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HomeMy WebLinkAboutTruss Engineering Package14'-0° 4'-4° 21'-4-
39'-8°
Total Truss Quantity = 57
REFER
PACKOR
DONNECD«N.
.t
TYPICAL 7' SETBA
CORNERSET LABEL
AND SPACING
I N
1� I ..mot..: s`...�) � �✓
Reviewed for Code
Compliance
Universal Engineering
In Sciences
?•s � .f � & °T� }Aft n.. {.,.�
P&u& ✓c &�l
nDs IS A Tsar wcEHENr PFLNL nS DGENDEO m Am IN THE DATALATIM is rsIS M Mmalm Torus uMvlNcs A!m NEMEIMPALS strEIrEDE Dst>ENr.
Labeled End Mark
CM ES IN RAN BECO! TR= EM DMMM PARR
ATUOAR EN LA ntrrALACrdN IM TRUSSES LOS DICAJDS Y ARaDTECfIFAi
g
1C DI�DM BEDlrr' A 9r mm Em wm%E
lLLRyt.r ait®t mrRT>ot
ILL K= aatl. = rAilam Trr2T1O1 mTy 11Ana. Alm tit WNW)
w1O1pior Dlr a ALTG TCD>a YrrlWr ma01r t► ilO vOVAnor
aNl® viL lm ! ADaI® vrnWr rr✓mt vATr1W ATmVAL Ir/
r°' �,� vAux Mer c A®rmx asau Tv rrwtr nc taro
DPI „TIC W TRDGi. 11alAS Aq p
SmDi To nmi/LATIaI AID �7>s MIT IMID NC MAL3 r6i TIC
mixt>m vrammo a¢Is
taRVAS a3YN11Olr Ar G1iWrrW t>taRACIW m NQ✓SA� 7C
m-Ba-wer - _
Thai Alm RRf
fib iglffi.S AP2 >�ET al aafD xp AV® RT+AOfi
-
WrM
cm� a V I Twm
Tit tAi m1PT.i SEiaal RAAlMi JJMTAT aAvlD r
mtiC R ALTCC tm TRH >al R. mmlt>r®rm a MA W 1 M rAlmii tA: i®M�NIa 1®t IDi D�tl1Mi A1�iN➢ppl}E
g AfiPTARN aAa>a AAIF7rmIIi mI AFf�AanM tiiYM EO3 FiIIlria PAtu Ltiv CA TRai a TRa>a, r >mt
MIIO IC u OIETMIICIM T ANIQ R Mt.1A a4�m1ID1 rMOA fOl LAi
NEiI� uMa DI CYSLfNA ®IlRAC1YQ w
Mlii A LID TREE g
W
16W S )m®G DAmailRAlIAL
@)/
IASxEMA
F
General Notes
1) AD paldEl Chad bo m, flat Insxn and flat
9Nai !— to top d-d px6* PaMW 7—
to be tuhtLd gnn " up,
2) m be S ff peat HISRB udiea allmMia
3) Mb toad-t Is 2r O.C. a lm oft
4) Rr True PA. I a & BCS41 Iimtmudatin
Pon— X-bmdN dtadd be plead A a
madman Radtq 15 O.C. =cm fle Mn, m
be repeated A a mmSnan of 20' behen .ach
Fla® mrler OM- 1 far w7 adddlad haft
MAL
ROOF LOADING SCHEDULE
BC LL :0 PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
WIND SPD/TYPE= 160
ENCLOSED
BLDG EXPOSURE — C
USAGE — RESIDENTIAL CAT H
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
T ss mm ibff desip$ connector plates
are dined forASCE 7-1a and ma. .—
forces from both components and claddings
and main wind fume UcSi,n n, vstcros.
These w.. nave been m i-W to cam an
additional 100 psf aon—ncu-ant bonom churl live
load.
FLOOR LOADING SCHEDU
TOLL PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
AIL REACTIONS AND UPLIFTS
ARE SHOWN ON ENGINEERING
WALL KEY
® 0
DESCRIP 10N INM DATE
va jml m M rala4
w �r SAE" av tTam W vans
s ®. C ANn 7m 4
0 0r xD, ww lcv vnm !n 7n ..
arm to In r 4
im en lArt vrm
R ll! atP 89I
R OrmVINU1Rmx1OC n 31A
Q MIDO IRV. YR4al1 1A61�
LOAD/ DESCRIPTION INIr. DATE
m to trn rTRTu
Ma I¢V. Iv A®MIaR AN i.oTn
■n MARL 1931= lirr Tnm
In to .rrx unva
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE 0. N. V.
WINTER HAVEN FLORIDA 33880
PHONE'
(800) 959-8806
FAX- (863) 294-2488
BUILDER D.R. HORTON STATEQIDE
PROJECTCREEIME --
MODEL 1828/CAU/4EBB
CCA PROJ/MODEL/ALT
7A6/ 320/182EC.E
ALT DESC
OTC 3324 HOMESTEAD DR .--
LOT 91 BLOCK
DESIGNER PAGE
RFS V0 17 1
'1334496R 4 °=1'
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
DR HORTON STATEWIDE
EA5�320 CREEKS IDE
Lot:
91�mm
. Block:
� Unit:
Address:
JobNumber: N334496
Revision Date:
Reviewed for Code
Compliance
Universal Engineering
mt
Sciences
New Load #: R101now
- f:
V
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
A IN
March 1.3,2019 AN rrW*c &I'PAN'y
Mr. Bob: Michael..
CarpenterContractors6f.Am&ri'ca,:Ihc'..
-3909 Avenue G, Northwest
Wiht6t -HdV6n,.: FL 33.860-62011
Re: Alt twations..for 6 single ply carried truss with a width than the hanger width, and .*
. . erpative it a .... carried . . I : . . . __ .. 0 .
wood.bloqk-i glqpchieyo fijl design load'value -for face- ountod.hanger
TO attachment 'O"n, a one ply
supporting girder (Reference Mail WMM2)..
Dear Bob,:.
For :a single ply carried truss with' a width le'st than "the hanger. width you canjhstqjfa. prefabricated jack
scab .truss: (*).for wood.. filler blocking. . The chord site%:chord.gTaOes, an Alpirietbrin 'ect6rplat6(s)to
be the. same :as the Single: ply carried truss.. The prefabricatedI jack scab truss- have a. minimum.
Jength of 481' and will have a. minimum pq 60 .:of,5112, The single ply carried truss shall have .a reaction of
3,500# or less. Attach prefabricated. a6k:scab,truss. with two. (2) rows'of 0.1 28"x3.0"'GUn Nails at'2'
O.C. per row, -staggered 1"(Sde Figur6 1 MOM. P166s6-.e&f& to th& Simpson strong Tie Catalog O-C
2QT9-
page 216 Figure: 3. for more information,
Figure 'I
For -a sing.16 pl,g1fd" : that requires wood to,ddhjeveJUlI design load value forface-mounted
y er:
hangers -attach one wood block to the back face of the single :ply girder with the Same size: and
grade as'the bottom. Obtd.. Ofthe. single ply girder. The.,wood: block I&ho.th to be Such thatAhewbod
.blocking -extends to eiiqljadjacent panel points ;(webs .and bottom. chord intersections):: Attach wood
block (I-withtWo:1row5.-Qf 028. x3.O'Oun Naiis at OJO.. per row,. staggered 3.0"applied Wthe
6766i#orum D.dve 8uite 305, Orlando F
L
www.alpineitwcom
"
~
lie to 'the,
iri
r-w--- -=r--�' '- ---- '--'-tio
—
__... ..... ...... ....... ... ......... ... ....... -'-____--___-----'....... ........... ..............
'-_-� -
T�he fi of prd.f6bH66ted kaokoombtt.u'.§sfor Wood ntmomd � to; achieve. fUU
�
design load. forh6ngprs
Must beapprpved bvth� �
-' _d ~'-aUdehd distances, ._'_ all' nail d6nnebtions nustbe to- .�of
If|canbe. of anyfurtber if youhave anyquestions, please7 niYenne a '
Chief Engineer-
O�Iapqloj FL
^ l�
r G75O'Fbh�nMO&&-GdkmO0G'OUnbdo`FL.$282l- (863)422-O886
�@wapn���pm
iil
ALPINE
AN WCOMPANY
Ap
ril 26;.:2019-
Mr. Bob Michae'lls
Carpehter'Contractors -of America, Inc.
,3060 Avenue 0, Northwest
'Win . tet HW6n, FL 33880-6201
Dear. Bob,.
.R6- Str6nobabk bridgiho'.6hfb6f trusses.
I understand -there is -sohid concern over our *fedomMendati6fis' f6rstrobbbackbridging on foof'trus'ses,
'8frongback- bridging for roof trusses is not.a -requirement p ANSI-w.TPI 2014.norfs� it. a req uirementof the
Building Corriponent -Safety, lnfbrm4iQ6-`J(6d-Sj .But strongback bridging, orY roof :trusses is
mm" n bridging
reco ede by Carpenter Co'h.trAdtQrp .6 f t. Amen6a: -St n r6'gb6dk es
tsem'' following two.
functions:
One, bridging aligns the- bottom -chords after -thpy: are. setso-y areuniform the u n pm, along the -ceiling
line h0"'Withceiling and " servjoOabifity.
Tw
o; bridging reduces e6lativd d6flect16ifi of adjacent trusses:,
Strongback bridgind'.doe's: iiot.-.-Pr6Vent or reduce -overall indiVidual deflection, especially -any e66f ttdsgeg,
!eq(_q! than
ti n -qpre a I . . . ....... ............ ... .....
4
.... .. .. ....... ........
Sirongoack- bridging in roof. trusses does not serve As terhp'o'rary or permanentbracing :and Is not.
intended to' .drJ`UidIst ib bet�veen trusses. Consequently, -no design load' i or sign loads.
.been accounted for'With this. detail and doritihUbLis- strohgback -�hdUld'not bb:attached between
common . and '- The. :of strongbacR bridging shall not.with `.interfere w .
, girder trusses.. use i. other, design
cbnsidetatibhs as specified by (116 Ehgi.h66r'.Of Record or the Building: Designer.
The outer ends of stro qgoackbridgiposhall be.-aftpched.-io a: wall or anothersecure end. restraint- of
apsppcified:by i116 Engineer of Record 6rAh' Bu'ildinO.D6sjgh&r,
Stroh *,back- bridging be fa. minimum of 2X6 •nomihai tUrnibe
9 r. oriented -With the depth vertical'. Attach
with ' —.01 a Wh
wl . (8) f6d common nails .(PjWx3.Y) nails - each intersecting member.' en -extending the
4
strdh back brid . ging overlap by At - . a.minimpm of . two trusses. fhe-location: of the. stron back: bridging. .
9
f6 se t
Ma�be: specified:P'Y"the. Tru§s Manufacturer,: Ehdi6e6r, of , R6dord, or Building Designer. _Ple� - refde-: o
BCSI "Strongbacki * P STk R-OR -.014 detatil into
.ng �rovistons"ortoNpine-.. T.... formore. .. rmption.The.graphic i
,§hoWh -(FigUrei-1) is for.genenc Jhustrative purpose only.
,6760 F:brum NveSuite 305, Orlando, FL 3282-1- (800) -52147K.- (863) 422"8685
1.
a
R
ALPINE
T. S -,'Jot
Figu.rel..
If Lcan be of any fUd-hbt assistance' or-9-you have: -.an . y questions; please; give. .me a call.
It.
Williat,fieKnek- kt
Chief'.E,pg't'qee �* r
Alpine an ITW:.Co.rnpany
Engineering' D605rtM'eht
-QeI6ndo!,- FL 32821.
67-6.0. - Forum Drive Suite:W5, OrlaM6 , FL: 3282.1 i (800) 521-9.790- (863).4224685-
www.alpirioit rTi
1
STRONUACK :BRIDGING RECOMMENDATIDNS
-All scab -.on blocks thaU b.e:.cx.minimum. 21X4.
:BRIDGING TOGETHER
'stress grgradedlumber'.'
M-All..-strpngback brIcIq1'ng .and bracing shalt :be :a.
Minimum 2X.6 'stress 61luHbe,
e -pprpose, of strondback :bricl6lhg Is
101; ATTACH SCAB WITH 10d;BWGUN
develop '(' o:cf sh rfng between' 'in
lop 0 DE c1li?IdabA irusses,
(0,28!04'�. NAILS ROWS AT'
O.C.
res�.Utlngi In 'an.Increase'. In -,-t . h
SCAB' .61
NOTE, 1N LIEU'OF- SPLICING AS* SHOWN,
St10nqssr..of,:the. floor system, 2k6,
LAP'!STR13NGBACk--VR1bGING MEMBERS-
Fi3k-:AT"LEAST ONE TRU=:1SPACING
st+rongbcxck bridging, pd-it-t1ohocl. joLt. In
STRONGMCK :SPLICE' . , DETAIL
cletc'XILs, Is recpmMenclecl .at 10' -4maxl>
NOTEi Details ;1 and 2. :cxle the �pt,?'Ferr;-L-oi, dttacthmen*t -ithoda
mL
-:The .. . .. g Pp rad 9 are som
terms. 'briabtri d --lb- h, F+ et1mes
ATTACH 413NGBACK TO _(3) 'COH
.WEB
mistakenly' •used- 1nt'e+rchange;ab(Y'.+ ' "Mr.adh6' Is. .'On
W 1QcVC13HHQN1
:coa4a?k3,)- OR
fmpprtc� + floor
Important' :sjtruct'Ur"�at k-�eo Of .4n . . oor
y
..NAILS
M10d BUX(GUN
or roof system. Refer to-� the Truss. Reslgh
2V0-0'), NAILS
-I,) , rq�*Ing tTDM. fdr,� "the,',br�qtInb rL,+q uV Vents 'for
each IndIVIdIC4.41 .truss component 'Bridging;'
partIcUtarly "stron&q..0k. s ;q-
.'a
recommehclatloh for truss !�ystem to, help
co ntro n: addlitior the:
dlstrjb+utlon of p6int Wads b.otwe&6 adjacent
truss. s7trongback brIdging servesto reduce
STRONGBACk ]AIhGING -ATYAbHM'Nt ALTERNATIVES E . -TERNATIV-CS
AN MCOMPAW
I a713 Mvi*"a
Wio 200
Maryland H010tz, MO 63643
w
OoUk.ICO. Or r.e..slauca vilorwulon.r,esuvulng: From
moving Pqht 1pqcls;-:;5;Uch PL-S-foots.tRps:
The e. performance- of. -oLLI 'floor systems -are
'i6h of stronglaack
enhanced by. the. IntAmtIat...
brIc(gInb acid therefore :Is. strongly recommended
by Alpine,
For. additional Infdematibn
bHolbing, refert.b. ;Bcs!, (Building Component
Safety' Information),
W; 14 117
LL F
TADL PSF I
i N6. 70861.
11C M PSF- I
PSF.
Di PSF
77
ENDED D.
_.._..O r ... , gL�:E1 -:o- '. rs,IWCr:.:xa, tip. w x +R r c HURE
N.
�..�C�`d�:����� �'�'� • �„4�t�':Q4J.�'. �TCI.: ���E?�`t�'- •�L,I?C1t� iwC}N�.•".xT'�C;DC�:°i''ifa'!V,12
OXIMUR
-APPF� RI ' �i' �•:>a:L�T���tl�.':D'8* �C 14. MR :LUMOSS,-'LA-TrAND.
-OTHER DATA NPt SH�th�'':����•�:'
ul-d.iaz",M l*ei�lt�. %tarr�a�� �aNR ��aQR:
1 f1 3iliit +" Caw' s ';l 112
� J lib, 'd5L. �f�t E! _ o. Im iHz
ar.pljsximb0K2.9,p"K !'fB''';1rcH iiTi1`o�.. k9
t".•. c. bloe'k e.Et'C1
r,y b-gmk ;- �R.�S'�'/'•'�`.rf i�l�!.Ci;... : ^,
•
::..,.
: ; k
......�xa��m••..�,.•7,::.;ri�::y.�,•.r-' . ,�•--=:+-.n*'xT_. .'�,�:r-w �.••%•,�.—��� ',+.:
MJ •
AXA
1 , ..,rWwew�c:aarr
• n i, ' f F
.v.
) :
.. ., i . ,f•.. :: r
• v oAR SS
a.W-.._.. _.. _ .._._. ........_.__..� _
iCALli. NONE
cd
a:•
.'ri coo. ta•'
o C2i 71
De
en.
-tin iio-.. - a -0,
L.
Cracked or Broken
This drawing specifies repalrs for a truss with broken chard
or web member,
This design Is valid only for sin to ply trusses with 2x4 or
2x6 broken members. No more tian one break per chord panel
and no more than two'breaks per truss are allowed.
Contact the truss manufacturer for any repairs that do not
comply with this detail,
(B) = Damaged area, 12' max length of damaged section
(L) = Minimum palling distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member. Applyy one scab per face.
Minimum side member tength(s) = (2)(L) + (B)
Scab member length (S) must be within the broken panel,
Nall Into 2x4 members using two (2) rows at 4' o,c., rows staggered.
Nall Into 2x6 members using three (3) rows at 4' o,c„ rows staggered.
Nall using 10d box or gun naps (0,12810', min) Into each side member
The maximum permitted lumber grade for -use with this
de -tall Is limited to Visual grade #1 and MSR grade 1650f.
This repalr detolL may be used for broken connector plate at
mid -panel splices.
This repair de -tall may not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tie-in loads,
s�
L L
� Typlcol
+ 0 + 0 + 0' + 0
O + O + O + O +
S2r
tagger
Member- Repair Detall
Load Duration = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Member!
Size
L
SPF-C
HF
DF-L
SYP
Web Only
2x4
12,
620#
635#
730#
8000
Web Only
2x4
18'
975#
1055#
1295#
14150
Web or Chord
2x4
24
975#
10554t
1495#
1745#
Web or Chord
2x6
1465#
15B54
2245#
2620#
Web or Ci1ord
2x4
30'
1910#
1960#
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36,
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4245#
4745#
Web or Chord
2x4
2975#
3045#
3505#
3835#
Web or Chord
2x6
43954
4500#
5225#
5725#
Web or Chord
2x4
:48' .
3460#
3540#
4070#
4445#
Web or Cord
2x6
5165#
5280#
6095#
6660#
Mlninum
L nb tones
e
L
S
\ `C1
L ;Di
jth^�
siance B /Jt! '
L
L
- Back Face loci Box (0,1291 x 3', min) Nails,
ro = Front Face 2x6 Member
- Trlpllee Row Staggered
Dl�innar li L
Nail Spacing Detail L L
saVARWNf,9■s RiAD AHD FaLOY ALL NGrfs oN TNIs nRAvlMal
wwWORTANTrs n MISM THIS WAVING TG ALL CWRACTDRE INCLUDING THE INSTALLERS.
REF MEMBER REPAIR
DATE 10/01/14
Trusses requVe rwtrrllf cart h fabrleatlna, ha Akv, shipInstQIIV and broelna Refer to and
fallow the latest rdltlon or 3=1 Ot Adhp Ccr4wwrnt Safety In(eMotlon, by tPl and SBCN for satrty
DRWG REPCHRD1014
pprrop'TEE prlr to perforNn0 ihtsr functlans. Installers ■hall provkM NnpororYy ���rae:p par 7CS1.
U,less noted other■Ista top chord shall hays properly ottachtd structural sheathylp and botton chard
�.
Q PO1�
shall have a properly ottadFlrd rigid arl4+o. Loeatlons shown For pernonent lateral restrahi of webs
"it haw braehp hrlall■d per B I se )3 27 or 220. as appuaablr, r" plates to each face
of truss and posHkn as shown above and on the Jalnt Brtaesi uMless notecd�,otMrvlse,
I.L.=
AN ITIN MANY
Refer to *411incl If0A-2 /r standard Plate pesltlsn. Atphe, n dNblon of ITV 1u0.tl1np Components Ore Inc, shall not be rsspenalble for o devlotion from
this dranlnp, any, /al ure to bold the truss h� eon�ornancr wkh ANSI/TPI I, r for i+ond q, ahippl a
,
YutoAotlon s. ioradnc o/ trusses.
A seal'on ills aMawife x rover gappee Ila eke this dro■F+p. hdmtes aecepianes pF pr'oFesslo
srph+.eAar rrspmelblltY,, solely for * deslan shown. The svltobtlty and use of this draikV
for any ucture is il. rsspand A of iTx Juk" Deftmsr per ANSLiPI I Sect,
i
.
A
SPAC%G 24,0' MAX
13388 LakeAvnl Odw
Esdhaky,M0A3045
For pen Infornotilon err thlr Job'• general Doter ape and'thest web sltesl
ALPINO wws.al ntltw.eenl TPI, vw*30at,or01 SaCA, ywwebcn uctryarp, 1CG wwwJccsafs,arB
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0
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'OT
P91 v
511pu-pat PST. S
BultijiDils Uf
'S
. .
All poj! p 8pRtq-oq. -Iu;atP4*IMV-
,-_4.PST
V.
—ua—u—ju !—Tfy"—u
idKI
P,'..DM;Pj P4, _ul .kupp—
')(VW (CII-) jod or. pulo (-U);sd
MGM HaildmLdvu
dx3-'pafOl5u3 Ndw OVOT-) -'33SY 40, iunii , jkl?W**'Jd'
... ' 0 1 -, ..0 d
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41ddV,
ORIAN, Yjlla
- 0�04* u,uvAspI , su! , t da.
. bf if"I
19 uT 6 T -
NICIeWil- Oil
TI
a
S73W.AVH
UUTkL A2I3A'I`WV3B
Waqw.
P?
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-.101*9H %
(51a)
(3 WOS
ifpcig
14f�.Ujnd
. U909-MAII
pug azi aRu -aq ri-1
Simpson.. ... Construction Connectofs
.Face -Mount Hangers - I -Joists, Glulam and SCL
fi
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
21/z x 16
IUS2.56/16
MI1.12.56/16
U314
HU316 / HUC316
21/z x 18 .
MIU2 56,/8
`HU316 (MUC316'
21h x 20
MIU2.56/20
21hx•22`
to 26 '
MIU2.56/20
29A6 x 91/4
to 26
3 x 91h"
MIU3.12/9-
.HU210 2_/ HUC210-2
3 x 111/s
MIU3.12/11
HU212-2 / HUC217-2'
3'A g(ulam `
. _
,�.'LGU3:25-SDS
HU3:25/12 ( HUC3.25/
HU3 25/16 /
:HUC3 25r'16
HUCQ216-2-SDS
HGUS3.25/10
HGUsi25h2,
31/2 x 51/4
HHUS46
HGUS46
. 31/zx71/aaHHUS48
.HUS48
�.
HGUS48 1�
31h x 91/z
IUS3.56/9.5
MIU3.56/9
U410
HUS410
HHUS410
HU410/HUC410
H000410-SDS
HGUS410
LGU3.63-SDS
MGU3.63-SDS
Dimensions "' Fasteners '
i (m) Allowable Loads
Regd.l11
Uplift
(160),
Floor
(100)
"Snow
,(115),
Roof
(125)
)-Floor
(100)1
I Snow
oigl
Roof
(125)
,
•
-
25/s
16
2
Min.
(14) 0.148 x 3
-
70
1,660
1,805
1,805
1,425
i,555
1,555
Max.
(16) 0.148 x 3
-
70
1,805
1,805
1,805
115551
1,H511.5.55
•
-
129/16
157/16
21h
-
(24) 0.162 x 31h
(2) 0.148 x 11/z
230
3,455
3,920
4,045
2,970
13,370
13,480
•
✓
29/16
101/2
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11/2"
970
1,945
2,205
2,37511,675
1,89512,045
•
✓ 129/6
141/a
21/2
-
(20) 0.162 x 31/2
(8) 0.148 x 11/2
1,515
2,975
3,360
3,610
j 2,565
2,895
3,110
IBC,
•
29/is
174,r "
'21/2
'- .
` (26) OM
t2) 0:148"x 11/z ' `.
-230
3`,745
,4,045'
4,045
f3,220
3,480'3,480
LA
•.
%
29/i6
1, 1/a; ,
�2'Iz��
-
(20) 0.162 x.3?lz'' r
' _(8)•0148 x 1 W'
1515,
2,975
1 3,360.
3,610.
2,565
2,895
�3,1110
•
-
29/16
197/6
21/2
-
(28) 0.162 x 31/2
(2) 0.148 x 11/z
230
4,030
4,060
4,060
13,465
3,495
3,495
•
✓
29/6'
197h6
21h
-
(2$)-0162 x3y/i
(2) 0:148-x 11h
230
4,030
4,060
`4,060
3,465.
3,495
3,495'
29/s" wide joists use the same hangers as 21/z" wide joists and have the same loads.
-
3'%BI
y716''
L%2
10):U. 104 X 392
`tL)'UJ'+?JX 1 %2,'
L6U
L,3U3
L,01.�
LOLU'
I'Mu
L,14J,
L,4L0
✓
1:3'/6
J-, 81%
121h
I Max:
{18) 0.162 x 3'/i
{10)°0 148,x 3
1795'
2,680
31020.
3 250.'
2,W5
2,605
2;800'
IBC,
1-1
131A
111/a
21/z
-
(20) 0.162 x 31/2
(2) 0.148 x 11/2
230
2,880
3,135
3,135
12,475
12,695
2,695
FL,
" •
✓
31/9
109/16
21/z
1 Max..
(22) 0.162 x 31W,'
(10) 0.148 x 3
1795
3,275
3,695
3,970
2;820'
3,180
3,425-
LA
2 ,•
:
13'/4'
11 W .
21h
=
(24)'0.162 x31/2
.' (12) 0148`x-3.
,7u5
3' 570'
4;030`
�4;335
'3;075
3,470
3,735
•
•
vi
3/4'
1311i6
-:
21/2
,
Min
Max.
. (20) 0162 x 31/z
(26) 0162k 3'/z
(8) 6,148 x3
,. (12); 0148 z 3
1515
1,7,.5'
2,975
3870
3,360'
4,365;4,695
3,610
2,560
3,330'
2;890
3,755
3,105',
4,040�
-
3y/a
9.',+;"
, 3
7,
{12)1/4; x 211z'; SDS
{6)1/a'.,X'211z' 'SDS
2 3A5'
4, 15
: 15
4, 315,
3;f 00
3,710
u,71rJ`
FL
31/4
4
-(46)02
(fi062x 3h
4,095
,0610
9,100�
-9,100,
7,825
7,825
7,825
1BC,
!"
31/4
I -i45/s"
4
=-
-'(56) 0162.x31h: ,
{20} 0 6? x 3'1z =
5i040
9,400
9 4'
9 400
086"
8,005
;8,085,
FL
I'' 8 to 30 :
41h
-
06)'A 'x 211z" SDS
(12)1W,!)(21/,'.SDS':
-5,555
6;720
3 i
r, xJ.7
;4,$40
�.2 5
5i265;
•
4-.:3'/4
-
35/a
51/a
3
-
(14) 0.162 x 31/z
(6) 0.162 x 31/z
1,320
2,785
3,155
3,405
2,395
2,715
2,930
•
-
35/s
06
4
-
(20) 0.162 x 31/2
(8) 0.162 x 31/z
2,155
4,360
4,885
5,230
3,750
4,20014,500
a
V.-/bl
Y/b,
+
,kL j,V.,V4lA Nl4
k.)V.�A VL
,i)IVIJ
1,vv ,11'11j
• •
' =)
35/s
7?I61�;
4
-
(36)j0.162 X 31h,
",(12) 0162 x 31h 13.235
7,460
,460'.
7,460)
6 415
6,41516,4151
• -
35/s
9'/2
2
-
(10) 0.148 x 3
-
70
1,185
1,020
1,160
11,250
•
-
399
8'�s
21/2
-
(16) 0.162 x 3'h
(2) 0.148 x 11/z
210
12,305='
1,980
2,245
1 2,425
•
✓
39/16
8%
2
-
(14) 0.162 x 31h
(6) 0.148 x 3
970
2,015
2,285
12,465
1,735
1,965
2,120
•
-
39/16
8'sAs
2
-
(8) 0.162 x 31/2
(8) 0.162 x 31/z
2,990
2,125
2,420
2,615
1,820
2,070
2,240
•
-
35/s
9
3
-
(30) 0.162 x 31/2
(10) 0.162 x 31/z
3,565
5,635
6,380
6,445
4,845
5,486
5,545
•
✓
39/6
NA
21h
I -
(36) 0.162 x 31/z
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
6,415
6,415
6,415
•
-
39/I6
9
3
-
(12)1/4" x 21/2" SDS
(6)1/4" x 21/z" SDS
2,265
4,500
4.500
4.500
3,240
3,240
(3,240
•
-
3%
91'A6
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
7,825
7,825
( 7,825
IBC,
•
-
3%
8 to 30
41/2
-
(16)1/4" x 21/2" SDS
(12)1/4" x 21/2" SDS
5,555
6,720
6,720
6,720
4,840
4,840
14,840
LA
•
-
3%
91/4 to 30
41/z
-
(24)1/4" x 21/2" SDS
(16)1/4" x 21/2" SDS
7,260
9,450
9,450
9,45016,805
6,80516,805
• -
,35/a
11 t/,,
2
-
, (12)'0.148 x 3
_ -
70
1,920
T,615 j,1,*
11226
1,39011,485'.
114
'46 See footnotes on p.150
THA/THAC
Adjustable Truss Hangers
�j
e
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating:
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
Install top and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
the THA29, nails used-forjoist-attachrnent-must be driven at an
angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
• quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
35/a" (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
13/4' for
THAC422
for
l22.2
l26.2
ID THAC422
13/i typical
21h' for THA422.2
and THA426-2
THA418
41300
Double 4x2- 2face nails
Use full table value (total)
Single 4x2-� 4 top nails
(total)
Face nails Top nails nailertable total
per table per table'
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 maybe installed straight
or wrapped over with tabulated
face nails installed into top
and face of headE
Dome Double -Shear
Nailing Side View
(Available on
some models)
" 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
.yP.— ' .
Top Flange Installation
or to
tnote 5
p.187
'86
THA/THAC
Adjustable Truss Hangers (cont.)
LJ
These products are available with additional corrosion protection. For more information, see p.15.
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. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
18
LUS/MUS/H US/H H US/H G US
Face -Mount Joist Hangers
This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
The double -shear hanger series, ranging from the fight -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovative double -shear nailing that distributes the load through
two points on each joist :.mail for great r strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• o designed forWelded 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
Dome Double -Shear
`"'�
Nailing Side View
(Available on
some models)
1' for l,'
1lfis forg;
a.
e;
r '°a H
�w B
LUS28'
Or HHUS210-2
0
�wj /B
VAO
HGUS28-2
MUS28
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
176.
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Simpson Strong -Tie® Wood Construction Connectors
SS
.,
SS
M
o
z
z
a
0
LLJ
Z
z
cc
i CO
z
0
a)
U)
m
N
O
rn
0
N
U
U
These products are available with For stainless Many of these products are approved for installation
additional corrosion protection. ® steel fasteners, t with Strong -Drive° SD Connector screws.
For more information, see p.15. see p.21. See pp. 335-337 for more information.
Double 2x Sizes
HHUS26-2 I 45/is 1 14 35/i653/s 1 3 1 (14) 0.162 x 31/z (6) 0.162 x 31/z 111,320 12,830 13,190 13,415 14,25011,135 12,435 12,745 12,935 13,655
HGUS26-2 I 49A6 1 12 35/i657As 1 4 1 (20) 0.162 x 31/z (8) 0.162 x 31/z 12,155 14,340 14,85015,170 15,575 11,855 13,73014,170 14,445 14,795
IBC, FL,
LA
IIGUS282-,.69/s
;'12 _
3 s'
..
731s,
,{
-. _.
(36)Q162x„3'%z,,(12)`it.16,2^x3'h'3235
_ .
7460;
_a
746tC'
7460•
.7;46D
27,SO:R6415
§,415-,
6,415
6,415"
LUS210-2
Or,
18
31A
9
2
(8) 0.162 x 31/2
(6) 0.162 x 31/2
1,445
1,830
2,075
2,245
2,830
1;245
1,575
1,785
1,930
2,435
HHUS210-2
83/a
14
35A,,
1 87/a
3
(30) 0.162 x 3Yz
(10) 0.162 x 3'h
3,550
5,705
6,435
6,485
6 485
3,335
4,905
5,340
5,060
5,190
HGUS210-2
89/is
12
1 35A,,
1 93/is
4
(46) 0.162 x 31h
(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
'=.t:.,.iUSLb �s`
'ls
7Z -1
4354
-�.
;
3,1fu
'i /SU
4
fl�3'
IBC, FL,a}'Zspu
._..
HGUS28 3 ..'
61�' ` =12;.
41%
7%a J
' 4"]-(
36) 0:762 x 3'ih
...
4"* 0.i62 x3 h
;3,235
7,460
73460
7460
7;460
;
2,780-.'6,415
6 415
6 413
fi,415"
LA
HHUS210-3
83/a
14
471A6
87/a
3
(30) 0.162 x 31/2
(10) 0.162.x 3'/z
3,405
5,636
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
89A6
12
415As
91/4
4
(46) 0.162 x 31/z
'(16) 0.162 x 31/2
4,095
.9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
HGUS212 3
s
(1Q%ao '
12`
4?�i�`
3
10 /4
' v4
;
{56) 0: 6�,x3 /z
1
,(20)'0.162 z 3 h
r. „�
1
Z�
" I)4 1,
1 t'
4 4
ar.
0 ti3,
104
-h9i}p,
s r lz�G
��ci{
z
a, r5t)
:�, 8�'
IBC..L,
LA
Quadruple 2x Sizes
1HGU526-4 I". 51h" ".12, -69As 5%is :4- 1 (20)0162X31/2y 8)U.162X L'J 4,8bU '-0b,119b, GS. 1,64b.] i,13U JAilWU 1,4,14tl 1 4;lyb IBC, FL,
HGUS28-4 71/4 12 69A6 73/is 4 (36) 0.162 x 31h "(12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA
HHUS210-4 8% 14 6'/a 87/e 3 (30) 0.162 x 31/z (10) 0.162 x 31/2 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL
4x Sizes
IBC, FL,
LA
IBC, FL
LUS48
43/a
1 18
1 3'A6
63/4
2
(6) 0.162 x 31h
1 (4) 0.162 x 31/2
1 1,060
11,315
11,490
11,610
12,030
1 910
1 1,130
11,280 11,385
11,745
IBC, FL
HUS48
61/a
14
39A6
7
2
(6) 0.162 x 31/2
(6) 0.162 x 31/z
1,32G
1,580
1,790
1,930
2,415
1:135
1,360
1,540
1,660
2,075
LA
HHUS48
61/2
14
3%
71A
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
1:760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
67/is
12
35/8
71/Is
4
1 (36) 0.162 x 31/2
(12) 0.162 x 3'/2
3,235
17,460
7,460
7,460
17,460
2,780
16,415
16,415
6,415
6,415
HC7US410
1 87/�s
;' 12 `,31a.
9'As;
4
(46)0162x31/e `.(i6);D162x31Iz,
4,095,
9,1Za0
9100
)91D0,
9,100
.3,520;'7825
7825
7,825'
7,825.
C, FL
iBLA
HGUS412
10346
12
3%
10%
4
(56) 0.162 x 31/2
(20) 0.162 x 31h
5,695
9,045
9,045
9,045
9;0045
41900,
7,780
7,780
7,780
7,780
HGUS414
11346
12
3%
127He
4
(66) 0.162 x 31/2
(22) 0.162 x 31h
15,695
10,125
10,125
10,125
10,125
4,900
8,190
8,190
8,190
8,190
Double
4x Sizes
HGUS7.37110PM,
87/is
i.12
.7?le`
.89/s
9
(46t 0.762 X,3Yz ;
(16} D.162x31h
3,43Q
9,095'
9,095.
9,095
9,095,
•2,950"
7820
<7,82Q
7,820"
_7,820
FL
1. Uprift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selectors 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 11h" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/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'/z" max. to allow for greater construction
tolerances (maximum. gap for standard allowable loads
is 1/s" per ASTM D1761 and D7147). See technical
bulletin 'T C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
N Finish: Galvanized
L
4a Installation:
v
_ Use all specified fasteners; see General Notes
Can be installed filling round holes only, or filling
O 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
� Options:
0. HTU may be skewed up to 671/z°. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
6 Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335--337 for more information.
13/4"
HTU26
Typical HTU26
Minimum Nailing
Installation
1. . y.,P ..� ....,
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for'/z" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger uap)
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
Dimensions (m) -
Fasteners (in)
k - DF/SP Allowable Loads
SPF/HF Allowable Loads
Model
Heel;
Cotle:
No''
Height
W ,
H
B
Carrying Carried:-
Upliff Floors Snow ,;Roof
wWind
Uptift :'Floor Snow
Roof
1Niod
a
Meinber. Member - ,
(160 (100) (115) ,•(125)
,(160}.
(160) (i00); (115)-
'. (125)
(60)
Single 2x Sizes
HTU26.
31h,;
15/a
5f
,
0) 0162 x 3"/11) 0148'x1/z
t?f
2,6'0
br,
i3i,
1,Gm
+,68
6c0
HTU26�(Min.)
" 3'%a `.'
15/s
57As
3'%z
.{2Q) 0.162 x 3?h ��{iA) 0148;x i ilz
1,250 _
-2,940 r,
3,200 �? 3 200
3 200
1,075 ,
t.1,852.
2;015 ,
e 2;015 '
2,,015
HTU26 {Max.) -
51h"`
.7 5/a
5'As
3'h
{20y0.162ix 3'%i {20),'0.148 x:1''h
1,555
2;940 ;
a�0 ; ,aSS)
, 4;070 , 1,335
;530
2 ' '
' 3:i1S0
:3,450
IBC,
HTU28 (Min.)
3'/s
15/e
7'As
3'/z
(26) 0.162 x 3'/z (14) 0.148 x 11h
1,235
3,820
3,895 3,895
3,895
1,060
!2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
15/a
7'As
3'/z
(26) 0.162 x 31/z (26) 0.148 x 1'h
2,020
3,820
4,315 jq,655
5,435
1735
3,285
3,710
4,005
4,675
LA
Double 2x Sizes
HTU28-2 (Min.) 37/a 3-Yie 71Ae 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1 1,530L3
HTU28-2 (Max.) 71/4 35Aa TAe 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 13,485 3
1,315 12,865 1 3,235 3,235 3,235 IBC,
2,995 3,285 '3,710 4,305 "5+37u,,� LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govem.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit 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 11h" nails in the header and .
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
*96
HTU
Face -Mount Truss Hanger (cont.)
B Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
HTU26 (Min.) 37/a 1 (2) 2x4 1 (10) 0.162 x 31/z 1 (14) 0.148 x 11/z 1 925 1,470 1 1,660 1 1,790 1 1,875 1 795
HTU26 (Max.) 1 51h 1 (2) 2x4 I (10) 0.162 x 31/z (20) 0.148 x 11/z 1,240 1 1,470 1 1,660 1 1,790 1 2,220 1 1065
2x6
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1/2°.
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
1,265 1 1,430 540 1,615
1,265 1,430 1,540 1,910 IBC,
2,530 °s 5 i}8f3.• 3,360 FL, LA
Min :Dimensions (m) Fasteners (in) Df/SP Nlowable Loatls BPFIHF Allowable Loads
Model Heel . �• 1 �• Code
No Carrying' C`arrled',' Upbft ;Floor„ Snow "Roof Wind Uplift sFloorSnow Roof Wmd Ref:
Height-1N H E3 ; _Member„ Member (160)(iD0} (15) �(125) (160) j (160) (100) , (�18) "(125) (160)
Single 2x Sizes
, .. .. �. I ... , . ' . .; _= IBC,
HTU28 (Min.) 37/a 15/a 71/is 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/z 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL,
LA
HTU28 (Max.) 71/4 15/a 71/1e 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 1,920 3,820 4,315 4,655 5,015 1,695 2,865 &235 3,490 3,765
9
Double 2x Sizes
HTU28-2 (Min.) 37/a 351E 71/% 31/z (26) 0.162 x 31/2 (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC,
FL,
HTU28-2 (Max.) 71/a 3�is 71/% 1 31/z (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 1 2,865 ( 3,235 3,490 4,140 LA
u"f117111_7 n,fi,..1� ,"7/. ' "!ESL.' a16_" �iG /201 A Iao. Q77 �''H i11rf11AS1 v'1 ' i''71;1; - � 1 7«� , 'A�ry�� ',A 7GF A'�JRl; i'Gil1 _ � iDYi ( Q 1071" 'n i0h ' Q io(1'.:..
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/a° and ih°, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/16" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16' at 100% of the table load. Specify as an W
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 1/4" x 234" Titen 2
screws (Model TTN2-25234H? for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or aVP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
• 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
TT1\12-251341-1) are not provided with the hangers.
• Drill the 3/1a"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/1a"-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/a" is required as shown in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
• of 11/2" is pem-itted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
�:DIsj$r
1
e,1_ 2y,
m1..
HU214
Figure 1 — HUG410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
Simpson.. ... Construction Connectorsj
HU/HUC/HSUR/L
ED
Medium -Duty Face -Mount Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
HU26
HU26X
(4)1/4 x 23/4
(4)1/4 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
,,,'
HU28"
HU28X'
_ {6) ,Y4 X 2a , +'
; (6) �J4x <tl 3/4 "'
".(4) 014$ x 1h
`. 545
1 50D ;
760 q
2 400'
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 in. }
,HUC26-2 " ' -
% (8) Ya X 2a -"
;; (8);1/a x`13/4
(4) 0148 x, 3
760. ' `
` 2,,OOO;a
760
;3200
H026 2 (Max)
HUC26 2„
(< ), p x 2la
12 1l . ? ,
(12)1/4=X13/a .
(6) 0148 x 3
1135 r,
, 3,OD0 `
1135
3,950
HU26-3 (Min.)
HUC26-3 (Min.)
(8)1/4 x 23/4
(8)1/4 x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)1/4 x 23/4
(12) IA x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU210. I HU21OX 1 (8)1/4 x 23/4 j (8)1/4 x 13/4 I (4) 0.148 x 11/2 1 545 1 2,000 1 760 1 2,415 1
nULIV"L �IVIQX:)
L_, ..... 5s°"%+;we
IIUIrL.�l2 L�NIQX )'
..n.x•..:rs .*,-S.
t-IDt �4XGi4 ,k
..�
114f /4X�/4
art. ,.,, _.
;(IU)yVy�48 .�a7
.._ a .�»
"16UU -',
__., . .,.,..
Y,JUU
.. .,�-,
IOVV
<J VBV
HU210-3 (Min.)
HUC210-3 (Min.)
(14)114 x 23/4
I (14)1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
14U210-3 (Max.)
HUC210-3 (Max.)
(18)114 x 23/4
(18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212'
HU212X�(10)1Jax
23/4�
{10)'%ax13J4
' {6) 0 i48 X 11�z r
1135
2,50D,
1135
2 665`
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.)
HUG212-2 (Max.)
(22)1/4 x 23/a
1 (22)1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU214
HU214X
(12)114 x 23/4
1 (12)114 x 13/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
HU214 2 {Min.) `:
HUC214, 2 (Min:) , :,
X
(18} 1J4 J.
0148 x 3
1;515 -
4 500:'
p i 515
5,085 '
HU214<2 (Max.) %�;
AUC214 2'(M2x.) ""
(24} Ya x 231a
�s {24)1/a X' 13/<> >
(12)0.148 3
�2 015,
, 5;0$5:
2,015
HU214-3 (Min.)
HUC214-3 (Min.)
(18)114 x 23/4
(18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max:)
HUC214-3 (Max.)
(24) 1/4 x 23/4
(24) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216;
HU216X�
�(18}1/ax2374 _'
..
(18)'la-X'1314
{8�014$X11h
I515
2920-
155
�2920s '
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/4 x 23/4
L (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
(M
C2
/3
1
(11HU3 3/4
_
(3
8 zm}a
1515
4 920
115
'4 920 y
�HU216.3 (Max:)
HUC216 3 (Max,)
(26)'Ta x 23/a :'
(26)1/a,z's13/a
(12) 0148 xx3 r,
2,015
5 085
2,015
5 085
HU7 (Min.)
(Not available)
(12)114 x 23/4
(12)1/4 x 13/4
(4) 0.148 x 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16)1/4 x 23/4
(16)1/4 x 13/4
(8) 0.148 x 11/2
1,085
3,485
1,085
3,485
HU11 (Min.) (Not available) (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
HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/2 1,445 1 3,735 1,445 3,735
38
UPLIFT/SHEAR ANCHOR- -F-
EACH TRUSS - SEE B/SKI
PLAN
NOTE: ADD'L FRAMING NOT
SHOWN FOR CLARITY I RQA
AISED HEEL TRUSS BEARINGSCALE.NTS
ED HEEL ROOF TRUSSES ROOF SHEATHING- SEE I
PLAN
SOFFIT/FASCIA- SEE ARCH.
RAISED HEEL ROOF TRUSSES
-SEE PLAN
��MA50NRY
"] N
RIBBON BOARD-
SEE SCHEDULE
S
FOR SPACING d
RIBBON BOARD- SEE
FASTENING TO N
SCHEDULE FOR SPACING <
TRUSSES
TRUSSES
FASTENING TO TRUSSES
WALL SHEATHING -SEE PLAN
MIN. 15/32' CDX PLYWOOD OR
1/16' 056 WITH ed GUN NAILS
WALL-
(0.131' X 2 I2') 9 6' O.C. TO
UPLIFT/SHEAR GYP. CEILING-
RIBBON BOARDS
ANCHOR EACH SEE PLAN t
SEE PLAN
TRU55- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
MASONRY WALL -
INTO END GRAIN OF ROOF TRUSS
BOTTOM CHORD
SEE PLAN
R:A18ED HEEL TRUSS BEARINCs_%�
SCALE, NT$ SKI
RIBBON 5CHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH`
(2) 12d GUN (0.131' X 3')
(Vasd=128 MPH)
2X4 SPFD2
24'
TO EACH TRUSS, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
Vult=180 MPH
(2) 12d GUN (0.131' X 3')
(Vasd=139 MPH)
2X4 SPF4
16,
TO EACH TRUSS, (4)
EXP. C,
NAILS AT JOINTS
ENCL05ED
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Dear Matt:
If you have ea-call.,
poagegive .;m.,
Sincerelq
G750 Forum Drive, Suite 305 �rlapdo, FL 3021..l - (40O) 52I. -9-T9Q --"'(863).422-',8685
Alpine„ an 1TW Company
/a
No, 86367 0
.i STATE OF
6750 Forum Drive, Suite 305
Orlando, ,FL 32821
ALPINEPhone: (800)755-6001
AN my co++aanm
www.alpineitw,com
FL REG# 278, Yoonhwak Kim, FL PE i#86367
03/10/2021
hats bon algid onfcuty aiynrld
using a DVW St it . P* tsd
gut an otiginall signabse natal bo
0 the original siscironie YrtskM.
Site fof ation:
Pa 4e 1:'
Customer. Carpenter Contractors of America
I Job Number: N334496
Job Description: 7A5/320 ,182EC,E ,RIOI / 1828/CALI/4EBB ELEV.C/E
Address:
Job.En sneer rt Criteria:
Design Code: FBC 7th Ed.2020 Res
IntelliVIEW Version: 20.02,OOA
JRef#. 1X3L89750071
Wind Standard., ASCE 7-16 Wind Speed (mph): 160
Design Loading (pso: 37,00
Building Type: Closed
This package contains general notes pages, 24 truss drawing(s) and 4 detail(s).
lterr� <
Drawing Number
Tres,
1
069.21.1302,22141
Al
3
069.21.1302.21811
A2
5
069.21.1302.22172
A4
7
069.21.1302.21233
A6
9
069.21.1302.22203
A8
11
069.21.1.302.21312
A10
13
069.21.1302.21874
A14G
15
069,21.1302.21672
A13
17
069.21.1302.21390
A16
19,
069,2.1.1302.21593
C1GE
1
06921.131.6.28811
CJ5
23
06921.1302.22233
CJ1
25 '
A16015ENC160118
27
VAL180160118
[ten!
Drawing Nurn er,
Truss
2
069.21.1302.22109
A1A
4
069.21,1302.21.281
A3
6
069.21.1302.21327
A5
8
069.21.1302.21704
A7
1`0
069.21.1302.22061
A9
12
069.21 A 302.21733
Al2
14
069.21.1302.22030
All
16
069.21.1302.22265
A15
18
069.21.1302,21358
B1 GE
20
069.21.1302.21624
EJ7
22
069.21.1302.21468
CJ3
24
069.21.1302.21610
HJ7
26
GBLLETIN0118
28
VALTN160118
' Mor4da Certificate of Product Approval #171-1999 Printed 3/10/2021 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.org.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
r found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh =. maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw; maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1.
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.orq.
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.sbcindust[y.com.
Page 3 of 3
SEQN: 249564 / COMN Ply: 1
FROM: RWM Qty: 11
6'1 "7
6'1"7
Job Number: N334496
,7A5/320 ,182EC,E ,RI01 / 1828/CALIMEBB ELEV.C/E
Truss Label: Al
12'11"15 19'10" 26'8"1
610"8 6'10"1 6'10"1
5X5
E
�,I 100'
1
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: it
EXP: C Kzt: NA
: Des Ld37.00
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 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.
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"
Cusl:R8975 JRef:1X3L89750071 T10
DrwNo: 069.21.1302.22141
SSB / YK 03/10/2021
33'6
610"8
Defl/CSI Criteria
PP Deflection in loc Udefl 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
iHVQW?►op�P
a
No. 86367 a
aka
STATE OF
0 ° f. �%
10,
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1711 /- /- /961 /309 /444
H 1711 /- /- /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1490 - 3155 E - F 1130 - 2029
C - D 1366 - 2875 F - G 1366 - 2875
D - E 1130 - 2029 G - H 1490 - 3155
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2759 -1207 K - J 2278 - 858
L - K 2278 - 879 J - H 2759 -1186
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L-D 541 -134
D - K 530 - 745
E - K 1362 - 605
s
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
K - F 530 - 745
F-J 541 -134
"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 propgN attached structural sheathing and bottom chord shall have a properly
attach etl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or 810,
as applicable. Apply plates to each face oT truss and position as shown above and on the Join, Details, 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 Building- Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawingor cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty�r solelyor the design shown. The suitabilitand use of This
drawing for any sgructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: AI ine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 249588 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T25 !
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22109
Truss Label: A1A �SSB / WHK 03/10/2021
7'112 13' 17'1"12 19'10" 23'8" 31'8"14 39'8"
7'112 5'0, 4'1"12 2'8"4 3'10" B'0"14 T11"2
=5x5
F
39,8"
4'811 2'0"1 �68 + so"11
8'1"9 12'10"4 14'1 23'8" 31'8"11
17
17'
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"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
:)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
1w 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
`,`gj11tyIII�I1tt?pffPlP
' V A. 're"
00
No
.86367
m
Q� 10
o °® STATE OF
07
0.0
raRr.7
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1555 /- A /960 /309 /444
1 1555 A A /961 /309 /-
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. �°'o ��` {h0� ® 4 ©R fV
+ Bottom Chord section between vertcials may i�u �1 0, ® s e b
be removed. �QI®�j SON A (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 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 proper)v attached structural sheathing and bottom chord shall have a properly
attached rigAid 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. 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 ANMCOWA-
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing4of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili(� solely for the design shown. The suitability and use of This
drawing for any sgructure is the responsibility of the Building -Designer per ANSIffP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:249589/ HIPS I Ply: 1 Job Number: N334496 Cust:R8975 JRef:1X3L89750071 T9 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RIO1 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302,21811
Truss Label: A2 �SSB / WHK 03/10/2021
6'1 "7
6' 1 "7
M
O
125
12'6"15 19,
65"8
�'_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;
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.
A.
=_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):
27'11 33'69 39'8"
6'5"1 6'5"8 6'1"7
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
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
Ve r: 20.02.00A.1020.20
14%,
0
a, STATE OF, --,a
fi a te
a.
10' 1'
in.,
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /963 /310 /427
1 1556 /- /- /963 /310 P
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
SORIV
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
quire extreme care in fabricating, handling,shipping, installing -and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI ana'SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have.a properly
,iid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
i e. Apply plates to -each face of truss and position as shown above and on the Joins Details, unless noted otherwise. Pefer to
Nings roues-c ror stanaara piare positions. rterer To tons t;enerai Notes page Tor aaanional information.
ne; a division of ITW Buildin$Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
s in conformance with ANSI 1, or for handling, shipping,: installation and bracin of trusses. A seal on this drawing or cover page
rg this drawing indicates acceptance of professional enpsneering responsibilirvry solely -for the design shown. The suitability and use Nis
Ning for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
more information see these web sites: Alpine: alpineitw.com: TPI: toinst.oro: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora
ALPINE
AN O 10MPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249590 / 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 03/1012021
6'17 12'0"15 18'0"1 21'7"15 27'7"1
6'175'11"2 3'714 5'11"2
F1 10
10'
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 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) 1 X4 #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.
Wjnd
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"
9110.1
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): 0.171 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
Ve r: 20.02.0 OA.1020.20
�® CENS*o"1186367
�
a,
o No
4 ® ® r
•
STATE OF
336"9 39'8"
5'119 6'17
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
011
Ilk S e0m6�®
414404NA� 4�
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 v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the ANI COMPANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili(t�� solely -for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSIrr 11 Sec.2.
For more information see these web sites: Alpine: alpineilw.com; TPI: tpinsl.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 249591 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef: 1X3L89750071 T8 I
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
7'10"14 17' 22'8"
7'10"14 9'1"2 68"
�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; 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.
Wipd
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):
31'9"2 + 398„
9' 1 "2 7'10"14
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
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
�NCENs s� --;o
t
N®.8f357
Q i w w
IV -
op
1
10, 1'
39'8"�
♦ Maximum Reactions (Ibs) -
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1552 /- /- /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
If. �4
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 ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as appllcab�le. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
tr ss in conformance with ANSI 4PI 1, or for handling, shipping,, installation and bracing4 of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawinn indicates acceptance of professional en meering responsibility solely-forthedesign shown. The suitability and use Nis
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: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249592 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef.,1X3L89750071 T24 /
FROM: RWM
Qty: 1
,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EB8 ELEV.C/E
�SSB
DrwNo: 069.21.1302.21327
Truss Label: A5
! WHK 03/10/2021
6'1"7 16'0"1 237'15 33'6"9 39'8"
9'10" 10 7'7"14 91101,10 6'1 "7
.6X6 z 6X6
D E
T2
6 12 T4
5X5
80 'C5 F m
io
W
W1
B G
A
� H �88
4X6(A2) =5X5 -5X5 =5X5=4X6(A2)
39'8"
10' 9.10" 9'10" 10, 1
10' 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl 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 f713 /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 HORZ(TL): 0.119 1 Wind reactions based on MWFRS
Mean Height: 15.00 ft BuildingB Br Width = 8.0 Min Re
NCBCLL: 10.00 TCDL: 4.2 psf Code: Creep Factor: 2.0 9 q = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 G Brg Width = 8.0 Min Req = 1.8
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 3.745 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 1841 - 2852
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; 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 I - G 2505 -1535
Wind loading based on both gable and hip roof types.
00`��194Y9 t1il���/ Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
p
�11,j�trs�+�laMd�js EK-D 617 -248 I-F 512 -469
41
e N0. 8636 •
m i p o
w
A STATE UE��Ccr�,�
`V 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
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. App y lates to each face otruss and position as shown above and on the Joint Details, unless noted otherwise. flefer to ALPINE
drawings 160A-Z for sfandard 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 ANR CCWAW
truss in ANSI/TPI 1, for handling,
conformance with or shipping,, installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enq neering responsibili(�, solelyor the design shown. The suitability and use of this Suite Fos
-Designer
drawing for any s9ructure is the responsibility of the Building per ANSIfrP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com• TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249593 / HIPS
Ply: 1
Job Number: N334496
u: R 8975 JRef:1X3L89750071 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E
�Dns,"N.:069.21.1302.21233
Truss Label: A6
SB / WHK 03/10/2021
7' 10"14 15, 24'8" 31 V 2 39'8"
7'10"14 7'1 "2 9'8" 7'1 "2 7'1014
.6X6 ; 6X6
D T3 E
12
6 ;-5: C 5 \ 5 X5
r�
W co
W1
B G� A
H �88,
4X6(A2) =5X5 =5X5 =5X5 =4X6(A2)
39'8"
�1' it0' 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 Udefl U# 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 A
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.115 I - - Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
G Br Width = 8.0 Min Re
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 9 q = 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 ft 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: 20.02.00A.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 1 - G 2363 -1462
Wind loading based on both gable and hip roof types.
Illllit,f tiVf f Maximum Web Forces Per Ply (Ibs)
rr�rs� Webs Tens.Comp. Webs
Tens. Comp.
*�,� 1e
�5'ID /�� K- 628 -300 E {� F 394 358
an �`
Nv. 86367
0
V.
, �® STATE OF ® A ,
*
�g ft
-
9NI d lAi
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
andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propgr attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10,
as applicab)e. Apply to each face of truss the Joint Details, Refer
plates and position as shown above and on unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
to ALPINE
Alpine, a division of ITW Buildingp�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the *NRW W
truss in ANSI PI for handling,
conformance with -1,. or shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
drawing this drawing indicates acceptance :of professional en meering responsibility solely -for the design shown. The suitabilil9y 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: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or • AWC: awc.org Orlando FL, 32821
SEQN: 249594! HIPS
Ply: 1
Job Number: N334496
Cust: R8975 JRef:1X3L89760071 T23 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.21704
Truss Label: A7
SSB / WHK 03110/2021
6'1"7 14'01 19'10" 25'7"15 336"9 39'8"
6'1"7 7'10"10 5'9"15 5'915 7'10"10 6'1"7
,5X5 1112X4 =5X5
D E F
T2
12 T4
6 � W
5X5
"v ,
C5 G
r W3 m
B H
A
� I �88
=4X6(A2) =5X5 =_ 5X8 -5X5=4X6(A2)
39-8"
10' 91101, 910 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 it 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 /- /- /958 /715 /325
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 A /- /958 l715 A
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J Wind reactions based on MWFRS
Mean Height: 15.00 itB Br Width NCBCLL: 10.00 Building Code: Creep Factor: 2.0 g = 8.0 Min Req = 1.8
TCDL: 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: 0.743 g q =
5.0
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.
" Re Fac: Yes Max Web CSI: 0.434
P Spacing: 24.0 C&C Dist a: 3.97 ft 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.
�vi�IQfi1v(!�� Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs
y ➢�1/',
WA Tens. Comp.
�0.
0 a S • e ®�f ,C - L 439 - 395 F - J 556 -182
�
L - D 556 -182 J - G 439 - 395
p �1C
,40 •
• oa E - K 440 - 281
No. 86367
°
p, a
,w
a STATE AE
°041
110 °: �
®'aiS��f�1A,L
�S
'1J4aartsrltot►tt�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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI SBCA) for
and 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
attache. rigid ceiling Locations shown for lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
of
as applicab-le. Apply plates.to each face. o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positrons. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCCWAN
truss in conformance with ANSIITPI 1, or for handling, shipping,installation bracing trusses. A this drawing
and of seal on or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of this
drawing for is the the BuildingUesigner ANSI/TPI Sec.2. Suite 305
any structure responsibility of per 1
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249595! HIPS
Ply: 1
Job Number: N334496
Cust: R8975 JRef:1X3L89750071 T6 /
FROM: RWM
Qty: 1
,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.22203
Truss Label: A8
SSB / WHK 03/10/2021
6'9"4 13' 19,101, 26'8" 32'10"12 39'8"
6'9"4 6'2"12 6'10" 6'10" 6'2"12 6'9"4
:5X5 III2X4 = 5X5
D E F
12
6 \N2X4 W �/2X4
M C G
O N
io W3
B H
A
I
=-4X6(A2) =5X5 =5X8 =5X5 =4X6(A2)
39'8"
10' 9'10" 9.10" 10 1
10' 19,10" 2918" 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 Ioc Udefl U# 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 /- /- /953 l716 A
Des Ld: 37.00 EXP: C Kzt: NA
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 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 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 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: 0.687
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.
tj®arIIPra
�®1 0/�i Maximum Web Forces Per Ply (Ibs)
�i�o,
Webs Tens.Comp. Webs Tens. Comp.
0.0.1,0. 1`H W4
E N /"!
0 gC 0, L - D 535 -183 F - J 535 -183
D - K 425 -401 J - G 381 - 339
a�a �y 7
s N(y 8636 E - K 585 -391
® s
a
STATE OF
®°.' ;*p �OR1Q C
N,'k%
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 satPety to these functions. Installers temporary
practices prior performing shall provide
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
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildingq�Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANMCCMPA
truss in ANSI�I PI For handling,
conformance with -1, or shipping,. installation and bracin4 of trusses. A seal on this drawingg or cover paga 6750 Forum Drive
listing this drawing indicates acceptance of professional en meenng responsibilitty�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/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: aipineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe org; AWC: awc org Orlando FL, 32821
SEON:249596/ HIPS
Ply: 1
Nmber. N334496
Cust:R8975 JRef:1X3L89750071 T21 /
FROM: RWM
Qty: 1
RI01 ! 1828/CALI/4EB8 ELEV.ClE
r,71A15/3u0,182EC,E
DnvNo: 069.21.1302.22061
ss Label: A9
SSB / WHK 03/10/2021
6'3344 19,10'71515 33'4112 39'8"
I
58177I67'9"15 2 635 i
5X5 1112X4 =5X5
D E F
12 T
6 �2C4 W
I
Nzo
>X4
V
W3 m
io
B H
1
-4 A
to.
I 8„
= 4X6(A2) - 5X5 = 5X8 =_ 5X5 = 4X6(A2)
39'8"
10' 91101, 9'10" 10,
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): 0.206 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: II Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 !- A /947 /717 A
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.124 J - - Wind reactions based on MWFRS
Mean Height: 15.00 ft BuildingB Br Width = 8.0 Min Re
NCBCLL: 10.00 TCDL: 4.2 psf Code: Creep Factor: 2.0 9 q = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 H Brg Width = 8.0 Min Req = 1.8
BCDL: 5.0 psf
Bearings B & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.753 Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.999,
Members not listed have forces less than
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 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 Forces 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.
Maximum Web Forces Per Ply (Ibs)
,1�®0�a�0lIPiF���pPp
�rY A���!pgp Webs Tens.Comp. Webs Tens. Comp.
Pis'®o
8 �4
�,��i•
539 5331F - J 98 -118
E - K - 4 2
pG
a Nv, QV367 a
2
a, a
STATE OF
• 4►
6Go coo*
Al,464m®Ear
lie
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 -hand lin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by for
TPI anc7'SBCA) safPety practices prior to performing these functions. Installers shall provide temporary
bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicab-Ie. AppTy plates to -each face oT 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 ANR COWANY
truss in
conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use Nis
drawing for is the the Building -Designer ANSI/TPI 1 Sec.2. Suite 305
any structure responsibility of per
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: 249597 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRefAX31-89750071 T5 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.21312
Truss Label: A10
SSB / WHK 03/10/2021
11' 19' 28'8"
33'10"12 39'8"
4 5'2'12 8' 9'8"
5'2"12 5'9"4
:5X5 = 5X5 5X5
D E T3 F
12
6 �2X4 W
T
p2X4
o C (a) (a)
C' uo
Cn W3
io
o
B
H
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 Udefl U#
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 1718 /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 It
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 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: 0.934
H 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: 0.752
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.Oo ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2194 -2804 E - F 2386- -2693
C - D 2057 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE;
D - E 2502 -2773 G - H 2184 -2797
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1 X4 #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. ilgYqiqll/�
p��Dj��
Maximum Web Forces Per Ply (Ibs)
used in ld CLIR
or scab scab f b(1)
rests
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) CLR ane (2)f cabs 0�Nlk 1��AwA
for (2) CLR'S where shown. Scab reinforcement to be ®`� (�� e e •r �'
``�+o �'�°p
L - D 470 71 K - F 626 612
same size, species, grade, and 80% length of web
D - K 739 -778 F - J 466 52
member. Attach with 0.128x3" gun nails @ 6" oc. �'4 ®� �. �•3 s® ;10.
E - K 789 -534
No.86367 �.
Wic,d �B*
Wind loads based on MWFRS with additional C&C o � ® °D
,.
member design. �
o a
Wind loading based on both gable and hip roof types. cd S ATE OF a
ib l�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
Component Safety �
of BCSI (Building
Information, by TPI an SBCA) fof 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. f�eferto
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
in
to build the __ ANMCOWn
truss conformance with ANSI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawingor cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en4ineenng 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.orp Orlando FL, 32821
SEQN:249598! HIPS
Ply: 1
Job Number: N334496
Cust:R8975 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"
9' 8' 5'8" 8' 9'
6X6 T2 —5XD5 —4E4 T3 =6X6
F
T 12
6� T_
W
"o (a) (a) uO
a W5 io
B G in
1 A I�8�8"
� H
1
4X6(A2) =6X6 =6X6 =6X6=4X6(A2)
39'8"
L1' 10' 9'10" 9'10" 10,
I- 10' 19'10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defi/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): 0.251 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 A /- /921 /720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- 1921 /720 /-
Des Ld: 37.00 EXP: C Kzt: NA
HORZ(TL): 0.150 I 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: psf
G Br Width = 8.0 Min Re
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 9 q = 1.8
5.0
BCDL: 5.0 psf
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 ft Rep Fac: Yes Max Web CSI: 0.306
Loc. from endwall: not in 9.00 ft 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.
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) 1X4 #3SR13 or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629
be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 I - G 2329 -1835
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. 1 pyf�gtl�t�Maximum Web Forces Per Ply (Ibs)
restrainor t N'Pvt�j� Webs Tens.Comp. Webs Tens. Comp.
scab f b(1) CLR lieuCLRscabs S�
substitute (1) (2)fad,,,`
for CLR'S Scab 9 0 a ° a Ar/ C - K 718 -428 E - I 944 - 834
(2) where shown. reinforcement to be �0
0 a ! 'e�p K - D 940 - 832 I - F 718 - 430
same size, species, grade, and 80/" length of web � � CEN �
,
member. Attach with 0.128x3" gun nails @ 6" oc. ®a
Wipd No. �6357
,�
Wind loads based on MWFRS with additional C&C
r.
design.
member
Wind loading based on both gable and hip roof types. R r� a
11 P9 6 44,4
r
ia`��I`aa►e�
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 BCSI. Unless noted otherwise, top have bottom
per chord shall proper)Y attached structural sheathing and chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed BCSI B3, B7 B10, _
per sections or
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
��^ 1,
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPPII
1 VN
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOMFANY
truss in
conformance with ANSIrf PI 1, or for handling, shipping, • installation and bracin44of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawin indicates acceptance of -professional en9r,eering responsibili��r solely -for design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer, per ANSIfrP1 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: 249610 / HIPS
Ply: 1
Job Number: N334496
8975 JRef:1X3L89750071 T28 /
FROM: LPM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
FDNo:R 069.21.1302.21874
Truss Label: A14G
/ WHK 03/10/2021
28'4"
7 g 6 9-4"
4,4" 7'
%6X6 =4X4 =8X10 =H1014
�6X6
12 C D T2 E T3 F
T4 G
T 6�
T
0 (a) W
N
M (a)
I B
A
H v
1
I1�8,8"
=5X5(A2) =H0510 =4X4 =6X8 III5X5K
B3 -4X6=3X6(A1)
28'4" i11'4"
10"0"4 5'1"12 4'4"
4'4" 7' 11�
8' 18'10"4
24' 28'4"
328" 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): 0.179 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 !-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - -
K 4268 A /- /- /1911 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.091 L
H 80 /- /- /- /60 /-
Mean Height: 10.51 ft
NCBCLL: 0.00 Building Code: Creep Factor: 2.0
TCDL: psf
Wind reactions based on MWFRS
5.2
Soffit: 0.00 gCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.846
B Br Width = 8.0 Min Re 1.6
g q =
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 = 5.9
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.
:20(0) 1
Loc. from endwall: NA FT/RT:20(0)/10(0)
all:
Bearings B, K. & H require a seat plate.
Gend
Plate
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;
Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N;
C - D 1465 -3467 F - G 400 -180
Webs: 2x4 SP #3; W6 2x4 SP #2 N;
D - E 1332 - 3056 G - H 538 269
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1 X4 #3SRB or better continuous lateral restraint to
Chords Tens.Comp. Chords Tens. Comp.
be equally spaced. Attach with (2) 8d 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 y� p iP �r �/
N - M 3126 -1821 K - J 786 -1874
M L 2986 H
erection contractor. CLIR t�{q{r1�la l / rvypP
scab reinforcement used in ld Aif
> ►4
- -1327 J - 179 - 399
restra restraint. substitute (1) scab for
orb(1) C R ane (2)eu scabs cabs � 0 a �1 fppppp
Maximum Web Forces Per Ply (Ibs)
b�+���
for (2) CLR'S where shown. Scab reinforcement to be o cEft�°y ;PA"
Webs Tens.Comp. Webs Tens. Comp.
o+'
same size, species, grade, and 80% length of web ®� a �r aSO
member. Attach with 0.128xY gun nails @ 6" oc. p� �� a g
C - N 1089 -274 L - F 3047 -1224
Ir®. �gC����
N-D 440 -430 F-K 2007 -4053
Loading b 0 ;
®
D - M 568 -883 F - J 1889 -778
0
#1 hip supports 7-0-0 jacks with no webs. ® ® -i
M - E 834 - 67 G - J 344 - 528
aWind �
E - L 1423 -3051
e STATE OF ®4,�
Wind loads and reactions based on MWFRS. r �p
Wind loading based on both gable and hip roof types. 00, OR ,V ®�
WARNING! This truss is not symmetric, but itsexterioroAAt�0
makes erection more �I
A
probable et isimperat a that this trussometry
be stalled J��N
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 for
an a SBCA) safety practices prior to performing these functions. Installers shall provide
bracing BCSI. Unlessnotedotherwise, top chord shall have bottom
temporary
have
per properly attached structural sheathing and chord shall
attached rictid ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections
a properly
B3, B7 or B10,
as appllabtie. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin/$cLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANRWCOMPAW
truss in ANSI/TPI 1, for handling,
conformance with or shipping,, Installation and bracing of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engTeering responsibiliti solely -for the design shown. The su!tabilify and use of this
drawing for any s9ructure 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: 249599 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef: 1X3L89750071 T2 /
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22030
Truss Label: All �SSB / WHK 03/10/2021
T
zo
N
Ln
TCLL:
TCDL:
BCLL:
BCDL:
Criteria (psf)
20.00
7.00
0.00
10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
57'4
5'7"4
10,
10,
11'3"15 16'0"l 237'15
5'0"12 �15 4'8"2 77'14
297'15 39'8"
6' 10'0"1
5X5
p5F5 =4F4 =5X5 =5u5
Wind Criteria
Wind Sid: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wnd Duration: 1.60
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.
39'8"
9.101.
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):
9.101,
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
Ve r: 20.02.00A.1020.20
`g11ttiitIrilpr'�!
WA 'p'1
a ffi N0. P6367 ® s
s
STATE OF��cc,��
F
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1556 /- A /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 Sot 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
Ad®®�4
.6004NA, 1jt �
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 BCSI (Building
t Safety Information, by TPI an fabricating,
for safety practices prior to performing these functions. Installers shall provide temporary
"BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
lid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
i e._ AppTy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
ine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
,s in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracinctof trusses. A seal on this drawing or cover page
ng this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this
Nmg for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2.
more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.org
ALPINE
MN COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249600 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 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
5'7"4
5'7"4
10'8" 13'3"1 21'7"15 317'15 39'8"
5'0"12 2'7"15� 8'4" 10' 8.0"1
=5X5
D
12
6
_5E5 T3 =HOF10
T4 =6X6
G
2C
C
80
Lo
(a) W
h
Sn
v
B
H
v
ALU
1118 8,
=3X6(A1) 61
=3X8 =5X5 N =4X6
= X5
=3X6(A1)
20'8"
13'4"
5'13"
r 10'8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 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) 1 X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wipd loading based on both gable and hip roof types
5'4" 7' 10" 7' 10"
16 23'10" + 31'8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria I -
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
VIEW Ver: 20.02.00A.1020.20
No. 86367
•
;,b �� STATE OF cc,` I
`
8' 1'
39'8"+
♦Maximum Reactions (Ibs), or•=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 840 /- /- /551 1397 /257
N` 315 /- /- /159 /140 /-
H 585 /- /- /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 = 1.6
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
101- 0'aAm
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 of webs shall have bracm 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 Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOMPAW
truss in conformance with ANSI Q 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 engineering responsibiliti solely -for the design -shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANS(/TP( 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: 249601 /
COMN
Ply: 1
Job Number: N334496
Cust: R8975 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
5'7'4
10'8" 15'3"15 23'3"15
31'8"1 32'8"
39'8"
5'74
5'0"12 4'7"15 8'
8'4"2 11'15
7'
_— 5X5
D
S)
T:5X112
6 a�2X4
_SXE4 =HOF10
0(S
H
T
fo
C
T3
T4 G
(a)
T
o
EO io
B
`v ihI
A
A.J
l
118,8„
1
3X6(A1)
=5X08 -5X5 =4X6
=4X4L =5X5
=3X6(A1)
l
21' 5'
13'8"
�1
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.97 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 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.
8' 5' 5'
16'
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):
5'8"
31'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.038 0 999 360
VERT(CL): 0.072 0 999 240
HORZ(LL): 0.017 K - -
HORZ(TL): 0.031 K
Creep Factor: 2.0
Max TC CSI: 0.701
Max BC CSI: 0.635
Max Web CSI: 0.703
VIEW Ver: 20.02.00A.1020.20
,wllltaIII 11POfffo
EN
o No, €36367
a m t1 a a*B""
R
8' 1'
39'8+
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - 0 936 - 827 M - L 464 - 410
O - N 570 - 442 L - K 530 - 367
N - M 598 - 426 K - I 451 - 326
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - 0 502 - 291 M - F 909 - 732
O - D 469 - 387 L - G 947 - 898
E - M 1635 -1574
-
—WARNING"'* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildingg Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANM�OWA.
tr ss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover paga 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of itlis
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: 249602/ SPEC Ply: 1 Job Number: N334496 Cust: R8975 JRef:1X3L89750071 T18 !
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21390
Truss Label: A16 SSB / WHK 03/10/2021
17'3"15 23'6" 29'8"1 39'8"
5'7"4 50"12 6'7"15 6'2"1 62"1 2'11"1 7'
19'3"15
=5p5
T6 12 l ) _5L5
rn O =8X8 =8X8 ;5X10(SRS T
m E F G H I J K
o_ io
B Z AB AE Ma
NT
39 A
Y X W V U T S R Q P O
3X6(A1) =5X5 =5X5 =4X6 1112X4(*•)) =5X5=3X6(A1)
=4X4
21' 1S'i 13'8"
1'3"15 5' 3'6"5 8' 11�
8' 16' 17' "15 26' 29'6"5 39'8"
3'8"l 21"11
21' � 31,6,i
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): 0.037 Y 999 360 Loc R+ / R- ! Rh / Rw / U / RL
BCLL: 0.00_- Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.069 Y 999 240 B 774 /- /- /508 /355 /317
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 0 - - U 1323 /- /- /633 /586 A
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.030 0 R 711 /- /- /257 /237 A
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 M 531 /- /- /381 1247 A
Wind reactions based on MWFRS
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.948
Load Duration: 1.25 TPI Sid: 2014 Max BC CSI: 0.636 B Brg Width = 8.0 Min Req = 1.5
MWFRS Parallel Dist: 0 to h/2 U Brg Width = 8.0 Min Req = 1.8
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.584
R Brg Width = 8.0 Min Req = 1.5
Loc. from endwall: Any FT/RT:20(0)/10(0) M Brg Width = 8.0 Min Req = 1.5
GCpi: 0.18 Plate Type(s): Bearings B, U, R. & M are a rigid surface.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Bearings B, U, R, & M require a seat plate.
Lumber Members not listed have forces less than 375#
Top chord: 2x4 SP #2 N; 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 1118 -1151 F - G 823 -776
Plating Notes C - D 1027 -960 G - H 834 -791
D - E 791 - 722 K - L 681 - 548
All plates are 2X4 except as noted. E - F 823 -777 L - M 628 -571
(**) 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning Maximum Bot Chord Forces Per Ply (Ibs)
requirements. ��,1,`1(¢�fA4f�Vft��vrf Chords Tens.Comp. Chords Tens. Comp.
Wind
Alf
Wind loads based on MWFRS with additional C&C g®��®� n *y �f��r'0I Y-X 627 -4111 S - R 584 -491
®A i%�•f h �,lp�
member design. �a ®�,�� �4�' ���P 10 W V 462 -350 Q - P 424 355 Wind loading based on both gable and hip roof types. .
No. 86367 m V-U 462 -350 P-0 424 -356
U - T 589 - 490 O - M 445 - 354
�Maximum Web Forces Per Ply (Ibs)
v, STATE
OF Webs Tens.Comp. Webs Tens. Comp.
s O 6 a .3 ! �1 �/ t �,I �� C - Y 445 - 257 U -AB 611 - 605
rev R ) t �� aif6 Y - D 453 - 285 AB- H 504 - 522
®����I�� ✓ (/ j A r R 1t T®� be Z - U 1536 -1466 AEAK 910 - 826
���11Oldddttttk°i
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)Y attached structural sheathing and bottom chord shall have a properly
attached rig4id ceilincl Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildingq�Components Group Inc. shall not, be responsible for any deviation from this drawing,.any. failure to build the ANMCCWANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover paga 6750 Forum Drive
listing this drawin indicates acceptance of professional engineering responsibilit(X� solelyor 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: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.org; AWC: awc.org Odando FL, 32821
SEON: 249603 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T3 I
FROM: HMT Oty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21358
Truss Label: B1GE SSB / WHK 03/10/2021
10'8" 21'4"
10.8" 1018"
4'8" i^ 2'
(TYP) =4X4
F
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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
t2
i0
♦Maximum Reactions (Ibs), or*=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 245 /- /- /134 /103 1243
J* 72 /- /- /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#
tit IP►ffft
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STATE OF,-,-
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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, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly_
attached rigid cei!inp Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin —cLComponents 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 bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en meenng responsibility solely -for the design shown. The suitability and 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: al ineilw.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 JRef:1X3L89750071 T1 /
FROM: RWM pty: 1 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21593
Truss Label: C1GE �SSB / WHK 03/10/2021
Loading Criteria (pst)
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 "
f 5' 2' —�
(TYP)
[— 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.
=4X4
D
14'
14'
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
14'
7'
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.005 J 999 360
VERT(CL): 0.008 J 999 240
HORZ(LL): 0.004 H - -
HORZ(TL): 0.006 J
Creep Factor: 2.0
Max TC CSI: 0.308
Max BC CSI: 0.177
Max Web CSI: 0.142
Val 20.02.00A.1020.20
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B' 68 /- /- /38 /30 /13
F 268 /- /- /206 /134 /-
Wind reactions based on MWFRS
B Brg Width = 159 Min Req = -
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
C - D 377 -129 D - E 376 -129
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 - 238 H - E 511 - 238
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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 bracinq installed per BCSI sections B3, B7 or B10,
as applicable. F AppTy plates to each face of truss and position as shown above and on the JoiniDetails, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN—CO-AW
truss in conformance with ANSI/TPI PI 1, or for handling, shipping,. installation and bracinggof trusses. A sea! on this drawinq or cover pace 6750 Forum Drive
listing this drawing indicates acceptance of professional encLmeenng responsibi!it� solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP! 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 249616 / EJAC Ply: 1 Job Number: N334496 Cust: R 9975 JRei:1X3L89750071 T15 /
FROM: RWM Oty: 14 7A5/320 ,182EC,E ,RIO1 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21624
Truss Label: EJ7 �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
Spacing: 24.0 "
C
12711
12
6
M
O u)
M ()
B
A $,B„
D
1, + 7
7'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Ow Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 D
HORZ(TL): 0.028 D
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /- /249 /108 /208
D 125 /- /- /73 /- A
C 174 /- /- /128 /169 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
��`yAiaa ao Rt'rmr���
�rIGE N,9No 86367
Me po��o
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MATE OEM® c<,�
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 riciid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicab a. Apply plates to each face. otruss and position as shown above and on the Joins 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 Build in$g Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the p"mvcmwnr+r
truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracinctof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility, solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the BuildingUesigner per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249606 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T11 /
FROM: LPM Qty: 4 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1316.28811
Truss Label: CJ5 KD / YK 03/10/2021
Loading Criteria (psr)
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 "
C
11'2"5
12
6
Cl)
N CM
C'7
B
1 A 8'8"
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 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.
4'11"4
4' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.005 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 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#
%Nlk WA
�®otil4fll11#port
60 Cr�
No. 86367
a
STATE 9F
OR
dot/l(lildJ►i0®�'
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) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly -
attached rigid ceilin 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. F�efer to ALPINE
drawings 160A-Z for standard -plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildingq�Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin4 of trusses. A sea! on this drawin or cover page - 6750 Forum Drive
listing this drawing indicates acceptance of professional engmeering responsibili((�� solely -for the design shown. The su!tabilil9y 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: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org - Orlando FL, 32821
SEQN: 249607 / JACK Ply: 1 Job Number: N334496 Cusl: R 8975 JRef:1X3L89750071 T26 /
FROM: LPM Qty: 4 , A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21468
Truss Label: CJ3 SSB / WHK 03/1012021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
Wind Criteria
Wind Std: ASCE 7-16
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.
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
Deft/CSI Criteria
PP Deflect!on 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 /- /- /156 171 /99
D 50 /- /- /27 P P
C 63 A /- /44 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
,,,+reaecro,an��v�P
WA
® No, 86367 a
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
quire extreme care in fabricating, handling,shipping, installina and bracing. Refer to and follow the latest edition of BCSI (Building
it.Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary.
r BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
qid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
Ste._ AppTy plates to each face. of truss and position as shown above and on. the Join Details, unless noted otherwise. Refer to
a division of ITW Buildin$Components Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the
conformance with ANSIII PI.1, -or for handling, shipping,, Installation and bracinccl1 of trusses. A seal on this drawmg or cover page
1is drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabililY and use of this
for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2.
ALPINE
ANf COWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249608 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T27 /
FROM: LPM Qty: 4 , A51320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22233
Truss Label: CJ1 KID / WHK 03/10/2021
43
V
F.
12
6 C
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: 3.00 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.
1, 11114
11114
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
M
1
Defl/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
Ve r: 20.02.00A.1020.20
9'2"5
::
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- /145 /76 ME
D 11 /-2 /- /14 /10 /-
C - /-15 /- /29 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brig Width = 1.5 Min Req = -
C Brig 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#
�e��r4�6ifQg�li1lOVIrP
m No. 86367 S.
�i STATE OF
�0RIQ� ®� •'�
po
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 fabkatinq, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610,
as applicable. Apply plates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildingComponents Group Inc. shall not.be responsible for any deviation from this drawing, any. failure to build the pN RW COMFpNY
truss in conformance with ANSI1TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing- indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2496091 HIP_ Ply: 1 Job Number: N334496 Cust: R 8975 JRefAX3L89750071 T16
FROM: HMT Qty: 2 7 A51320,182EC,E ,Rl01 / 1828/CALl/4EBB ELEV.C/E DnvNo: 069.21.1302.21610
Truss Label: HJ7 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: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacina: 24.0 "
Lumber
V5"
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.OE;
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 (0.162"x3.5") nails at bottom chord
5'Y5
5'Y5
9'2"2
9'2"2
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
9110,11
4'6"11
9'10"1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
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
�ggo9i®i4�lI?Fff 0
AA -
No. 86367
STATE 0F�",�
-7�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh ! Rw / U / RL
B 326 /- /- /- /154 /-
E 364 /- /0 /- /84 /0
D 214 /- /- /- 1177 /-
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
4A1dli#�l11��
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 an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per-BCSI. Unless rioted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have 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, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawin or cover page .
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 Buildings esigner per ANSI/TPI 1 Sec.2.
ALPINE
AN COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
o
Gable Stud Reinforcement Detail
ASCE 7-16: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure
• ❑r,• 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
❑r: 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
rir, 1pn mnh Wind Snoori 19' iv_ 4loinh+ P—+Tall., R.. ,---A r..n — _ . nn
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) Ix4 'L' Brace w
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace ww
(1) 2x6 'L' Brace w
(2) 2x6 'L' Brace *31
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
3' 10'
6' 7'
6' 10'
7' 9'
6' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
U
S P P
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' l'
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
p
Standard
3' 8'
4' Il'
S' 3
6' 7'
7' 1'
8' 11'
9' 6'
10' 4'
ill 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
J
S P
#2
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' B'
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'
d
r
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
ill 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' B'
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 P P
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
LJ P
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
QJ
O
I�
Standard
4' 2'
6' l'
6' 5'
8' l'
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'
I1, 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
03
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, i1'
13' 4'
14' 0'
14' 0'
14' 0'
C11
'
DFLI
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10, 6'
10, i1'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10, 2'
10, 10'
ill 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
_
S P P
#3
4' 7'
8' 2'
8' 5' 1
9' B'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
LD
U
H
d
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' V
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10, 3'
ill 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12' V
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
1 11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
r -t
r
D r L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14, 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
1 11' 6'
12' 0'
13' 7'
14' 0' 1
14' 0'
14' 0'
Aboa
I
Diagonal brace option,
vertical length may be
doubled when diagonal 18•
brace Is used. Connect
dingonnl brace for 600# L
at each end. Max web'L' Brace End 01 WA,,�
total length Is 14'.Zones, t �P
YP• +
#2 or oO a ` 9
diagonal 'r 40A Y
Vertical length showningle 8• y p d
In table above, cut
n) atend.
uyy}�is®Bearing ,I.,
Connect dingonnl at onw �vt�fijtIca K 9
midpoint of vertical web. Refer to chart abo or Ma5
uVARNDG— READ AND FOLLEV ALL NOTES IIN THIS BRAVDN3a
wwINPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUBDJG THE INSTALLERS Jr,Ed ,� 9 Q t Q P`g
Trusses require extreme core N fabricating, handling, shipping, Instnlling and bracing. Refer to and �(� , ®Q ®®
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for IF
safety
practices prior to performing these functions. Installers stroll provide temporary bradng per BCSL
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 SCSI sections B3, B7 or BIO, as applicable. Apply plates to each face
of truss and position as shown above and on the Joint Detalls, unless noted otherwise.
&PI
Refer to drarings 160A-2 for standard plate positions,
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN ITW COMPANY linstatation & bracing of trusses.
A seal on this drawing or cover page Listing this &rowing, indicates acceptance of professkw4t
11
514\ Earth\ City\ Expressway engineering responsibility solely for the design sham The sultabiUty and use of this drawing
11 Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sera_
11 Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web s
ALPINE, www.alpineitw.comi TPI, www.tpinst.org: SBCA, www.sbcindustry.orgi ICC, r
C, Kzt = 1,00
Bracing Group Species and Grades:
Group At
S ruce-Pine-Fir Hen -Fir
#1 / #2 Standard #2 Stud
#3 Stud1 #3 Standard
Dou (as Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard 1 Standard
Group BI
Hem -Fir
#1 & Btr
#1
Do", u Ins Fir -Larch Southern Plnewww
#1 1 #1
#2 1 1 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
wwFor Ix4 So, Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values may be used with these grodes.
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0,128'x3.0' min) nails.
)K For Q) 'L' brace, space nails at 2' o.c.
In 18' end zones and 4' o,c, between zones.
)K)(For, (2) 'L' braces, space nails at 3' o.c.
In 18' end zones and 6' o.c, between zones.
'L' bracing must be a minimum of 807 of web
member length,
ii Gable Vertical Plate Sizes 11 1
Vertical Len th
No S lice
Less than 4' 0'
2X3
Greater than 4', but
less than 11' 6'
3X4
Greater than 11' 6'
4X4
+ Refer to common truss design for
peak, splice, and heel plates. 11
Refer to the Building Designer for conditions
not addressed by this detail,
REF ASCE7-16-CAD16015
DATE 01/26/2018
DRWG A16015ENC160118
TOT, LD, 60 PSF
MAX, SPACING 24,0'
'T
Relnfoi
Memk
Go
Tr
Gable Detail
Fnr I Pt. -in • VPrt.1rn 1 <,-
Gable Truss Plate Sizes
pproprlate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
to that covers the total area of
,apped plates to span the web.
„ 2*2X4
2X8
Nrovide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nallsi
10d Common (0,148'x 3,',min) Nails at 4' o,c. plus
(4) nails In the top and bottom chords.
Toenalled Nallsr
10d Common (0,148'x3',min) Toenails at 4' o,c. plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, Ci 0 1>�f//f�
A18015ENC100118, A20015ENC100118, A20015END100^1�, PP>j
A11530ENC100118, A12030ENC100118, A14030ENC1 �6 Q€1� mr, P�
A18030ENC100118, A20030ENC100118, A2003OEN Ot1� AE0 3 g *
S11515ENC100118, S12015ENC100118, S14015EN 0118,E
S18015ENCIODI18 S20015ENC100118 S20015E 110011a S 0 15P 1 8
S11530ENC100118, S1203OENC100118, S140306go
S1803OENC100118, S20030ENC100118, S2003 0 0�18, S2003OPED100118 0
Seeappropriate Al ine # p gable detail for mnxlmlw unt�elnforced"6a vertical is
'T' Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End -nail
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specle, and grade of the 'L' reinforcing member.
✓eb Length Increase w/ 'T' Brace
'T' Relnf.
Mbr. Size
'T'
Increase
2x4
30 X
2x6
20 X
Exampler
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'
"WARKINGI■r. READ AND FOLLOW ALL MITES ON THIS DRAWING] Pa 6 . / ����,
wwDPORTANTom RMdSH THIS DRAVWG TO ALL CONTRACTORS MMUDING THE INSTALLERS. °va 4 C (® �- �e� REF LET -IN VERT
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and �. (t 00 ® 0� DATE O1/02/2018
follow the latest edition of BCSI a)u0ding Component Safety Information, by TPI and SBCA) for safety S lJ ./
practices prlor to performing these functions. Installers shall provide temporary bracing per BCSL / I t p M
Unless noted otherwise, top chord shot( have properly attached structural sheathing and bottom chord P ls/j `a H lr
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs DRWG GBLLETIN0118
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.
PI Refer to drawings 16OA-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not he responsible for any deviation from
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, )AX. TOT, LD, 60 PSF
AN tTW COMPANY Installation & bracing of trusses.
A seal on this drawing w cover page listing this drawing, 4wicates acceptance of professional
\1 514\ Earth\ City\ Expressway engineering responstla ty solely for the design shown. The suitability and use of this drawing DUR. FAC, ANY
\\Suite\242 for any structure Is the responsibility of the Balding Designer per ANSI/TPI 1 Sec.P.
\\ Earth\ City,\ MO\63045 For more Information see this Job's general notes page and these web slQy.�78 Yoonhwak Kim, FL PE #86367 MAX, SPACING 24,0°
ALPINE ww.alpineitw.comi TPIr www.tpinst.orgi SBCA, www,sbcindustry,orgi ICC. wawJ f
Valley Detail - ASCE 7-161 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF -L #2 nor better,
°Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�OK 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 Valle
12 Max, I- Spacing
2X4 X4
Pitched Cut
Square Cut
---- 8-0-0 max ►� Bottom Chord Bottom Chord
Stubbed Valley ❑ptional Hip
Valley
End Detail Joint Detail
Valley
4X4 ** /
12
or m n T u ss e
12 Max. F--
t 2 o, ,
z
rtrt�r ►� tf
4��k
h
X3 � R
ll S t
IX3�� 0 /
3
4
(Max Spacing) 2X4 e$G\ �,C�N
fl
1X3 5X4 1X3
No. 8
a. ® Corte
20-0-0 (++) ®
r'+T Trusses
Portia Framing
*
O.C. Plan
Supporting trusses at 24' o,c, maximum spacing. p
v�' ® STATE OF
—VARNINGIv READ AND MLDV ALL MIES [IN TMS DRAVDtq
wwWMTANTew FUIWSH THIS DRAWING TO ALL CUTIMT13RS INCLUDING THE INSTALLER&
Trusses require extreme core In fnbNcating, handling. Installing bracing. Refer
r'�'` 4 J'C �". r
. C pR1'0�
0��A
LL 30
30
40PSF
REF VALLEY DETAIL
DATE 01/26/2018
shipping, and to and
follow the latest editlon of BCSI (BuOding Component Safety Information, by TPI and SBCA) for safety
practices prior to performing these functions. Installers shall provide temporary bracing per BCSL
! ♦ 6 g ® ®�
J U (�
i®e j� 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 ceiling. Locations for lateral
�/ 4/r�
C DL 10
10
10 PSF
shown permanent restraint of webs
shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply to each face
,,,
geti��'a k
P'
plates
of truss and position as shown above and an 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 fALor any deviotion from
this drawing, any fulture to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
�TT , LD, 60
57PSF
AN ITW COMPANY
Installation g bracing of trusses.
514\Earth\ Ci \ Expressway
N P y
A seat on this drawing or cover page Usti g this drawing, Indicates acceptance of professional
engineering responsibility solely for the design sham The sultobllity and use of this drawing
UR,FAC,1,25/1.33
1111Suite%242
for any structure, Is the responsibility of the Building Designer per ANSVTPI I Sect
1,15
115
\\Earth\City,\MO%63045
For more Information see this Job's general notes page and these web sites.
ALPINE, wwwalpineitw.comi TPIi www.tpinst.orgi SBCAi w—sbcindustryargi ICG wuwJc Q
SPACING
24,0'
Valley Detail - ASCE 7-16:
30' Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord
2x4 SP #2N, SPF #1/#2, 'DF-L #2 or better,
Unless specified otherwise on engineer's sealed design, for vertical
Bot Chord
2x4 SP #2N or SPF #1/#2 or better,
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
Webs
2x4 SP #3, SPF #1/#2, DF-L #2 or better,
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
�� Attach
each valley to every supporting truss with)
Lateral Restraint applied at mid -length of web is permitted with diagonal
(2) 16d
box (0,135' x 3,5') nails toe -nailed for
bracing as shown in DRWG BRCLBANC1014,
ASCE 7-16,
30' Mean Height, Enclosed Building, Exp, C,
Wind TC
DL=5 psf, Kzt = 1,00, Max, Wind Speed based on
Top chord of truss beneath valley set must be braced with,
supporting
truss material at connection locations
properly attached, rated sheathing applied prior to valley truss
170 mph
for SP (G = 0,55, min,),
installation,
155 mph
for DF-L (G = 0,50, min,), or
Or
120 mph
for HF & SPF (G = 0,42, min.),
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses,
Or
By valley trusses used in lieu of purlin spacing as specified on
Bottom
chord of valley trusses may be square or
Engineer's sealed design.
pitched
cut as shown,
www Note that the purlin spacing for bracing the top chord of the truss
Valleys
short enough to be cut as solid triangular
beneath the valley is measured along the slope of the top chord,
members
from a single 2x6, or larger as required,
shall be
permitted in lieu of fabricating from
++ Larger spans may be built as long as the vertical height does
separate
2x4 members,
not exceed 14'-0',
All plates shown are Alpine Wave Plates,
4X4
3X4
2X4
12 1 Valle
12 Max. Spacing
2X4 X4
Pitched Cut
�- 8-0-0 Max Bottom Chord
Square Cut
Bottom Chord
Stubbed Valley Optional Hip
Valley
End Detail Joint Detail
4X4Toe-nailed
Valle y
/
`
12
o m n T-usses
12 Max,
t 2 o, ,
111!!f IF
f
X3 12
`�,�1 �� W
Sit
1X3
10 Max,
6-Spacing)
� ��\CE ®° o,
4
3 CMa 2X4
5X4
1X3 1X3 a
ait
R
v o
CIOe
20-0-0 (++)
C®
'uosc,s PartialFraming
' a 2 Plan
Supporting trusses at 24' o,c, maximum spacing,
STATE OF e
wmDIPMTANT" � TFUS DRA READ AND TO ALL cONMCFELLUV ALL MRRS CLUBDM IM INSTALUMS. 0scpp
*1 1 V
C LL 30
30
40PSF
REF VALLEY DETAIL
Trusses require extreme care 4i fabricating, handling, shipping, Installing and bracing. Refer to nnd<
folio. the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) far safety
practices prior to performing these functions, Installers shall provide temporary bradng SCSI.
P,I ��ae�
(� 0 0 O 0 @
U (�
G
DL 20
15
7 PSF
DATE O1/26/2018
per
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord
have
A (
r 4ft1J H }. +�
�dog
BC DL 10
10
10 PSF
DRWG VALTN160118
shall a properly attached rigid ceiling. Locations shown for permanent lateral restrolnt of webs
shall have bracing Installed per SCSI sections B3, B7 or 310, as applicable. Apply to face
ett�►��uee®�
plates each
of truss and position as shown above and an the ionlnt Details, unless noted otherwise,
Refer to and position
ion as for standard plate positions.
r�
C LL 0
0
0 PSF
.4 �I
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation from
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handUng, shipping,
❑T. LD, 60
57PSF
55
AN ITW COMPANY
Installation S bracing of trusses.
A sent on this drawing or cover page listing this drawing, Inckates acceptance of professional
DIIR,FAC,1.2�/1,33
1 \ 514\ Earth\ Cit \ Fx resswa
y p y
engneering responsibility solely for the design sham The suitability and use of this drawing
11 Suite%242
for any structure is the responstlAtty of the "dig Designer per ANSI/TPI 1 Sec2.
1,15
1.15
\\Earth\City,\MO\63045
For more Information see this Job's general notes page and these web t
ALPIND •ww.alpineitwsoml TPIi rww.tpinst,orgl SBCA. wwwsbcindustry.orgl ICG ww
SPACING
24,0°
L VALLEY FRAMING & BRACING DETAIL
•
R
8(
Lumber Size and Grade MinumOm Requirements
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
-Spans (distance between heels) 40'-0" or less
-Maximum valley height: W-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
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 n accordance le s motet NDSoth requirem�`P� He
Nails are common wire nails unless noted otherwise. fl
00.0069000660
�lt i
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
cm +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
gored between rows.
ITY0
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
Sleepertotruss
4 16d toe -nails
Two 2x6 sleepers to truss
3 16d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
Collar beam to rafter
416d toe -nails
E:16d (0.162"x3.5") COMMON NAILS
(A) (B)**)
•.vLWaS T READ V To 9. ALL rRACT yr THIS DRA11M Inri C LL 20 30 40 54 REF VALLEY FRAMING
TANTa ttsr 114 THIS Ba MM m ALL LL WrES ON ns'W TIE OrsTALLBTIs
Trusses reyul-e extrene care In fabrtcating, handling. shipping, IasWUl g and brocbg' Refer m * C DL 10 20 7 7 DATE 10/O1/14
follow the latest edtlan of BCSI MAdho Component Safety Wornatlon, by TPI and SBCA) for !$fety
practices prior to perfornkV these functions. Installers shall provide tenporary bracing per E I. �Tj`TI= •
Unless noted oth-1se, tap chord shall have properly attached structtr ( sheathing and bottoWc e •
., OF
shalt rove a property attached rigid cetft. Locations shown for penwnent taterot restraint of h°` a q BC DL 0 0 0 0 DRWG VACNVIS01015
shall have brackq lnstatled per BCSI seetlons B3, 17 or 830, m npptkohle. Apply plates to each e o n i•
of truss and positla+ as ch —above and on the
e �t DetaAs, unnlless noted otherrise, moo, �• C OPT• BC LL 0 0 0 0
d&LIP Rehr to drawings 16BA-Z for standard plate
Alpine a dvislen of ITV & Adlno Components Group Inc, shag not be responsible far any deviation f
AN RW this d ps ••••® .• , w••• .
-awtwan
, y faXu" to bwld the truss In confornance wtth ANSIRPI 1, or for hmdltng, shipping; io � TOT. LD.30 50 47 61
Installation & bracing of trusses. `��'ONAL E�
A seat on this dimes no — co Pop ttp'O`,e Usttro Madesign io d `n °e Iinsole. o'f f P.--a:ri �f� tHH�ts���`
73389 Lakelront Drive "411" ' "`t"' th'—p—mity �� g°s'g'r'' p"' "Nsvlrl I s•ez. DUR. FAC. 1.25/1.15
EaM City, M063045 Far more Infornwlt..c tian see this ,)obis general notes ppoogo •,d these web sites, (, 2 �:� SPACING SEE ABOVE
ALP wwwalpixltwconl TPL wwe.tpYu Lorpl SBCAl www.sbuinndus4^y.onyl B:o www.lccsofeorg