSER
SHEET INFORMATION:
lOB NO.: Bdllld
Odlf MUM 1-16
ORAMM BY:
RBV VY BY: M
SK.I
r
AL Nt�
jdnuary.w,.,l,,%,.2'Q20:
� er, Cl -Coritr','a'et'ort—od America, Inc.
3.9b,0 Avenue G :NW
Willi VL,,,,3�8 6�414
Wr:.. . ., BO_ �
Dear
a tt
lt,h-,4s come .t to my attention . 1. thafsome qt est"gm were A d cgricerning
ohesAtfled thft-the. :chor,ds .(wide .face) "of sys,4-2gable ,,end ir.pssle.s'to""allow for
ifir,'6aded tb&used s.:'.'.; fflhese gable endsare over coninuous support;
sh. ;eathed acid :the e�,�,ite,,,d.,ti!IL-d'ab6iit�'-the,-cent f - the -:mido
WWI y
grjp ,o7. 0,
face no..close anagi, yoonned br,,pS,urvert1lwq�bs then:
n . TP
q.., p 4 , jr , j5p , I qg truss fruonly ,$,Ugp Orl ts d6f, loads and no dddibon,41
If you ha-`-V-ea'-'n'-- y Qu- e",-stl.o-fis,Jp de-'As6 give me
675a P6rum Drive, 861te 00a000, PL 32, "9790
I I It If off
,
• i
No. 86367
+ . _ 1--
STATE OF
010
03/10/2021
ALPINE:
AN 1TW COMPANY
EL REG# 278, Yoonhwak Kim, FL PE #86367
xynthro mast bs
CVO.
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 3282,1
Phone: (800)755-6001
www;alpineitw.com
13
Si6'tntitgr .1tl
i Customer. Carpenter Contractors of America
Job Number: N334496
Jab Description: 7A5rM ,l82EC,E ,R101 11828/CALIMEBB ELEV.C/E
Address:
Jo Eri lneer[n Gri�erla.
Design Code FBC 7th Ed. 2020 Res lntelliVIEW Version:' 20,02.00A
JRef#: 1X3L89750071
Wind Standard., ASCE 7-16 WindSpeed (mph). 160 Design Loading_ (pso: 37.00
Building T e: Closed
This package contains general notes pages, 24 truss drawing(s) and 4 detail(s).
1
069.21.130222141
Al
3
069.21.1302.2.1811
A2
5
069,21.1302.22172
A4
7
069.21.1302.21233
A6
9
069.21.1302.22203
A8
11
069.21.1302.21312
A10
13
06921.1302.21874
A14G
15
069;21.1302.21672
A13
17
069.21.1302.21390
A16
19
069.21.1302:21593
C1GE
21
069.21.1316,28811
CJ5
23
069.21'.1302.22233
CJ1
25
A16015ENC160118
27 1
VAL180160118
tieTn,-,-
Drawing_Numter
1Criiss '
2,
069.21.1302.22109
A1A
4
069.21.1302.21281
A3
6
069.21.1302.21327
A5
8
069.21.1302.21704
A7
10
069.21.1302.22061
A9
12
069.21.1302,21733
Al2.
14
069.21.1302,22030
All
16
069.21.1302.22265
A15'
1.8
069.2.1.1302.21358
B1GE
20
069.21.1302.21624
ER
22
069.21A302211468
CJ3
24
069.21;.1302,21610
HJ7
26
G5LLETIN0118
28
VALTN16011''8
0
Fa)rida-Certificate of Product Approval #FL1999
Printed 3/1012021 1:51:40 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es.ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger -Jointed lumber.
U# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1.
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 249564 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JROAX3L89750071 T10
FROM: RWM Qty: 11 , A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22141
Truss Label: Al SSB / YK 03/10/2021
6-1 "7
12'11"15 19'10" i 26'8"1
6'10"8 F 6'10"1 r 6'101
�' 1 10'
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
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
e
_— 5X5
E
39'8"
9'10"
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):
9'10"
29'8"
33'6"9 39'8"
6'108 6'17
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.222 K 999 360
VERT(CL): 0.385 K 999 240
HORZ(LL): 0.081 J - -
HORZ(TL): 0.140 J
Creep Factor: 2.0
Max TC CSI: 0.617
Max BC CSI: 0.882
Max Web CSI: 0.457
EW Ver: 20.02.00A.1020.20
`q�tillftll#�pPrP
10
10
No, 86367
4� STATE 4F
0 e , ��►
t2
0
10' 1'
A, 1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1711 A /- /961 /309 /444
H 1711 /- /- /961 /309 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1490 - 3155 E - F 1130 - 2029
C - D 1366 - 2875 F - G 1366 - 2875
D - E 1130 - 2029 G - H 1490 - 3155
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2759 -1207 K - J 2278 - 858
L - K 2278 - 879 J - H 2759 -1186
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 541 -134 K - F 530 - 745
D - K 530 - 745 F - J 541 -134
E - K 1362 - 605
df, S e•®®�® b
�A06,''/ON+A3'Joh®�'
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
)er BCSI sections B3, B7 or B10
Hess noted otherwise. Refer to
iision of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
formance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page
rawinq indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabiliCy and use of This
any structure is the responsibility of the Building -Designer per ANSI/WI I 1 Sec.2.
ALPINE
ANR COWV
6750 Forum Drive
Suite 305
Orlando FL, 32821
see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC:
SEQN: 249588 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T25 /
FROM: RWM Qty: 1 7A51320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22109
Truss Label: AlA SSB / WHK 03/10/2021
T11"2 13' 1T1"12 19'10" 23'8" 31'8"14 39'8"
7'11"2 '!- 5'014 1 11'112 8 4-i' 3'10" -1 8,0"14 + T11"2
=5x5
F
39'8"
F 8'1"9 12'10"4 14'1 " r 23'8" 31'8"11
� 1T
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2ff%min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.280 P 999 360
VERT(CL): 0.522 P 905 240
HORZ(LL): 0.120 K - -
HORZ(TL): 0.225 K
Creep Factor: 2.0
Max TC CSI: 0.790
Max BC CSI: 0.859
Max Web CSI: 0.964
VIEW Ver: 20.02.00A.1020.20
CENq --'�
n. +'°
NO. 86367
cr tl F9 V
® p �
STATE OF
r
re
WO 6
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1555 /- /- /960 /309 /444
1 1555 /- /- /961 /309 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.2
1 Brg Width = 8.0 Min Req = 2.2
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1413 - 2747 F - G 1409 - 2067
C - D 1715 - 3278 G - H 1217 - 2103
D - E 1437 - 2551 H - 1 1424 - 2775
E - F 1565 - 2527
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2374 -1111 L - K 2401 -1108
Q - M 2867 -1216 K - 1 2404 -1107
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
508 - 838
M - F
1684
- 892
C - Q
637 -122
M - L
1745
- 573
S - Q
2530 -1181
F - L
559
- 464
Q - D
744 - 323
L - G
450
- 365
D - M
533 - 912
L - H
477
- 691
Wind loading based on both gable and hip roof types. —0, A � a10 j QR1fi�r ®"s
+ Bottom Chord section between vertcials may s�u `
A
be removed. ��I®�a �A (�•
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
—WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT*' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face, of truss and position as shown above and on the Jo!nt9Detalls, 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 BuildinTcLComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW
truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing Indicates acceptance of professional engmeering responsibilittyy solely -for the design shown. The suitability and use of4 !s
drawing for any sQructur is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
F,or 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: 2495891 HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T9 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21811
Truss Label: A2 �SSB / WHK 03/10/2021
i_ 6'1"7 12'6"15 19' 29" 27'1"1 33'6"9 39'8"
6'1"7 6'5"8 6'S"1 T 1'87 6'S"1 6'S"8 f 6 1 7 1
r
b
m
1' 10,
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: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2ff%min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" cc.
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"
9'10"
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):
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.172 L 999 360
VERT(CL): 0.321 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K
Creep Factor: 2.0
Max TC CSI: 0.480
Max BC CSI: 0.747
Max Web CSI: 0.625
VIEW Ver: 20.02.00A.1020.20
0111111aIIIAif/iIpfto
0
No. 86367
cr
v� e• STATE OF a 4Q
10' 1'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- !- /963 /310 /427
1 1556 /- /- /963 /310 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - 1 1542 - 2800
E - F 1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1262 L- K 2030 - 937
M - L 2030 - 957 K - 1 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 508 -119 L - F 548 - 356
D - L 521 - 683 L - G 521 - 683
E - L 548 - 356 G - K 508 -119
'�`�•• 4oR1C� ,,� 6
0 0 4
AL -<v
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
—WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 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
attache. rigqid ceilincl Locations shown. for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicable. Apply plates to each face oT truss and position as shown above and on the 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 Buildingq�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the aN mvcanan�v
tr ss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawing or cover pa!Me 675o Forum Drive
listing this drawing indicates acceptance of professional engiineering responsibilittyy solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
Fpr more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.or • SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 2495901 HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T22 /
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21281
Truss Label: A3 SSB / WHK 03/10/2021
6'1"7
6'17
12'0"15 18'0"1 21'7"15 27'7"1
5'11"9 + 5112 + 3'7"14+ 5'1V2
�1 10
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: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
;5X5 =5X5
E F
39'8"
9'10"
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.
TPIStd: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.171 L 999 360
VERT(CL): 0.319 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.124 K
Creep Factor: 2.0
Max TC CSI: 0.408
Max BC CSI: 0.748
Max Web CSI: 0.485
VIEW Ver: 20.02.00A.1020.20
��w�,�aarrtt►arrr
�` fP
4 4 No, 85367 m
o
,) STATE OF,—,-
vino s k.
33'6"9 39'8"
5'11"9 6'1"7
10, 1'
39'8"�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1556 /- /- /965 /312 /407
1 1556 /- /- /965 /312 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1608 - 2796 F - G 1252 -1794
C - D 1497 - 2523 G - H 1498 - 2523
D - E 1252 -1794 H - 1 1609 - 2796
E - F 1245 -1635
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2439 -1329 L - K 2064 -1027
M - L 2064 -1048 K - I 2439 -1308
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 495 -106 L - F 523 - 300
D - L 497 - 674 L - G 497 - 674
E - L 523 - 300 G - K 495 -106
i`°ifV(4 0NA�
l/lmglk0l
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices 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 ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as appllcati e. Apply plates to each face oT 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 res onsible for any deviation from this drawing, any, failure to build the ANR COMPAW
truss in conformance with ANSI 1, or for handling, shipping,. installaflon and bracinctof trusses. A seal on this drawn or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili� solely -for the design shown. The suitability and use of this Suite Fos
drawing for any soructure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2.
For more information see these web sites: Aloine: aloineitw.com: TPI: toinst.orc: SBCA: sbcindustrv.com: ICC: iccsafe orn• AWC awr nrn Orlando FL, 32821
SEQN: 249591 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JR&AX3L89750071 T8 /
FROM: RWM Qty: 1 , A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22172
Truss Label: A4 SSB / WHK 03/10/2021
7'1014 17' 22'8"
7'10"14 9'1-T 'f" 5.8"
cn
0
co
�1' I 10,
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: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=5X5 =5X5
D E
39'8"
9.10"
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):
WAVE
31'9"2 39'8"
9' 1 "2 7'10"14
9'10..
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.149 J 999 360
VERT(CL): 0.279 J 999 240
HORZ(LL): 0.060 1 - -
HORZ(TL): 0.112 1
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.755
Max Web CSI: 0.989
VIEW Ver: 20.02.00A.1020.20
�`ji114f i 11lhf/o0
,N'.AH WAIF F`'�1
• 01
10.
No. 86367
1�STATE OF a, �
• �*
10, 1'
39'8"+
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1552 1- A /965 /318 /386
G 1552 /- /- /965 /318 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
D - E 1352 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1373 J - 1 1695 - 842
K - J 1695 - 863 1 - G 2393 -1352
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 498 - 448 E - 1 770 - 435
K - D 770 - 435 1 - F 498 - 448
�rO��AQiORIV"e
®°d`S �•ree° D
o��df,SIpNBAL t�+�
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
**WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care -in -fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an r7 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 dild ceiling Locations shown for permanent lateral restraint of 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. 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 BuildinccL� Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the aN mvmewnNv
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pa 4e 6750 Forum Drive
listing this drawingg indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of Phis
drawing for any sCructure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305
F,or 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: 249592 / HIPS
Ply: 1
Job Number: N334496
Cust: R es75 JRef:1X3La9750071 T24 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.21327
Truss Label: A5
SSB / WHK 03/10/2021
160" 1 23'7"15 3TV9 39'8"
61 "7 9'10"10 7'7"14
:6X6 =6X6
D E
T2
6 12 T4
�5X5 �5X5
ao C F o
W
W1
B G
A
s3 H �88
=4X6(A2) =5X5 =5X5 =5X5 =4X6(A2)
39'8"
10' 9'10" 10,
10' 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.156 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 B 1556 /- /- /964 [713 /366
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 /- /- /964 f713 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.119 1 - Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0. Min Req = 1.8
TCDL: 4.2 psf
G Br Width = 8.0 Min Re
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.799 9 q = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.745 Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.485
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1841 -2852 E - F 1665 -2513
C - D 1665 - 2513 F - G 1 B41 - 2852
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.0E; D - E 1456 -1829
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - K 2505 -1555 J - 1 1780 - 984
member design. K - J 1780 -1005 1 - G 2505 -1535
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
H WA Webs Tens.Comp. Webs Tens. Comp.
��- F 512 - 469
;,q►®ee'� p g `Cj E ar'e 1'A,, K - D 617 - 248 IE
a No, 86367 m
a
� J ® STATE OF
d A41 p
��®d111lb�lDbO��
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
—WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety
Information, by TPI an c7 SBCA) for safety 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
id
attachetl ri ceiling Locations shown for permanent lateral restraint of webs shall have bracingq 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 Joint Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildincQ�Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in 1, for
conformance with -ANSI or handling, shipping,. installation and bracinclof trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use of this
drawing for any s9ructure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. Suite 305
F r 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: 2495931 HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:1X3L89750071 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 ! 1828/CALIAEBB ELEV.C/E
DrwNo: 069.21.1302.21233
Truss Label: A6
SSB / WHK 03/10/2021
7'1014 15, 24'8" 31'9"2 39'8"
7'10"14 7-1-2 9'8" 7-1 "2 7'10" 14
:6X6 ; 6X6
D T3 E
12
6 ,5X5 �5F5
o C
W eo
W1
B C,
A
3"s H 48-8,,
=4X6(A2) =5X5 =5X5 =5X5 =4X6(A2)
39'8"
10' 9'10" 9'10" 10,
10' 19110" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 /-
EXP: C Kzt: NA
Des Ld. 37.00 Mean Height: 15.00 ItHORZ(TL): 0.115 1 Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Br g Width = 8.0 Min Req = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 G Brg Width = 8.0 Min Req = 1.8
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.474 Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02:OOA.1020.20
Lumber B - C 1807 -2729 E - F 1827 -2537
C - D 1826 - 2538 F - G 1807 - 2729
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J -1 1847 -1110
member design. K - J 1847 -1131 I - G 2363 -1462
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs
Tens. Comp.
yl�a�P
®®o e e erl� %/® C - K 394 -358 E - I 628 300
E NS A A ��ah K - D 628 - 300 I - F 394 - 358
�1C
NO.86367 'soC ®•
m® STATE OFF e iN-
e
NAI-
,
adddddd011o
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices 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 applicable. Apply to face,
plates each
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
of truss and position as shown above and on the Joini Details, unless noted otherwise. Refer to ALPINE
Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin1 trusses. A this drawingor
of seal on cover paga 6750 Forum Drive
listing this drawingg indicates acceptance of professional engineering responsibilittyy solely for the design shown. The suitabilitand use of this
drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com• TPI: tpinst.or ; SBCA: sbcindustrycom; ]CC: iccsafe orq• AWC: awc orq Orlando FL 32821
SEQN: 249594 / HIPS
Ply: 1
mber: N334496
Cust: R 8975 JRef:1X3L89750071 T23 /
FROM: RWM
Qty: 1
F,71A,5/�Z2,,182EC,E R101 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.21704
Label: A7
SSB / WHK 03/10/2021
6'1"7 14'0"1 19'10" 257'15 33'6"9 39""
6'1"7 7'10"10 5'9"15 T 5'9"15 7'10"10 6'1"7
:5X5 1112X4 =5X5
D E F
T2
12 T4
6 � W
C 5 5X5
G
i�
W332
B H
A
4X6(A2) - 5X5 =_ 5X8 =_ 5X5 = 4X6(A2)
39'8"
10' 9'10.. 9'10" 10,
+1'�
T
10' 19,10" 29'8" 39'8"
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 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): 0.176 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 B 1556 /- A /958 f715 /325
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /958 /715 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J Wind reactions based on MWFRS
Mean Height: 15.00 it
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
H Brg Width = 8.0 Min Re 1.8
BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 Soffit: 0.00 q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.748 Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 it Rep Fac: Yes Max Web CSI: 0.434 Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1975 -2822 E - F 1780 -2112 -
C-D 1821 -2515 F-G 1821 -2515
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1; D - E 1780 -2112 G - H 1975 -2822
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - L 2470 -1666 K - J 1912 -1210
member design. L - K 1912 -1231 J - H 2470 -1645
Wind loading based on both gable and hip roof types.
p11ilE�V�P/p� Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs Tens. Comp.
6r6 AoC - L 439 - 395 F - J 556 -182
® & JV�i . 0 L - D 556 -182 J - G 439 - 395
��O •
�1�
•o E - K 440 - 281
e No. 86367 is
ar V� STATE OFe
W,Osd
a01 S •osa�® be
A
e4 �
d�tl
It9 b
Ild 1
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information,
by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,.top chord shall have properly attached structural sheathing and bottom chord shall have a properly,
attachetl ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310,
gDetails,
as applicable. Apply ?fates to each face oT.truss and position as shown above and on the Join unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Aline, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the pNRW[OMFANY
tr in ANSI PI 1, for handling,
ss conformance with or 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 responsibility solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249595 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JR&AX31-89750071 T6 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALIMEBB ELEV.C/E
DrwNo: 069.21.1302.22203
�SSB
Truss Label: A8
/ WHK 03/10/2021
6'94 13' 19'10" 26'8" 32'10"12 39'8"
6'9"4 6'2"12 6'10" 6.10" 6'2"12 6'94 1
5X5 1112X4 = 5X5
D E F
12
6 2X4 W i2X4
C
G
io W3
B H
A
9a
=4X6(A2) -5X5 =5X8 =5X5=4X6(A2)
39,8"
10' 9110.. 9'10" 10,
10' 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 [716 /305
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 A /- /953 /716 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.121 J Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
H Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 g q =
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are a rigid surface.
MWFRS Parallel Dist: h/2 to h Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces'Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 2014 -2780 E - F - -- 1973 -2289
C - D 1925 - 2523 F - G 1925 - 2523
Top chord: 2x4 SP #2 N; D - E 1973 -2289 G - H 2O14 -2780
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323
member design. L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
�It1111111VIRpip/re Maximum Web Forces Per Ply (Ibs)
tO%p,
q*Alk C�HWak Webs Tens.Comp. Webs Tens. Comp.
E �,
':,, F - J 535 -183
,94�
D - K 425 -183
4 1 J - G 381 - 339
�y
s+ No, 86367 e + E - K 585 -391
a d a a
as 20
ATE OF ®��®
ST 4
'®�O'�0R{ a 4b C
�,°o 1D'U
01 S em0®®® b
�NAL
s�:
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building _
Component Safety Information, by TPI SBCA) for
an c7 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
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the pN RW COMVANY
truss in ANSI PI for
conformance -with 1, or handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawingq indicates acceptance of professional en ineenng responsibilittyv solely -for the design shown. The suitability and use of this
drawing for any sTructure is the responsibility of the BuildingVesigner per ANSIrr 11 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: 249596 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:1X3L89750071 T21 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo:
069.21.1302.22061
Truss Label: A9
SSB /
WHK 03/10/2021
6'3"4 12'0"1 19,101, 27'7"15 33'4"12
-�
39'8"
6'3"4 5'8"12 7'9"15 7,9"15 5'8"12 '}
635 i
5X5 1112X4 ; 5X5
D E F
12
s �2C4 W i2G
I
v
`° W3
m
�
B
H
A
a�
I 8'8"
=4X6(A2) -5X5 =5X8 =_5X5
=4X6(A2)
39'8"
10' 9110" 9'10" 10,
+
r'
'+
10' 19'10" 29'8" 39,8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sid: 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): 0.206 E 999 360 Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /-
/947 f717 /284
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 /- /-
/947 f717 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.124 J - Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0
TCDL: 4.0 psf
Min Req = 1.8
H Br Width = 8.0
Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 g
p
Min Re 1.8
q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.753 Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.999
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp.
Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 2102 -2791
E - F 2189 -2492
C - D 1987 - 2524
F - G 1987 - 2524
Top chord: 2x4 SP #2 N; D - E 2189 -2492
G - H 2103 -2791
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Farces
Per Ply (Ibs)
Wind Chords Tens.Comp.
Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - L 2434 -1769
K - J 2065 -1444
member design. L - K 2065 -1465
J - H 2434 -1748
Wind loading based on both gable and hip roof types.
�8 J%11111 M,piffe Maximum Web Forces
Per Ply (Ibs)
g//e++,,O�wahhti/gyp Webs Tens.Comp.
Webs Tens. Comp.
/, POOH
9 �'��61 v 539
F-J 498 -118
-531
E-K 42
g No, 86367 o
o
STATE OF
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
."IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an 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
lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
attached ri id ceiling Locations shown for of
as applicable. Apply to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
Oates
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not, be respponsible for any deviation from this drawing, any failure to build the
truss in ANSI/ PI 1, for handling,
ANMCOMCAW
conformance with or shipping,, installation and bracin of trusses. A seal on this drawingor cover pa a
listing this drawing indicates acceptance of professional enpineenng responsibili solely _for the design shown. The suitabiliy and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2.
675o Forum Drive
Suite 305
Fpr more information see these web sites: Alpine: al ineitw.com; TPI: t inst.org; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org
Orlando FL, 32821
SEQN: 249597 / HIPS
Ply: 1
Job Number: N334496
8975 JRefAX3L89750071 T5 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E
FD�N'o: 069.21.1302.21312
Truss Label: A10
/ WHK 03/10/2021
5'9"4 11' 19' 28'8" 33'10"12 39'8"
5'9"4 5'2"12 8' 9'8" 5'2"12 5'9"4
:5X5 =_ 5X5 5X5
D E T3 F
12
T 6 17" 2X4 W � 2X4
o C (a) (a)
in W3
co
B H
1 A
�
4X6(A2) =5X5 =5X8 =-5X5 =4X6(A2)
39'8"
10' 9'10" 9'10" 10,
10' 19'10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 /718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.127 J Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
H Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 g q =
Load Duration:-1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751
Members not listed have forces less than 375#
Loc. from endwall: not in 9.o0 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 2194 -2804 E - F 2386 -2693
C - D 2057 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578
be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. Maximum Web Forces Per Ply (Ibs)
P/P
Webs Tens.Comp. Webs Tens. Comp.
(a) or scab reinforcement may be used in lieu of CLR a9�,Q /
1rY
j���
restraint. substitute (1) scab for (1) CLR and (2) scabs aa'A
®�, e '�,/� L - D 470 71 K - F 626 612
for (2) CLR'S where shown. Scab reinforcement to be �I�y Ai�
; prd D - K 739 -778 F - J 466 52
same size, species, grade, and 80% length of web ®�, ®� � CEr r eo O� E - K 739 -778
member. Attach 0.128x3" 6" d, 534
with gun nails @ oc.
mac, ®
o 0
pG C
Wind Nip. $6367 s
Wind loads based on MWFRS with additional C&C • ® a'
member design. W' a r
a
Wind loading based on both gable and hip roof types. �" c���.y.0 ® •
�. STATE 6 4
°1
^S°eet^ls j4
r �f�10/0 ABA
b
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
**WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require -extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices 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
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Bu ildingg Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the pN RW COMPANY
truss in ANSI�CPI 1, for handling,
conformance with or shipping,, installation and bracincl of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawin indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
Fpr more information see these web sites: Alpine: alpineitw.com; TPI: tpinsl.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 249598 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:1X3L89750071 T4 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 ! 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.21733
�SSB
Truss Label: Al2
/ WHK 03/10/2021
9' 17 22'8" 30'8"
39'8"
y 8' N
9,
,6X6 =5X5 =4X4
C T2 D E T3
=6X6
F
12
6F�e;-
T
(a) (a)
o W
m
W5
B
1 A
G Lo
H
4X6(A2) -6X6 =6X6 =6X6=4X6(A2) 1
39'8"
10' 9'10"
10,
10' 19'10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240
B 1556 /- /- /921 /720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - -
G 1566 !- !- /921 [720 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.150 1
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939
5.0
G Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.306
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2250 -2705 E - F 2239 -2478
C - D 2238 - 2478 F - G 2250 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
D - E 2906 -3233
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1 X4 #3SRB or better continuous lateral restraint to
B - K 2330 -1856 J - 1 3176 - 2629
be equally spaced. Attach with (2) 8d Box or Gun
K - J 3174 - 2647 1 - G 2329 -1835
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. �111� I�1l0
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu -of CLR `���a�,.} t�! A%r{PP��
i
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs ,-NN (� 1 ' 0 a ®"1" ' i(" ��'p
for (2) CLR'S where shown. Scab reinforcement to be %% v * /�
�,�®
C - K 718 -428 E - I 944 - 834
�+
same size, species, grade, and 80% length of web ®� 1V
K - D 940 -832 I - F 718 430
�`�°'
member. Attach with 0.128x3" gun nails @ 6" oc. . s "�e
® N0.86367
Wind
Wind loads based on MWFRS with additional C&C • o
member design.
e
Wind loading based on both gable and hip roof types. A Z� •
r" 11 f"1 e
v�o0e�s° ve �.
po
,1406
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information, by
of BCSI (Building
TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide
bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall
temporary
have
attached rigid ceiling Locations shown for permanent lateral resttraint of webs shall have bracin installed BCSI sections
a properly
B3, B7 or B10,
per
as applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
A LP I N E
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWANY
tr in
ss conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingg or cover pa a 6750 Forum Drive
listing this drawingg indicates acceptance of professional engineering responsibilit�yr solely -for the design shown. The suitability and use of This
drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
_For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821
SEQN: 249610 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JIRO:1X3L89750071 T28 !
FROM: LPM
Qty: 1
7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.21874
Truss Label: A14G
SSB / WHK 03/10/2021
7' 13' 19' 28'4"
32" 39'8"
r T 6' 6' 9-4"
4,4� 7' i
%6X6 =4X4 =8X10 =H1014
�6X6
12 C D T2 E T3 F
T4 G
6
T
T
co (a) W
o
T
(a)
io
B
1 A
H
I I�8,8"
a
=5X5(A2) =H0510 =4X4 =6X8 IIISXSK
B3 J1-1
-4=3X6(A1) 1
28'4" 111'4"
1010"4 15112 4'4" 1
4'4" 7'
8' 18'10"4 24' 28'4"
�1'�
32'8" 39'8"
Loading Criteria (psr) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240
B 1922 /_ /_ /_ /884 A
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - -
K 4268 1- l- /- /1911 P
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.091 L
H 80 P /- /- /60 /-
Mean Height: 10.51 ft
NCBCLL: 0.00 g Buildin Code: Creep Factor: 2.0
Wind reactions based on MWFRS
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.846
B Brg Width = 8.0 Min Req = 1.6
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785
K Brg Width = 8.0 Min Req = 5.
H Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819
Bearings B, K, & H are a rigid surface.
Loc. from endwall: NA FT/RT:20(0)/10(0)
Bearings B, K, & H require a seat plate.
GCpi: 0.18 Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N;
B - C 1596 - 3565 E - F 169 - 505
T4 2x6 SP SS;
C - D 1465 - 3467 F - G 400 -180
Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N;
D - E 1332 -3056 G - H 538 -269
Webs: 2x4 SP #3; W6 2x4 SP #2 N;
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to
Chords Tens.Comp. Chords Tens. Comp.
be equally spaced. Attach with (2) Bid Box or Gun
B - N 3126 -1377 L - K 786 -1874
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by r! 9 (f if
N - M 3815 -1821 K - J 786 -1874
`)
erection contractor. a�yV1 ffPOP
^
M - L 2986 -1327 J - H 179 -399
(a) or scab reinforcement may be used in lieu of CLR 1 t �1�1�
A
GC
Maximum Web Forces Per Ply (Ibs)
restraint. substitute (1) scab for (1) CLR and (2) scabs �y�•*4�
,° *11
for 2 CLR'S where shown. Scab to be
Webs Tens.Comp. Webs Tens. Comp.
reinforcement �p 1 S00
same size, species, grade, and 80 /o length of web s v r
member. Attach with 0.128x3" gun nails @ 6" oc.
a
C - N 1089 -274 L - F 3047 -1224
No
I f +w
, 8636 ®
N - D 440 -430 F - K 2007 - 4053
Loading
�
D - M 568 - 883 F - J 1889 778
#1 hip supports 7-0-0 jacks with no webs. s p ""' "�° '4
M - E 834 - 67 G - J 344 - 528
® A
E- L 1423 - 3051
c t YE Vf /y C
Wind @ STATE o 4t/,?
A!
Wind loads and reactions based on MWFRS. C %
Wind loading based on both and hip types. s' "� 1 O `e
gable roof R 1Q
�6v ty 0
V
WARNINGI This truss is not symmetric, but itsexterior
makes erection error
more fa��4ajprobabl
geometry
It smerativetht this truss be stalled ,edk�pas�
properly.
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
—WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information,
by TPI and SBCA) fo'r safPety practices prior to performing these functions. Installers shall provide
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections
temporary
have a properly
B3, B7 or B10,
asapplicable. Apply to each face of truss and position as shown above and on the Joini.Details, unless noted otherwise.
flefer to
Oates
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin$c�Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the ANMCOMPANY
in
truss conformance with ANSI 1, or for handling, shipping,, Installation and bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability -and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSIrr 11 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 249599 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T2 /
FROM: RWM city: 1 , A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22030
Truss Label: A11 SSB / WHK 03/10/2021
57'4
5'7"4
T
zo
rn
132
10'8" 11'3"15 16'0"1 237'15
5'0"12 17' S 4'8"2 'r 7714
29'7"15 39'8"
6' + 10'0"1
=5X5
-5X5 =4X4 =5X5 =5X5
D F F r, H
10' 9'10"
10' "i" 19,10"
Bpli-ld
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Sid: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 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
WAVE. 18SS
Lumber
Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
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
29'8"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.229 L 999 360
VERT(CL): 0.427 L 999 240
HORZ(LL): 0.076 K - -
HORZ(TL): 0.142 K
Creep Factor: 2.0
Max TC CSI: 0.820
Max BC CSI: 0.802
Max Web CSI: 0.811
VIEW Ver: 20.02.00A.1020.20
0111111011pff;1/
s+
No. 86367
r
® • 0 �w
w
-p all STATE OF o �v
10'
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1556 /- /- /932 /716 /257
1 1556 /- /- /930 /718 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 2225 -- 2806 F - G 2509 - 2878
C - D 2062 - 2521 G - H 2O44 - 2305
D - E 1917 - 2214 H - 1 2093 - 2649
E - F 1976 - 2258
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2452 -1880 L - K 2805 - 2204
M - L 2814 - 2230 K - 1 2266 -1674
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 1699 -1345 G - K 774 - 669
M - E 760 - 872 K - H 693 - 431
M - F 856 - 742
d 00*obo
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
—WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices 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. 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 BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANmvco�UArry
truss in conformance with ANSI ffPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engmeenng responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSVTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.oro AWC: awcorn Orlando FL, 32821
SEQN: 249600 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X31-89750071 T20 !
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21672
Truss Label: A13 �SSB / WHK 03/10/2021
I
B0
rn
im
5'74 10'8" 13'3"1 21'7"15
5'7"4 5'0.12 2'7"1 8'4"
=5X5
D
317'15 + 398"
10, 8.0"1
12 �5E5 T3 =HOF10 T4 =6G
6
2X4
C TT
(a)
v �
B H v
A I ilela„
3X6(A1) B1=5X5 N =-4X6 =5X5 =3X6(A1)
20'8"
5'8"
13'4"
10,81, 5'4" T10" 7'10" 81 1'�
10'8" 16' 23'10" 31'8" 39'8"
Loading Criteria (pst)
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: 3.97 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T3 2x4 SP #1;
T4 2x4 SP 2400f-2.0E;
Bot chord: 2x4 SP #2 N; B1 2x4 SP #1;
Webs: 2x4 SP #3; W7 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.1284" 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,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. HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.043 M 999 360
VERT(CL): 0.080 M 999 240
HORZ(LL): 0.017 J - -
HORZ(TL): 0.028 J
Creep Factor: 2.0
Max TC CSI: 0.957
Max BC CSI: 0.647
Max Web CSI: 0.546
Ver: 20.02.00A.1020.20
ENO. 86367 � o
STATE OF a�
l IN
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ !R- /Rh /Rw /U !RL
B 840 /- /- /551 /397 /257
N* 315 /- A /159 /140 /-
H 585 A A /436 /242 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
N Brg Width = 68.0 Min Req = -
H Brg Width = 8.0 Min Req = 1.5
Bearings B, N, & H are a rigid surface.
Bearings B, N, & 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 959 -1265 E - F 645 - 628
C - D 755 - 932 F - G 648 - 471
D-E 808 -911 G-H 324 -611
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 1088 - 733 K - J 924 - 213
M - L 931 - 620 J - H 455 -107
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. . Webs Tens. Comp
C - M 396 - 367 L - F 903 - 565
D - M 619 -454 F - K 1390 -1254
M - E 442 - 299 K - G 854 -1043
E - L 449 - 564
®®'�C•�®C0R1D®- ®�
ONA
FL REG# 279, Yoonhwak Kim, FL PE #86367
03/10/2021
—WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition 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. 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 Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANI CO -ANY
truss in conformance with ANSI 1, or for handling, shipping,, Installation and bracing4 of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec 2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249601 /
COMN
Ply:
1
Job Number: N334496
Cust: R 8975 JRef:1X3L89750071 T19 !
FROM: RWM
Qty..
1
,7A5/320 ,182EC,E ,RI01 ! 1828/CALI/4EBB
ELEV.C/E
DrwNo: 069.21.1302.22265
Truss Label: A15
SSB / WHK 03/10/2021
''7"4 4
10'8" 15'3"15
23'3"15 _
31'8"1 318"
39'8"
5'7
5'0"12 4'7'15 T
8' f
8'42 11 �15
7'
=5X5
D
12
T
6 a 2X4
=5XE4
=HOF10
:5X10(SRS)
H
bo
C
T3
T4 G
(a)
o =C0o
B
I "' o
3X6(A1)
=5X08 =5X5
=4X6
=4X4L =5X5
=3X6(A1)
21'
5'
13'8"
8'
T
5' 5'
5'8"
8' 1'
16' +
21' i 26'
+ 31'6"
39,8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.038 O 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.072 O 999 240
B '745 A /- /497 /341 /276
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.017 K - -
M 1429 /- /- 1726 /654 P
Des Ld: 37.00
EXP: C Kzt: NA
0.031 K
L 629 /- /- /238 /218 /-
NCBCLL: 10.00
Mean Height: 15.00 ItHORZ(TL):
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
1 534 !- /- 1399 /245 P
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.701
Wind reactions based on MWFRS
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.635
B Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 2.0
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.703
L Brg Width = 8.0 Min Req = 1.5
Loc. from endwall: Any
FT/RT:20(0)/10(0)
I Brg Width = 8.0 Min Req = 1.5
GCpi: 0.18
Plate Type(s):
Bearings B, M. L, & I are a rigid surface.
Wind Duration: 1.60
WAVE, HS
VIEW Ver: 20.02.o0A.1020.20
Bearings B, M, L, & I require a seat plate.
Lumber
Members not listed have forces less than 375#
Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1;
Maximum Top Chord Forces Per Ply (Ibs)
Bot chord: 2x4 SP #2 N;
Chords Tens.Comp. Chords Tens. Comp.
Webs: 2x4 SP #3;
B - C 1109 -1100 E - F 800 - 732
Bracing
C - D 1003 -901 G - H 766 -618
(a) 1X4 #3SRB or better continuous lateral restraint to
D - E 835 - 674 H - I 595 - 577
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
Maximum Bot Chord Forces Per Ply (Ibs)
and attached at both ends to a suitable support by
Chords Tens.Comp. Chords Tens. Comp.
erection contractor.
i t��, 91 P P PP!
(a) or scab reinforcement maybe used in lieu of CLR
raj� S01,A'� T 1 WA k P/
O - N 570 -442 M- K 530 367
restraint. substitute (1) scab for (1) CLR and (2) scabs
S
Q
0 ° 0 ° a � �0°�
N - M 598 - 426 K - I 451 - 326
for (2) CLR'S where shown. Scab reinforcement to be
y` • m
° ° �
-01
same size, species, grade, and 80% length of web
.,q
®
o ��ENS °
10
member. Attach with 0.128x3" gun nails @ 6" oc.
a�
a
Maximum Web Forces Per Ply (Ibs)
s�
No. $667 ®
Webs Tens.Comp. Webs Tens. Comp.
Wind
Wind loads based on MWFRS with additional C&C
®
0 *
C - O 502 -291 M - F 909 732
O D 469 387
member design.
► •
.a
e
- - L - G 947 - 898
Wind loading based on both gable and hip roof types.
i "� °
® Q '.
E - M 1635 -1574
IP
`s''� �OIRIDP�ta°;� C
Jaaa�oassaee�b�°
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
—WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint ofT webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the JoiNetails, unless noted otherwise. Referto 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 ANMCOWP W
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinQof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional anccLLsneering responsibilitty� 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: alpineitw com; TPI: tpinst orq• SBCA sbcinduslrycom; ICC: iccsafe orq; AWC: awc orq Orlando FL, 32821
SEQN: 249602 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T18 /
FROM: RWM City: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21390
Truss Label: A16 SSB / WHK 03/10/2021
5'7"4 10'8" 17'3"15 23'6" 29'8"1 32'8" 39'8"
5'77 5'0"12 6'7"15 6'2"1 6'2"1 2'11"1 7'
19'3"15 1
5X05
[__(nP
F G —SH8 I J;5X1
Y X W V
=5X5 =5X5
21'
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.97 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
(") 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
V3"15
17' "15
�
212
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
=5X5
T S' 'R Q P O
1112X4(•'14 =5X5
4
5'
26' 29'6"5
1
31'8'
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.037 Y 999 360
VERT(CL): 0.069 Y 999 240
HORZ(LL): 0.016 0 - -
HORZ(TL): 0.030 0
Creep Factor: 2.0
Max TC CSI: 0.948
Max BC CSI: 0.636
Max Web CSI: 0.584
Ve r: 20.02.00A.1020.20
,gg1t1101VIfjPffr
*�� �+ AWA /(
�/�si
• ,a
No. 86367
o g p w
s
a8 STATE OF a �,
13'8"
8'
39'8"
11�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 774 /- /-
/508 /355 /317
U 1323 /- A
/633 /586 A
R 711 A A
/257 /237 A
M 531 /- /-
/381 /247 A
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
U Brg Width = 8.0
Min Req = 1.8
R Brg Width = 8.0
Min Req = 1.5
M Brg Width = 8.0
Min Req = 1.5
Bearings B, U, R, & M are a rigid surface.
Bearings B, U, R, & M 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 1118 -1151
F - G 823 - 776
C - D 1027 - 960
G - H 834 - 791
D - E 791 - 722
K - L 681 - 548
E - F 823 - 777
L - M 628 - 571
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - Y
978 - 830
T - S
585
- 491
Y - X
627 - 411
S - R
584
- 491
X - W
462 - 350
R - Q
424
- 356
W - V
462 - 350
Q - P
424
- 355
V - U
462 - 350
P - O
424
- 356
U - T
589 -490
O - M
445
-354
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
®® r�� C-Y
Z-U
�t�91(101d91l0le
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
445 - 257 U -AB 611 - 605
453 -285 AB- H 504 -522
1516 -1447 R -AE 930 - 847
1536 -1466 AE- K 910 - 826
"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) forsaty 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 1310,
as applicab a. 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 ANMCOWAW
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing4of trusses. A seal on this drawingor cover page 6750 Forum Drive
listing this drawing indicates -acceptance of professional engineering responsibility solely -for the design shown. The suitabiliy and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TI 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: 249603 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T3 /
FROM: HMT Qty: 1 7A5/320 ,182EC,E ,13101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21358
Truss Label: B1GE SSB / WHK 03/10/2021
l_ 10'8" 21'4"
' 10.81. 10,8„ --i
�^ 4'8" 2'
(TYP) =4X4
F
m
rn
3
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 "
r- 1
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
21'4"
21'4"
21'4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.004 R 999 360
VERT(CL): 0.007 R 999 240
HORZ(LL): 0.005 L - -
HORZ(TL): 0.006 L
Creep Factor: 2.0
Max TC CSI: 0.196
Max BC CSI: 0.164
Max Web CSI: 0.069
Ver: 20.02.00A.1020.20
A, Maximum Reactions (lbs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 245 /- /- /134 /103 /243
J* 72 P /- /35 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
J Brg Width = 248 Min Req = -
Bearings B & B are a rigid surface.
Bearings B & B require a seat plate.
Members not listed have forces less than 375#
'01111111 P P P PPi/g,
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ENS .:
a
�e No 86367
s
b STATE OF
ONAL� a"
��,d1d11181t!lB��,
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an � SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 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 AMMCCWAN
truss in conformance with ANSI Q PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pane 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The sOltabilifyand use of This
drawing for any structure is the responsibility of the Building esigner 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; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249604 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef1X3L89750071 T1 !
FROM: RWM Qty: 1 7A5l320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21593
Truss Label: C1GE �SSB ! WHK 03/10/2021
T
7'
14'
T
` 5' 2' ---i
(T1'P)
=4X4
D
14'
14'
14'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria - -
♦ Maximum Reactions (Ibs), or'=PLF
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.005 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
B* 68 /- /- /38 /30 /13
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.008 J 999 240
BCDL: 10.00
Risk Category: 11
Snow Duration: NA
HORZ(LL): 0.004 H - -
F 268 /- /- /206 /134 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.006 J
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.0 psf
Creep Factor: 2.0
B Brg Width = 159 Min Req = -
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.308
F Br Width = 8.0 Min Re 1.5
g q =
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Sid: 2014
Max BC CSI: 0.177
Bearings B & F are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.142
Bearings B & F require a seat plate.
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE 1VIEW
Lumoer._-
TBotop chord: 2x4 SP Maximum Gable Forces Per PI chord: 2x4 #2 N; Gables Tens.Com y (Ibs )
Wee bs: 2x4 SP #3; p. Gables Tens. Comp.
Plating Notes C - J 511 -238 H - E 511 -238
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C gaQP1�!!
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for ��© �1CF_ N,9�
gable wind bracing and other requirements. p ® o a
ffi f�o.8£367
STATE OF��cv��
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
"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 anc7'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
per BCSI Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
! ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
cabgle. Apply plates to each face oT 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 job's General Notes page for additional information.
a division of ITW BuildinlComponents Group Inc. shall not be res onsible for any deviation from this drawing, any failure to build the
conformance with ANSI 1, or for handling, shipping,. mstallapion and bracing of trusses. A seal on this drawin or cover pa e
iis-drawing indicates acceptance of -professional enq�neenng responsibility solely for the design shown. The suitability and use of iris
for any s ructure is the responsibility of the Building -Designer per ANS!/TPI 1 Sec.2.
AL E
ANN COMPANY
6750 Forum Drive
Suite 305
Odando FL, 32821
more
SEQN: 249616 / EJAC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T15 /
FROM: RWM City:
14 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21624
Truss Label: EJ7 SSB / WHK 03/10/2021
T
1, 7
T
C
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /- /249 /108 /208
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.015 D
D 125 /- A /73 A /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.028 D
C 174 /- !- /128 /169 /-
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
BCDL: 5.psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.720
B Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.507
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
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#
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20
"wuuer
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.
%%iolI141111yf1PPP`.
/� Z)q�AH WAA-
/�
m
No. 8s367
p STATE OF 4r��
W
'b
d49(Od1109110
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in, fabricating, handling, shipping, installing and bracing:. Refer to and follow the latest edition of
i ru wuni wcdtrurib srrown for ermanent lateral restraint or wens snan nave Dracm Insialle0 per t5G51 sections t33, B/ or bi 0,
icab e. App y pplates to each face o 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 Buildingq�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 bracinciof trusses. A seal on this drawing or cover pa e
us drawing, indicates acceptance of professional enQneenng responsibility solely -for the design shown. The suitability and use of this
for any structure is the responsibility of the Building DDesigner per ANSI/TPl 1 Sec.2.
ALPINE
AN COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
More information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslrv.com: ICC: icrsafe.oro: AWC:
SEQN: 249606 / JACK Ply: 1 Job Number: N334496 Gust: R 8975 JRef:1X3L89750071 T11 /
FROM: LPM Qty: 4 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1316.28811
Truss Label: CJ5 KD / YK 03/10/2021
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Soacino: 24.0 "
11'2"5
12
6
M
9)
CV M
M
B
1 A 8'8N
D
4' 11 "4
1 1 4'11"4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: 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.
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): 0.005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.549
Max BC CSI: 0.257
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /-
/200 /88 /152
D 89 /- /-
/51 /- /-
C 118 /- /-
/85 /116 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
+IIII I IIrpffep
No
86367
H WA
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*� SATE OF
Ile
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�00o C't �a; � ORi�P
�,o l) �•®®fl® e
+��ld(1i1981®b�8�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary. _
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint otiYwebs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face. of truss and position as shown above and on the Join gDetails, 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 nN "wcoMcnNv
truss in conformance with ANSI 1, or for handling, shipping,, installation, and bracing4of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional emmneering responsibilitty� solely for the design shown. The suitabilify and use Nis
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2496071 JACK Ply: 1 Job Number: N334496 Cust: R 8975 J Ref: 1 X3LB9750071 T26 /
FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21468
Truss Label: CJ3 SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacinq: 24.0 "
4"3
V
1, 2'11 '4
211 "4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
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
10'2"5
(M
� c7
N
81811
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 A /- /156 /71 /99
D 50 /- /- /27 A A
C 63 /- /- /44 /64 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#
�t*♦�iaQtlFl�illpP
%.10 Wok
4 �
No, 86367 0
® +s
alp STATE OF eQ
to ORIVO
QN,
At.
b
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING
*'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) 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 ri4id 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 otruss 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 B uildiyhcL Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN mvwrnvANv
truss in conformance with ANSI/TPI 1, or for handling, shippingi, Installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en Ineerrng responsibiliti solely or the design shown. The suitabiligy and use of this
drawing for any structure is the responsibility of the Building4esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821
SEQN: 249608 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef1X3L89750071 T27 /
FROM: LPM Qty: 4 , A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22233
Truss Label: CJ1 KD / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
SDacina: 24.0 "
12
6 C
B ,--I
A
D
2X4(A1)
1, aTB 11''4 B
11 4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
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):
Deft/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
OMAR
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- /145 176 /45
D 11 /-2 /- /14 /10 /-
C - /-15 /- /29 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
WAk
o`�-�d�®pe•a�°�i PLO
�.J o
0
No, 86367
STATE OFWO 0
4/�b
�DN AI. �
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per SCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face o truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$c�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANrt CQMPA
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin44of trusses. A seal on this drawingor cover pa a 6750 Forum Drive
listing this drawing indicates -acceptance of professional engineering responsibili�t�r 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:249609/ HIP_ Ply: 1 Job Number: N334496 Cust:R8975 Met 1X3L89750071 T16
FROM: HMT Qty: 2 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21610
Truss Label: HJ7 KID / WHK 03/10/2021
5'3"5
5'Y5
9'10"1
4'6"11
12'2"3
12
4.24 E-- a C4
v
m
M �
v
B
a 3 A
i
FE
2X4(A1) =4X4
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld,7 7. 00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
1'5"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.0E;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") nails at bottom chord
9'2"2
9'2"2
)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: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
7.11
9'10'1
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.040 F 999 360
VERT(CL): 0.076 F 999 240
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C
Creep Factor: 2.0
Max TC CSI: 0.546
Max BC CSI: 0.416
Max Web CSI: 0,260
EW Ver: 20.02.00A.1020.20
v � � l
�CEN 43
NAA0.8W pp636�7
m �e �r
®� 4 STATE flE a 4�g
��
a
0 ti
,
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 326 /- /- /- /154 /-
E 364 /- /0 /- 184 /0
D 214 /- /- /- /177 !-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
MID
e98ti1lEiI,sO*
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING'* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingp 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. 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 ANRWCOMVAW
truss in conformance with ANSIII Pl 1, or for -handling, shipping,, installattion and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawin indicates acceptance of professional en ineering responsibility solely for the design shown. The suitability and use of this Suite 305
drawing for any s ructure is the responsibility of the Building Designer perANSI/TPI 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
Gable Stud Reinf orcement Detail '
ASCE •7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
fir, 12n mink Wind IZ-Pri 19, Menn btoinh+ P. +i,,ii r....n v,. - inn
S
2x4 Brace
Gable Vertical
Spacing 'Species Grade
No
Braces
(1) lx4 'L' Brace x
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace xIa
Q) 2x6 'L' Brace IR
(2) 2x6 'L' Brace )K31
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 #2
U
S P P
#3
3' 8'
5' 9'
6' 2',
7' 8'
i' 11'
9' 1',
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
H P
Stud
3' 8'
5' 9'
6' 1'
1 7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
p
Standard
3' 8'
1 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,
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
1 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'
(u
D rr L
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'
8' 4'
8' 11'
9' 8'
10' 4'
13' l'
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 Pf
#3
4' 2'
7' 1'
1 7' 9'
8' 9'
9' 1'
10' 5'
1 10' 10'
13' 9'
1 14' 0'
14' 0'
14' 0'
U
u F
Stud
4' 2'
7' l'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
QJ
O
rl
Standard
4' 2'
6' V
6' 5'
8' 1'
8' 8'
10' 5'
10, 10,
12' 8'
13, 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S
#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, 61.
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
(1)
D fr L
Stud
4' 4'
6' S'
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' l'
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'
�f
U
u
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'
1 8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12' l'
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'
c-t
DFLI
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
13' 7'
14' 0'
14' 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 CO
11
514\ Earth\ City\ Expressway
\ \ Suite\ 242
\ \ Eanh\ City,\ MO\ 63045
�ymm
About:
18,
L
'L' Brace End
Zones, typ,
2x6 DF-L #2 or
better diagonal
r
brace) single
8,
or double cut
(as shown) at
upper end.
14N `U� Refer to chart aboTie
-VARNING!" READ AND F111.LOV ALL NOTES ON THIS BRAVING!
,IKMTANT-- FURNISH THIS BRAVING Ta ALL CONTRACTORS INCLUDING THE INSTALLERS 6
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer to and
allow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety
•actices prior to performing these functions. Installers shall provide temporary bracing per BCSL
'less noted otherwise, top chord shall have properly attached structural sheathing and bottom chor
'all have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint of webs
'all have bradng Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face
' truss and position as shown above and on the Joint Details, unless noted otherwise.
rfer to drarings 160A-Z for standard plate positions,
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc
Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
-tallatlon 8 bracing of trusses.
A seal on this drawing or cover page Listing this drawing, Indicates acceptance of professbml
gineerlrg responslbltlty solely for the design shown. The suitability and use of this drawing
r any structure Is the responsibility of the BuMding Designer per ANSI/TPI 1 Sec2.
Fovr more Information see this Job's general notes page and these web s�17>z
ALPINE' ww.alpineltw.coml TPI, wwwApinst.orgi SBCA' ii-sbcindustry.orgi ICC,
3enring �
r1a g fJE"v( icoLL%
S 00-001
Bracing Group Species and Grades,
Group At
S ruce-Plne-Flr Hen -Fir
Stnndnrd #2 Stud
#3 Stud #3 Stnndnrd
Dou las Fir -Larch Southern Plne*w)m
#3 #3
Stud Stud
Standard Stnndnrd
Group Bt
Hem -Fir
#1 & Btr
#1
Dou (as Fir -Larch Southern Pinerrwt
#1 #1
#2 #2
Ix4 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 wades,
Liable I russ 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) nails,
)K For (1) 'L' brace, space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones.
)KFor (2) 'L' bracesi space nails at 3' o.c.
In 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 807 of web
member length.
II Gable Vertical Plate Sizes II
Vertical Length
No S lice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11' 6'
3X4
Greater than IL' 6'
4X4
I+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
not addressed by this detail.
X. TOT. LD, 60 PSF
MAX, SPACING 24,0'
F ASCE7-16-GAB16015
TE 01/26/2018
WG A16015ENC160118
'T
Relnfo
Memk
Go
Tr
Gable Detail
Fnr I Pt —in VPrtirn I,-
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
to that covers the total area of
upped plates to span the web.
„ 2*2X4
*2X8
Provide connections for uplift specified on the engineered truss design
Attach each 'T' reinforcing member with
End Driven Nails -
lad Common (0.148'x 3,',min) Nails at 4' o,c. plus
(4) nails In the top and bottom chords,
Toenalled Nalls-
lad Common (0.148'x3',min) Toenails at 4' o.c, plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load,
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, §g CI dl�ft/f
A18015ENC100118, A20015ENC100118, AP-0015END100^1� 0,
A11530ENC100118, A12030ENC100118, A14030ENC1 Wb (prmal1 /
A18030ENC100118, A20030ENC100118, A20030ENA0�03gg
S11515ENC100118, S12015ENC100118, S14015EN 0118,16S18015ENC100118, 520015ENC100118 S20015E@}110011a S 5P 1 8
S11530ENC100118, S12030ENC100118, S140301�C1001 SlBOl3AEti / 0
S18030ENC100118, S20030ENC100118, S2003�ND illi.8, S20030PED100118 p
YY�II @
See appropriate Alpine gable detail for maximu't unnieInforced'aa vertical is
ro ° gTATE QF a
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail),
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord,
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member,
✓eb Length Increase w/ °T' Brace
'T' Relnf.
Mbr, Size
'T'
Increase
2x4
30
2x6
20
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) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
v
W
PI
wwI'MP[IRTANTm F LRNA NINSH wTHIS DRAWDIG TAND O TO FOLLOW �TTRACTORS MCLUDDB4w TINE uurALLERS. e°f
Trusses require extreme core N fabricating, handling, shipping, installing and bracing. Refer to and
Cott the latest edition of HCSI BuRtling Component Safety Information, by TPI and SHCA) for safety
prac*ices prior to performing these functions. Installers shalt provide temporary bracing per BCSL
unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord
shall have a properly attached rigid ceUing. Locations shown for permanent lateral restraint of webs
shall have bracing Installed per 11.1 sections 113, B7 or 1111, as applicable, Apply plates to each face
of truss and position as shown above and an the Joint Details, unless noted otherwise.
Refer to drawings 16CA-Z for standard plate positions.
p�
X" ®o �i'''� ° r`�
n
d� lJ`®�r ,�
/ VVY
/�,V,pyj,ri'11� Y
// \0
aeit�aai�rsti
REF LET —IN V E R T
DATE 01/02/2018
DRWG GBLLETIN0118
AN ITW COMPANY
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from
this &owing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
Installation & bracing of trusses,
AX, T❑T, LD, 60 PSF
115141 Earth\ Cit 1 Expressway
v P v
\ \ Suite\ 242
e A ne at on thisdrawing or cover page listing this drawing, Indicates acceptance of professional
ngl ng responsibility solely for the design shown. The suitability and use of this drawing
for any structure Is the responsblllty of the BuRdtng Designer per ANSI/TPI 1 Sec2.
DUR, FAC, ANY
\\Earth\City,\MO\63045
For more Information see this jab's general notes page and these web sit fW}78
ALPINE, www,alpheitw.comi TPD www.tpinstorgl SBCAi ■ww.sbclndustry.org) ICG v IL f
Yoonhwak Kim, FL PE#86367
MAX, SPACING 24,0'
Valley Detgil - ASCE 7-16: 180 mph, 30" Mean Height, Partially Enclosed, Exp, C, Kzt '1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
3" Attach each valley to every supporting truss with:
535# connection or with (1) Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph, 30' Mean Height, Part, Enc,
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1,00
Or
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc,
Building, Exp. D, Wind TC DL=5 psf, Kzt = 1,00
Bottom chord may be square or pitched cut
as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web, same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
installation,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0',
4X4
3X4
2X4
12 ley
12 Max, Spacing
2X4 X4
Pitched Cut
8-0-0 max Bottom Chord
Square Cut
Bottom
Stubbed Valley ❑Ptional Hip
Valley
Chord
End Detail Joint Detail
Valley
4X4 **
/
12
o m n T^usses
12 Max,
t 2 ' o, ,
�1i11i fl pal
�I
(l S t
JX3IX3
6-0-0
�\0�OA 6 0
tlk
41X31X3
<MCL Spacing3 2X4 Q �,CEN
5X4SPL
L�� �®
Na, 8
z Corer,
20-0-0 (++) -*0 @
r T usses Partial Framing
w
Plan
Supporting trusses at 24' o,c, maximum spacing. ®
VIL
STATE OF ®cam
■■Dwa(TANr■. i u� NG!" R nRAv�wG —TO LnW ALL N=TDRN �uBRBRAVINGTHE nurALLERs
Trusses require extreme care In fabricating, handling, shipping, Installing bracing. Refer to
.'C� @m OR��� o r
@�g� •
LL 30
30
40 PSF
REF VALLEY DETAIL
DATE 01/26/2018
and and
Po 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 BCSL
S1 @ m @ g @ b�
d (1
p r
T L 20
15
7PSF
DRWG VAL180160118
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord
shall have a properly attached rigid ceittng. Locations for lateral
f',edl+��aiEl►►�e+
C DL 10
10
10 PSF
shown permanent restraint of webs
shall have bracing Installed per BCSI sections B3, B7 or BIG, as applicable. Apply plates to each Face
PI
of truss and position as shown above and on the Joint Details, unless noted otherwise,
Refer to drawings 160A-Z for standard plate positions.
LL 0
0
0 PSF
55
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviatlon from
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
T T. LD, 60
57PSF
AN ITW COMPANY
\ 15141 Earth\ Ci \ Ex resswa
tY P y
Installation 6 bracing of trusses.
A seal on this drnr4g or cover page llstFg this drawing, Indicates acceptance of professional
engineering responsWllty solely far the design shown. The suitability and use of this drawing
UR,FAC.1.25/
11Suite\242
For any structure is the respons&iGlty of the Building Designer per ANSI/TPI 1 See2.
1.33
1,15
1.15
\\Earth\City,\MO\63045
For more Information see this Job's general notes page and these web sites
ALPINE, www4lpineitw,comi TPI, www,tpinst.orgl SBCA, www.sbclndustry.orgl ICO wwwlc
SPACING
24,0'
Malley, Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better
Bot Chord 2x4 SP #2N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�"* Attach each valley to every supporting truss with:
(2) 16d box (0,135' x 3,5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on
supporting truss material at connection location:
170 mph for SP (G = 0,55, min.),
155 mph for DF-L (G = 0,50, min,), or
120 mph for HF & SPF (G = 0,42, min,),
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses.
Bottom chord of valley trusses may be square or
pitched cut as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web, same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
Installation.
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord.
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0',
All plates shown are Alpine Wave Plates, 4X4
3X4 2X4
12 Valle
12 Max, � Spacing
2X4 X4
Pitched Cut Square Cut Stubbed Valley Optional Hip
— 8-0-0 Max Bottom Chord Bottom Chord End Detail Joint Detail
Valley Valle
4X4 Toe -nailed / y
12 (or min T^usseE
;;IX3
x, t 2 ' o, ,
X3 ,, Iltlfi tp
12 0° N W , Pd ll S t
6-0-0 10 Max. �� e a to ® * a 4
1X35X4/SPL CMax Spacing) G���\�i� e�
1X3 1X3 2X4 a o•o
Q e No. 8�t1gorlog220-0-0 (++) o a_ 2 u o s Partial Framing
Supporting trusses at 24' o,c, maximum spacing, ® Plan
STATE OF
—VARNMG-- READ AND FDILOV ALL NOTES DN TWS DRAWING! a�, 0 ,/�� a����y .
—DIPORTANrr. FURKSH THIS DRAVIM TD ALL CDNTRACTORS DICLUDMG THE DUTALUM& O ^A-0 " `o Q..- `�a C LL 30 30 40 PSF REF VALLEY DETAIL
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to an 1 ®e 4• ®� ®
follow the latest edition of BCSI (Bultding Component Safety Information, by TPI and SBCA) for safety U� { DL 20 15 .7 PSF DATE 01/26/2018
practices prior to performing these functions. Installers shall provide temporary bracing per HCSL ®� ` / u
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord
shall have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs �/ ° BC DL 10 10 10 PSF DRWG VALTN160118
shall have bracing Installed per BCSI sections 13, 17 or BID, as appllcable, Apply plates to each Fnce 404d,lj�j11ia1 C LL 0 0 0 PSF
lAfPIN of truss and position as shorn above and an the Joint Details, unless noted otherwise
Refer to and position
ion as for standard plate poe o s.in
Alpine, a division of ITV Building Components Group Inc shall not he responsible for any deviation from [IT.LD, 60 55 57PSF
this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shlpping,
AN ITW COMPANY Installation 6 bracing of trusses.
A seal on this drawing or cover page Ustkg this drawig, Indicates acceptance of professlonnl
11514%Earth% City\ Expressway engineering responsibility solely for the design shown The sultab0.lty and use of this drnwkg
\\suite%242 for any structure Is the responsibility of the Budding Designer per ANSI/TPI 1 sec.?- DUR.FAC. 1.25/1,33 1.15 1.15
1\Earth%City,\MO\63045 For more Information see this Job's general notes page and these web t SPACING 24,0'
ALPIND ur.dtpineltw.com; TPD rww,tpinst.orgi SBCAi www,sbctndustry.orgi ICG o
,.•
1 0 VALLEY FRAMING & BRACING DETAIL
R
BC
1/2
O1
Lumber Size and Grade-Minumum Requirements
GENERAL NOTES
Purlins required 2%0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a,
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: W-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
i» +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
ce 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)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
('•) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
4 16d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Crioole to ourlin
316d toe -nails
CKJAKCVJCU) 13. Collar beam to rafter 4 16d toe -nails
CRIPPLE, BRACING, 8 BLOCKING NOTES
NOTE:16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'.0" Ion
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge
of 'T
crip-0' ple with 10d f0.128"x3.0") nails at 6" o.c. " or scab must be 90 % of cripple length.
Cripples over 10' 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 requiremen
Nails are common wire nails unless noted otherwise.
� EIV •'•• • � y,
Six• �� S�
I
(A) 1 (B) �`*)
—WS401Iiw• W-0 NO Ftuov N.J. tines ON nas WA%fDQ — •
..aPQtTMT•w FUMESTr UGS MAW= M ALL CONTRAclsrs Itxumntc TRC INSTALLERS = ; - * � LL 20 30 40 54 REF VALLEY FRAMING
Trvsses r.qure xtr•ne care b, fubricatbq hwvA[ g, shippYy, tnstattkv and brucNg -Refer to m.d
folla. the latest edMm of BCSI GLAldiry Component Safety Infornatim, by TPI and SRM for saf : ; '1_€ DL 10 20 7 7 DATE 10/01/14
pra=s prior to perforning these functbm. Installers shall provide tenparnry tracing Per I •
unless noted oth r-.tse, top hard stun have property attached struct—ot sheathing —d bottom : STATE OF 9 � �C DL 0 0 0 0 DRWG VACNV1801015
shall have a properly attached rldd eeUnp. Locatiom shown for pertunent laterat restraint of •
d (j �F� Ft� of have and
position
installed per BCSI s d on the
B7 nt B10, as —Less
— d$ • -.
I�i�\`V'II nppl Apply plates to each fa '3
I� V of tens and posttlan ns shown above pt on itsi Joint Befalls, unless noted otherwise. '� •
Refer to a-a.b,pw 16oA-2 for standard Plate positions. �� �•••• L ORIpP•.• a C LL 0 0 0 0
Alpine, a aHdon of ITV BAding Conporrnts Fra,p L-_ shall rot be responsot. for ery devi tion Fran p ••!•y.....e•• Qc
AN RWCOMPANY this drowbq, any futlure to build the truss in conformance with ANSUTH 1, or far hard&Q, shipping, 'z TOT. LD.30 50 47 61
Imtanatbn 16 bracing f tr�ww.w. S�oNaL E�
e, �Akseeeartb,apn his dro.Yp or, cover poor Udseftstagr, this drowbrg, biamtes acca$ft : of profesaonot p�
for ary str+ctr.vi is �rtyrer-oe� the
of tl,r � arst��,.r�hpn. Aea T`�l t S-2. �'°'`" nta"`� DUR. FAC. 1.25/1.15
Eafth Lakefront Drive
EaM1h City, M063006 For, rare .1tv V T see this Job's Vernal notes pope and these web sltea
alrOEr ...alpixltwconl TPL ....tpinstorgl sBUv ....sbdna,se-yore, Ice, ....i�afrorg (� 2 Q(� SPACING SEE ABOVE