HomeMy WebLinkAboutTrussZ..
no
ro
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00
as
co
12'-4" 10'-0" 17'-4"
14'-0. 4'-4" 21'-4"
1.14
39'-8"
G
REFER TO
PACK FOR
CONNECTION.
ws
�j G3
� 3
PLUM
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
SHINGLE ROOF -
Reviewed for Code
Compliance
Universal Engineering
Sciences
REVdEWE ED)'
Ar% -o 0 0 11 -r
I I
' ID
1 �x
APPROVEDk AS NOTED
Iz 0
Total Truss Quantity = 75
THIS IS E A TRUSS PLACEMENT PLAN ITS INTENDED TO AID IN THE INSTALLATION ff TRUSSES ENGINEERED . TRUSS DRAWINGS AND ECTUR S DE IN SUPERCDE TRIS DOCUMENT. Labeled End Mark
THIS ES UN PLAN DE PLACEMENT
PLA TRUSS TEST4END DITO A➢D PARA AYUDAR LA LA I13F TRUSSES.
EN ➢E TRUSSES TRUSS
DIBUJOSDRAWINGS
7 AR NDAR HITS ➢E ILS SUPRIA DE ITMS DOCA SUPERAN ESTE DOCUHENTO.
ram) NT F
re1LTI-PLr Im DLA COf:ET;r>IIL m NT = oR PETER TMDTTES VOMarT ®AErIT , Tms OTIS. BAIX rmrE'
ALL PLIES SHALL HE FASTEIm —IS, TOLl1ER NADS. MID on SCREV9 CkV✓fiS Val Nor,DE —TCa Vlildrr PRIIR VDIREN APPIAVAL DY ALL HEAfOD' VAuLs IaAT ADEDURRLY D6mED Ta L/JNY TIE IMDS
PRmt To ItATAUT®i AND H60E ANY LWas NE APPLRD. PIA TIE SPRVII£ DFPAR— AT OF AIEHH'A, pL naasED DY TIE TraAS mt TAASFS, AND MAT HE PDiALE AND DI
SIPPLIF9 F]IGPIDla& SHRTS D>7-29'd-94.7 HCFOE THE TRIISSFS PIE SET D! 01001 TD AV® —Aac,
=A' NON Nlra
@EA]DN DE .. I cL I NT — Na ALTEHE LIA T4ASES sIN FZ @✓glfmQEllIO IE 6TA DPIa TDDAS LAt PAREDES DE imaANIFllTO OEEQI SFR ➢ISOLI➢IS ADEEIIA➢OIaME
TDb1S LaS WAS SEA6N R�IaAi JINTAS (mRai.t.DS, GLANDS T N] SE ACEPTARq LaCAS ANT[alnrES SDI APIiOHACIeN PnEV1A POI FSS010 PARR LLEVAR LAS CAHniIT IIDDESTAS PDN LaS That D TRlAS6. Y nEHFl1
ANTES DE LA INSTa.ACI.N Y Pr1IES DE APL.IaA4 C1NLOlGT CARGA POI LAS MFSiP➢ DEPARIAM]fI0 DC SERVIaID FN CARPENTER [tNIRACTOHi Di ESrAR Ol DM LI YEN SEAVLmO ANTES DE 4E Ens TRIG SC [0a]
In VS E aIDQaEPG StammTRaMi AIWCIL DIG D71-29a-9197 PAID EVRAa lA5 fEPARADDDDS
General Notes
1) WI parallel chord trusses. flat Inlsses and flat
girders have the top chord porlialy painted green
to be installed green side up.
2) NI hangers to be Simpson tU525 unl— otherNise
noted.
3) NI truss spodeg is 24' O.C. tWess otherwise
noted.
4) Per Truss Plot. Irctihrte BM-BI naemmend.Uon
permanent X-bracing should be placed at a
maximum spacing 15' O.C.awes the span, to
be repented of a maximum of 20' between each
X-brace threughaut the structure
Please refer to BC.SI-BI for any additional bmcing
details.
ROOF LOADING SCHEDULE
TCLL = 20 PSF
BCDLL = * PSF
SF
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
Truss member design & connector plztas
dcsiggned far ASCE 7-le wd maximum
Pomcs In ga both aomponcats and claddings
and main wind forte resi tmg systems.
• These trusses have hecn od to cant' an
additional 10: psrnen<o arramI be= chord Uve
land.
FLOOR LOADING SCHEDUL
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS AND UPLIFTS
ARE SHOWN ON ENGINEERING
WALL KEY
® l
LOAD# DESCRIPTION INIT. DATE
IDm BASE RVN B/e/19
Mal HA4 lMa HNr )/D/A
ram DATE ml nnus
LOAD# DESCRIPTION INrr. DATE
e/e/19
aef rAAHl Pa86T N(I 7.—
ozG tunsv uesu mI unvea
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G. N. W.
WINTER HAVEN FLORIDA 33980
PHONE, C8001 959-8806
FAXr C863) 294-2488
BUILDER D.R. HORTON STATEWIDE
PROJECTCREEKSIDE
MODEL 1828/CALI/4EBB
CCA PROJ/MODEL/ALT
7A5/ 320/182ED.F/ 02
ALT DES=9 11110 ROOM T/10 XB COY WNI
OTC
LOT 35 BLOCK
DESIGNER
PAGE
RFS -
q
1
DATE
3 3117
LAN# 334504R
l SCALE4 "=1'
s
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
DR H O RT_O N / STAT E W I D_ E
7A�0._ CREEKS IDE
'02G
Lot: 35 ��� Block: Unit:
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W. - - - - -
WINTER HAVEN, FLORIDA 33880
PH .(800) 959-8806 FAX (941) 294-7934:
ALFIN . E
March 13,20.19 AN rTW C&iPAWY
Mr. Bob Michaelis
G.arO&ntbr:'Co6tract6i's of Amerida,iric'..
-MO Avenue 0, Northwest
WI .
ht6r HdVOh, :FL 33880-6201
Re: h
Alter-.DatiW inSAAllaitions..for. 6 single 019. carried truss with a width less t'ha.n the . hangerwidt,and
..
wood. .blocking .to: achieve load achieve full de �466.f6r face -mounted; : . bri. . -a ohi 4 . ply
:hanger
.supporting girder (Reference detail WA37,02)..
Dear Bob
. . .
For "a single ply carried truss with 'a width less than the harigee.Width -you can. ,hsIalI:a. prefabricated jack
*)-for wood'filler blockitigi, The chord. sites, �ch s, and Alpiqb�-,c hhb�btorpl6te scab .truss: ( : ... Qcd..gTIde to
e: ON. i,..,
be th6. same at the sirigi . y -carried truss. The prefabricated, jack ��-sc-ab truss
(*}:will have a: minimum
,length, of 481'and will.have a minimum pitch-:Qf,5/12., The single ply carried: rq�s a reaction of
t. shall have
:.a
or - le$$. Attach Drefgbrico't*6d'.ja6k:tcab:tr.uss- with. . th. two. (2) rowsof 0.1 28"X3,07 :-'G Gun Nails a*t,2'
rguteI b ..,(§eeFl 616W). P16as&.eef&rt6tStrong.-Tie Simpson Stronie,Catalogo-C .
2011:9-3 Opp ?I Pi. rig'uri'-3 for more intorm;ptioni.
. Figare."I
17.4rp siqgIle- ply,,g.ifder'that requires wood blooking to,ddhiOYeJ&ll design load Value for faqe.mounte.d
hangers -attach one wood- block Mto I
.the back face of the single ply girder with the: same size and
drade..a8* the bottom. chord.Of the. single -ply girder. The. wood 6d:block length tob6.such that:thewood
blocking- -extends to each adja46ntparlol points fWebs`:An`d bottom chord intersections): Attach wood
block with two rows. -ofb'..
.1 28'. x3.0" Gun Nails ails at- Q. .6.. per row,. staggered 3.0"* applied to the
6�,60 Forum Drive Suite 305, Orlando F . L :3.2 821 )-5211-97W-.
-.www.aI*PIneitw.,com
P.
ALPINE
AN r1W COMPAW.
single ply -girder face; with an additional (.2.*()) 0, 1-2$"x&o` Gun :Nails .at;:each- pan
el point applied to the,
wood. bloickfabe (See Fi0tit v6od bblb.* Please refer to the �Sirbpsbh Stfohg-wT- ie:C 6ialog C'G201-9
page 216,. Fjo.dfe.. 1 for itiOre information.
00Ui&i:'
. ......... .. ... ......... ... .. .... ............
The
e application ' t:atiofi of pt6f6bhdated jack scab truss for Wood fille't'blodkin'g *wood blocking -f.6.: achieve
. full
design loadvailue for fam-mounted haingerp Must be .approved by the. U. hardware manufacturer:
w
All edge -and end: distances, and spaidnoJi'dr alinall connections must. be. sufficient tb:prevent .splitting of
'Wood.
If I can. be of any further assist.ance,.or ifyou 'have any:questions, please - give meacall.
H 77 111:
% C.)
STATE df
'William K K(Iqk:.P.E.
. Chief Enginieer,
.AIpine-an*ATW Corh'pan'
y
En-4ineering PepaOme6t.
Orlando, FL
6750*Fb'rUm:-DHVL-.-Suite '305';O"rla*n-d6,..FL 32821 - (800Y.521-.9790 - (863) 42.2- - 8685
WW4W Pm
4
&
ALPIN:E
ANfrWC(WPANY
April 261-:2019,
Mr.. Bob Michafelis
Carpehter. Contractors -of America, Inc.
Avenue 3-; Northwest
Winter Havbn, FL 33880-6201:
Dear Bob,.
.Rb'-. Strobobadk bridging on fbbf. trusses.
I understand -there. is -some. concern over our recommendations f6r:strofigback bridging on r'oofitrusses,
'Stronglapck bridging for roof trusses is not.a. requii�ement of:AN S JJPI 2.Q 14 n * it irementofthe or is
.:a requ...
EM s t ron gba ck brid giV brY roof. amasses
Building 'Corn'porWrit -Safety, Information -;SO.": ,
W .usses is
recommended by Cor M9r_QOhtrO,' Ambridal -Str6higba''c"k bridging 11 i
pq P.:4 following two.
functions:
- One, bridging aligns the hottom -chords after they: pre- set ,so.. th.e are uniform along the ceiling
and h line Os"ilihg�s-qrv-ilineMth'co -ea i i y
Two; bridging reduces relative d&fie.cti'o'fi6f.adiafbe'ht-ttUssbg.:
Strongback: bOddingAo6s: hot-:OrLiVent or reduce overall individual deflection, especially any_ roof trusses.
than 1/4.1 inch.
efleg(in rq
..... ... ... .. . d _g M�� inch. .. ..... ....... ............ ... .....
St :temporary..or an bracing
�ongoaqk- bridging in roof - trusses doe's not serve d9 tempo r. �eiftn bra . rig and is, not
intended to .distribute. or share, design loads: between trusses. C..pn8e'qUenVY ' no design Idad'have:
...
been n accQUn , t , ed for With this. 'detail and continuous. s'tr6hgpa*c . k'bddgihg -�hbuld'iiotbb ..attached b6hv6erw
common and trusses: The use of stron bacR bridging shall not. Interfere with
other design
cbnsidetati6hs as specified bkthe EhgJh6br'of Record or the Building: Designer.
The outer -ends of tiroogbackbridging shall be a ched. to awa . ll .*or anothor%secure end. -restrain . L -or
. .4q - 0
a.s.specified:.Py the Engineer of Rdbordbr.thd Buildino.136sj6ddr,
6 �Akh the depthvoit; Str6nigback- bridgino'shall. bia'a. minimum of 2X6 homih t ium 6 ob ht d
'6Z'x&5 Vertical:. Attach
with (3) t6d :common nails (0-1. 1 nails 4t. each intersecting rhembee. '.Vvhen -extending the
The a
.trusses. o ti.on:q.f.tho..!�frongback:,-6n;dging.�
strongba6k bridging overlap by at. a.minimum of two sses. -J, C
maybe: specified :bY`the- Truss Manufacturer,. Engineer of , R66ord, or Building. Des -Please rafiiirto
BCSI "Strangbacki 'Provisions" ojr'.tq.Npine: :8TK8R.l8k.-1;014 detalifor more. information. The graphic
rid'Jilostr illustrative purpose - 19.
shoWh (FidUtei-A) 1s'f6r.,g generic 6 .-. e on
67.0 176ruP Drive:S . uilte 305, 066ndo, FL 32821- - (800) 621_9790..(863)4228686
wudw:aTpineitvii. corn
ALPINE.Am ffIvilnuvAk"
1'. -..i -v..- U L _L L_ k.,Ul . I .:. 3 )
Figured:
If L•can be of any further assistance' or -if you have any questions; please; give. me a call.
Willi6th,H-Knek P.E.
Chief . Engi,iPper
Alpirie an ITW:.Co.mpany
n _' Enginqeri'g DOO Attme'ht
-Oel6n.da, FL. V824.
8A.0. - Forum Drive Suite.3Z, Orlando;'FL 32821 � (800). 521-9.790'- (8153)..422-8685
STRONG3ACK :�RIDGING RECOMN
BUTT .STRONGBACK !t.
:BRIDGING TOGETHER
'o.;
T. AC SCAB
WITH'106:BDX/GUN
'
W — .' ZiI5. 0128!xaq�. NAILS IW-9 ROWS` AT
;SCAB D.C.
NOTE, IN LIEUOF SPLICING. AS SHOWN,
LAP'!STRONGBAGk-;BRIDGING MEMBERS
F11k*:At'LEAST ONE -TRUS:9,,SPACING
STRONGBACK, BRIDGING: SPLICE DETAIL
.ND.TEi Details J. and Z. are 'the :p?,ef-.err.L-c1* dtto4hmeh-b: mLthbd
STRONGBACK 7D
ATTACH W�113)'10c! COHNGN
.'(0.1*48fx3`)- - NAIWOR
.(4)110d BOWGUN
o
28fx3.0'),. NAILS
Q) 10d CO14MDNm(0;I485a0') OR
BOX/GM (0.128'ic3V) "NAILS :AT
10d COMMON M
STRONGtAtk
AN rFWWMPAW
13723VYi*ftTh*a
Stiliq 200
M261and Heights, MO 83043
STRONSPACK BRIDGING
40 1W
Nbhe! ros;qij"d I
1a 11o.2aIrtir(diWer-Fspw
dv"W:W
2 ran. a of nd 14 VOWS)
V to.40
009W
3_vtr40
ghas ivffpchw,
:#10 _-
amptarce. of Pvtostsbiwi
WW'Ust a#.-th1.-dM.1nQ -
AMMnK.1:Sw.Lz;
t and thess, web zMew
NEIATION.S
P►AIL scab -.on b(ocks shall:.be:. -(x m1nimum,1&4:
'stress graded lumber,:'
mo-All. -str9n9back bridging .and bracing shall . ,be .a.
minimum 2x6 '.stress'gra'depl 1uHbeir-.*.1
10im-The purpose, 6f-sironbb ' ack bridging :is: to
develop 'toad sharing be-tween InciN dual trusses,:. res'zllt(ng In an bveralf ]H&Ods,e- In, -the
stiffness .:vf the: floor syster4i 2x6,
sti,ongback. W.-Idglngj positioned. 6s. sHbw' In
cWtalls, Is recommended at. 101 "01;'.o.c. kmax;)
_.ko 'bridging' and 'bracing'' -are- some -times
. rms: .. I an
mistakenly used -Interchangeably.' - *Brqdhb' Is 'an
important structural r;ec quirement-.bf any. fto&,
Or roof system. R.efer to.- the Truss. De81gh
I -.)rq*Ing (TbM' -'fo0- riequir'Li'ments -f6r
each Ihd1VIdC44t truss component, 'BrI - dglilg-f!
particUtarLy, `strongba�k.:"jbrIdg!pg' 'Is p:.,
rec6mmehdo,tJoh for a truss f -t 0...- !�ystRm to help
corytrpl 'Vibrja-tior'). In: addition: to aiding.. In the:
distr1b.Ution Of point
t load ' s between adjacent
'-truss., -s.trongback brIdgIng. serves i -to reduce
'bouh.c..q.'. or v'Ibi;*- * ttph: lrgsul:- , ts.ing: from
mpy.ing po.tn-'t lb*qds;ouch as footsteps;
The performance of all floor -systems -are
ng 0.
enhanced' by. the. Int�batliat f s+r6 itj�
brldglng and-thereifori� is. - b strongly recommended
nclea
by Alpine,
For additional infoemation rebqrdl.hg -s.trongback
bridging,. refeii`- to
(Building Component
Safety, Information).
LL PSF REF -STR[03
IF. . No, 706.6. TLrzDL. PSF DATE 16/0i/
1. S;
I3,C M PSF- DRWG STIRBIR
PSF...
STATE F:
;1 —4;I,rLD. PSF
4...CO X. �' ':�? E Tt Ui�F f f
A T 2- TPUS-S: •.• :.:.:.
it
{
... •tE nf,AA 00 ',' S i#
_... :... �-- iti �4.tirttt5' ;; 3 ��tr1FE„r..;`S:Htlttt'., dEi4;7r. 1+4� �+f �ABf?:: . . -, u - .�
I-tQ-111VT> t 1� III _its f?E M u: r
::.. ;..._. Z
r "' i3iiiit i ' �' s "l I� !x :.� xg
►* MA H �i TO, BE S �:if_ :
_....
�..NIMUR
MFIX
•
:
:'. .. .:.
.
>_•a�::y �iti4:, m.+.M1 u.m+llwnillliilm-mwl+iPrni:r-'•R^:
..w
^n'•"_��^_'.IjT•.ii?,-•_.
••�Nr"•�+••w„».�•T:.i-:�•+�., :,,a.•;w� .
A LIP.
:.,.
:...
:
: : �v
AN
:.. .
SCALE. NONE—
1 e' N.Z. t I
'
o
WIM 7
AR
GO
� 7
Cracked cr Broken
This drawing specifies repairs for a truss with broken chord
or web member.
This design Is valid onlyy for single ply trusses with 2x4 or
2x6 broken Members, No more than one break per chord panel
and no more than two breaks per truss are allowed,
Contact the truss manufacturer for any repairs that do not
comply -with this detail.
(B) - Damaged area, 12' Max length of damaged section
(L) = Minimum nalling distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 slde . members, same size, grade, and
species as damaged member. Apply one scab per face.
Minimum side member length(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 staggeHed,
Nail using 10d box or gun naps (0.1281x3', min) Into each side member
The maximum permitted lumber grade for -use wlth this i
detail Is limited to Visual grade #1 and MSR grade 165Of.
This repair detall may be used for broken connector plate at i
mid -panel splices.
This repair detall 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,
L ---! L
�Typlcat ~
O + O + O + O +
r
Stagger
+ = Back Face 10d Box (0.128'b x 3', min) Nallsl
o = Front Face 2x6 Member
- Trl lee Row Staggered
Na(L Spacing Detail
Member' Repair Detall
Load Duration = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Memberi
Size
L
SPF-C
HF
DF-L
SYP
Web Only '
2x4
12'
620#
635#
730#
8000
Web Only !
2x4
18'
975#
1055#
1295#
1415#
Web or Chord
2x4
r
24
975# 1
1055#
1495#
1745#
Web or C�,ard
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
30r
1910#
19600
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36,
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
r
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
43954
4500#
52250
5725#
Web or Chord
2x4
.4 B,
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
6660#
MJnlnun E L
L Dlctanee
Hlninun
L Distance
8
ssVARMNQ•s READ AND fOLLOY ALL NOTES W TNIs.IRAVINOI
arWPOR'TANTIa FURNISH THIS DRAVIK Ta ALL CWTRACTORS INCLUDING TW ]NST&LERS.
Trusses requlre aNtrrne cart In fobrlcntlna, by 4kv, shlppha Inctalll��p and braelno. Refer to and i
Iogor tin lot.si rdkllbn.o/ ]CSI Ot Adt•,p Corparnt safety in(ir,.atlon, by TPI and SIN;AI Fur sofrty
Icl as prior to perfamb I these functlons. Installers shall provlM tenporory �hraelnp per 30SL
Unless notsd othereht, top chord shall have proptrly attached structural sheatlNnp and bottom fiord
ti shall have a properly ai adled rlpld a llr+o. Lacatlons shorn For permanent lateral restraint of webs
f1S.P��
1shod have bracing Installed per I se 33, V or 130. os applIcabir, ry plates to each faceQ I1 I/truss and posltkn os shown above and on the Joint ➢etois, umess noteaHl ,otherwise,
L ILf�� Refar io drawNpe IiOA•Z for standard plat. posltlans.
Alpine, a dNlslon of ITV 11 Adln Conponmis Oro Inc, shbLL of be responsible for devlatlon frcn
AN TTSNCAMPANY this drowing, any (allure to bull�the truss M cum ornancr with ANSI/TPI 1, r for hord�O, shlpPl�O,
tlstollailon 1,•p.adng O/ }tastes
A ual'ewe thin oYnring or cover pope listing ihls dro■4,g. Lidmiss accapiance of proF•ssWnal -
.ngbrer4� rwsponslblH�y, solely for the 0 share. sfpNeIM cultablity ant! use of this draji �p .
tx any slruct rs 1s tine rnponabllfty of tF+e ]ULO" Dar par AHSZ1TPI I Sect.
133sw Lakefrolll Wye nan Infornailan see this Jobs general notes ppacoe 664 these, web sites. SPACING 24 0'
Eadh.Cky.MoO3O45 Al ofur..,....,.,.......... . TPI, wrw.toart.aro, SICM www.sbclndustr4.orol 1C0 wwwJccsafa'ra �
REF MEMBER REPAIR
DATE 10/01/14
DRWG REPCHRD1014
%, i
s
Puro'n.s .14orml
'it'. tpaM4
Material
rii
RIDGE
SOARP COLLAR SEAM,AVFRy UUM
FAIRWRAMRS
kb
EEP -C f M i': to
o1v 'kle'y *-w.- SPACING
-06orq
of a", -Ma nail WIUI a
!rlintiliur
-qs
FK.ItS
oll6nq. iszi
fridsf-m:qvilvwba by .
. rl§tall6djo
Im
(dVAd9;co'ndltlorls:
' lnstatl.bi
tuns
Apply g
height; 30-foet
-maximum volo.An'M'd -
.11,
t7,44, IA'd mphi.En4ose ' d'*cat
-Or A;Maximum'of mph;f"dloteJ'-Exp DO(zt-
, x4•41. ICHIN T TRV'S-
TRUSS- UNDER VALLEY fRAMfNG
1:F=� 'j.XLLdY RAFTER.OR RIDGE
CM ",IJ910OLCE
+CrJpoleb'4'-0'!'Idr-3d psf ,TL)14'.nd-26 PSIf (.TD).Mmfx.
4 i�atc4ofetocktloqz are
ALI ndIvmrkfnd tel to'MatAdo"o. 6ad.vc
skagoero'b9m"I rows'.
71
VAk
Attaciftent.
,or-ttwougli..'®
by-vihers)
brQfnads are
If s(capers;ar
4 ISaIck-I
2- 4.25d"tG&
OWN -M'a'de.-d.t red.t I
3. cf$ole.'tci'f.'afik
� 4a6d toe mftdYtl�.TWO-20 sleepers. 4 1 ad We-
416d tdti-
3 lad tdd-1
::Ksdte:bohrd+;a-roof bldck 4 164 toe
t.9'IR-,�ft-AS'M*D.F.0FL ?rM!i .7. Iricl*jeboarkl ta-tr.05- 410d-t6a
S. -.Fruffld to (T • YVj 3�16.0164-
4160oar
10. Tru3vtd;0lPpw
'Trusq'to 4t$10.1e. 4 IG.d.toe-
F,'SLEEPERSARE USED) NAILi 4 16dltvi�_
r
f r 5e vr
3- Mn N M-1142TALUm-
T_
T a
-SO 46 54
'ViLtY
DATE 10/Pjj
Y_
•
TC I) I - 10
2,0 7 '?
DRW..G Vi4Q
nrK,iuV
bTA'M t5w
BCC bL 0
;c
0 0 0
pu•mii't.•
,
•u0
.0 0 0
*�,'CORIP
ViT. LD.-37oT-Db
4-7 E; i.
D A% 'A-C, 1 25
.5 ABOVE
7B
g114.
ills
Wit
ute-nalls:
alls
19
nailsMb.ea.ch
slaeper.A��russ
-ndUs
WKS
nall Is.
0511f
nails
�
Face -Mount Hangers - I -Joists, Glularn and SCL i
........... .................................. - ................................. .... . ........ ............. ............................................................... . . . . . .. . ................................. . ................................................ . ........... ..
. .. .................. .......... . .. . ................ ..................................................................................
R - These products -are available with additional corrosion protection. For more information, see p.15. Codes: See p. 12 for Code Reference Key Chart.
153
EJ
F]
s
Dimensions
Fasteners
Ah le Loads
Member
Actual
Web
DF/SP SPF/HF
S ciesMeadei ]-Sneci6s Header
Joist"
Model
No
Min!
Max
Code
Ref.
Me
(i n;)�
!,
CM
Stiff
B:,
'Joist'
pe. A
n
Uplift
Floor.Snowlhoof
,lFloor
! Sn6w]
Roof--'
IUS2.56/16
�
H
2%
16
2
Min.
(114) 0.148 x 3
70
11,660
11,805
1,805 11,425
11,555
1,555
1
Max.
(16) 0.148 x 3
-
110
1,805
11,805
1,805 1,555
1,555
1,555
21/2 x 16
MIU2.56/16
1-1
12%
151N
21/2
-
(24) 0.162 x 31/2
(2) 0.148 x 11/2
230
3,455
3,920
4,045 2,970
3,370
3,480
U314
V
29/16
10 1h
2
-
(16) 0.162 x 31/2"
(6) 0.148 x 1 1h"
970
1,945
2,205
2,375 1,675
1,895
2,045
HU316 HUC316
✓
29A6
141/a
21h
-
(20) 0.162 X 31/2
0./2
148 x 111
(8)
515
1,,,,,,
2 975
3 360
3 610 2 565
2 895
1
3,110
IBC,
MIU2.56/18
7-
2iA c,
z-17,�w',,,
-21/2
_
(26)'0.1 62.x 3 1/i�,,,1
11 1
�,(2) 0.148 x I -11i
230
1 1
3,745;
4045
4,0453,220;
-
3,480
3�480
FL,
LA
21/2 x 18
HU31671111LIC316�'
V
29A6
14"
21W,
(20)b.,16,2 x'31/Y�
(8)0448 x TIT,
1515
:2,975,
3 3 ' G
6
3 61 b,
12,895
3,11 C]
21/2 x 20
MIU2.56/20
29A61
197/iG
21h
(28) 0.162 x 3 1h
(2) 0.148 x 11/2
230
4,030
4,060
4,06013,465
3,495
3,495
2x,22
to 26 ,
MIU2.56f20i-
✓
2916
1
Y�4M2
230
4 0614b(36
4;66613465
3,495
3495�
2'/16 X 91/4
to 26
2'A'6" wide joists use the same hangers as 21/2" wide joists and have the same loads.
MIU312/9,
1�!� :77
3 'A
:9
2/2:'��'
(113� .1�� xl�lh,
'U
M
1213651-
:2 ;O519,no", "1'980,
2,24 '512,425,
31x 91h
HU210-2 /'HUG210-2
1 1
J
31A
813
A I s-
21h
M I ax.
(1'8� oA62, '�lh,
x
(!Q�,0.148�x 3
1,
25. U 30
q
*z: "'
�,605
2,800
IBC,
7A
MIU3.12/11
I
131A
111/8
21h
(20) 0.162 x 31h
(2) 0.148 x 11/2
230
2,880
3,135 3,135 2,475
2,69512,695
FL.
:3 x 11
---- --
=Hl:r212=2 /ti1LrG212-2
-
V
'31/8
101AG
21/�Max:
--(22) 0.162'xT/i -
-(10) 0.148 x 3--
7 9 53"
31273'
�3;695 'a.�97fr TZ,820-
-3,1-8OT3
_49.r,
LA
H03:25/12 F100325/12,
1/
��Ail*4
21W
� 7�
(24) 0162 x 31/2
7za5
3,570
4;030 4;335 �'j,615
3;470
13 735,
H1.13.25/161"
31/4
-M 6,
ZIN,
Min.
Max.
(20) 0162 x ;31/i �,k�'O.i4
(M) 0.162')(31/2
8x3
(12),V.
'148 x,3
1,51'6
799-r
2,975;
3;876,
3,360 3i61Q,, 2,560�
4,�k5, '4;6 k
2,890
3�,755,,
3,105
4 040
31/b glulam
HUG,Q210 PS
:3: 1:1
7-
3,"
7-
(112) 1/4" k,21/2" SDS
14'.`x21R SOS
�,3455
4,3
4 x;
3; t'lip"
3,71 (1,
FL
17771
7_
31
4_
2
(46)�GJ k 31/
(46)-Ot
.162 �x 31/2,
4095
9,1 0
0
9'
JO .9;JOU.r7,'825;
7,825.
7,325
IBC.
W(.IA
19D,V11A
"ly-
11 i-
k6 /I
4; n4h
1`64nn
In 4AA 1 a �iah I A nk
A nAi;:
Q nqr
FL
HHUS46
I
I -
135/.1
51A
3
1 -
I (14)0.162x3l/2
(6) 0.162 x 31/2
1,32012,785
3,155 13,405 2,39512,715
12.930
31/2 x 51/4
HGUS46
-
3%
06
4
-
(20) 0.162 X 31/2
(8) 0.162 x 31/2
2,155
4,360
4,885 5,230 3,750
14,200
14,500
HUS4
6,
(6) 0.162 x 31h-
(6) 0.162 x-.3 1W
i 320'
1 595
'1' 81,51 tto6q:L 1,365111,555:111,,680:
3 1h x 71/4,
HHUS1481
36/8
11, 7?/a
-"-3
P20.162 x 31/i
',(%0,162:x,31h
:1731T4,2110:14,770
5,140 [ 3646,,14,0651,4,415
HGUS415,
73TAT
�5-
4„
-7,
(36)01620 1h
3,235t
7,460,
7,46 0: 7,46016,415
6,4 15.16,415
IUS3.56/9.5
35/8
91/2
2
-
(10) 0.148 x 3
70
11,185
1,345 1,455 11,020
1,160
11,2501
MIU3.56/9
3/16
873.'ia
21/2
-
(116) 0.162 X 3 1h
.(2)0.148xll/2
210
2,305
2,615 2,82011,980
2,245
2-1425
U410
✓13�A,,
83/S
2
-
(14) 0.162 x 31/2
(6) 0.148 x 3
970
2,015
2,285 2,465111,735
1,965
2,120
HUS410
39A6
81IN
2
-
(8) 0.162 x 31/2
(8) 0.162 x 31/2
2.990
2,125
2,420 2,61511,820
2,070
2,240
HHUS410.
3%
#39AI86
9
3
-
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,565
5,635
6,380 6,44-5 4,845
5,486
5,545
31/2 x 91/2
HU410/HUG410
. .
.✓
8%
21/2
-
(36) 0.162 x 31/2
(12) 0.162 x 31/2
3,235
7,460
7,460 7,460 6,415
6,415
6,415
HUC0410-SDS
39/16
9
3
-
(12) 114" x 21/2" SDS
(6)1/4" x 21/2" SDS
2,265
4 500
21-��5001 �roo 3,240
-00
3,240
3,240
HGUS410
35/8
91/16
4
-
(46) 0.162 x 31/2
(16)0.162x3l/2
4,095
9,100
9,10019,100 7,825
9'100
�
�6.7201
7,825
7,825
IBC,
FL,
LGU3.63-SDS
3 5/a
8 to 30
41/2
-
(116) 1/4" X 21/2" SDS
(12) 1/4" x 21/2" SDS
5,555
6,720
6,720 4,840
4,84014,840
LA
MGU3.63-SDS
3 -5/a
91/4 to 30
41/2
-
(24) 1/4" x 21/2" SDS
(16) 1/4" x 21/2" SDS
7,260
9,450
9,450 i 9.450 6,805
16,805
16,805
S�-'66/11.88
'2.;
(12) 0�1 x
21/2;
(20) 0.162 x 31/2
(2)-0. X 1 1/2
-10414
V
3 Ar..
2
(16) 0.162 Y, 3 1h,
(6),0.1 48,Y, 3
3
OJ 62 X3
.6
q,
ii ni n A go
1 4 Alf"'
MU60412-SDS"
LGO3.d'SDS, .-7
,HGU3.'63- SDS
. 46
See footnotes on p. 150.
THA/THAC
Adjustable Truss Hangers
v�X1RF0
W •.
9)
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
/4 not be within'" from the edge of the top4lange.members. For
the.THA29, nails •used-forjoist attachment -must be driven at an------
angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according.
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance: Straighten the
double -shear nailing tabs and install the joist nails straight into.
the joist. The face -mount (min.) installation option accommodates
conditions where the. supported member hangs either partially or
entirely below the header.
• Face -Mount (Max:) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and.THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
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
Naiing
Side View;
Do not
,
bend tab
13Ia' for
THAC422
for
122.2
126-2
THAC422
typical
for THA422-2
THA426-2
Wo THA418
Face nails Top nails
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 may be 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)
'44-`" 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
ryNicui r nl+ca
Top Flange Installation
er to
tnote 5
p.187
e
86
Simpson Strong -Ties Wood Construction Connectors
THA/THAC
Adjustable Truss Hangers (cont.)
I* These products are available with additional corrosion protection. For more information, see p.15.
IM
1=
1. Uplift bads have been increased for earthquake or wind bading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange naiing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried lJoist) 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/HUS/HHUS/HGUS
Face -Mount Joist Hangers
2G`�1EERF0
W
7>
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 double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovative double -shear nailing that distributes the load through
two points on each joist nail "or greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
'_N_oTdesigned for welded or nailer applications:. —
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
d
Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
some models)
.
1. for 2x's
1'Ae for Vs
m.:
c, O H
C.
LUS28
HHUS210-2
gml
MUS28
N
L
O
V
O
9
O
c°;
g
U)
�
L
Z„
HUS210
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
Simpson Strong-TieO Wood Construction Connectors
Face -Mount Joist Hangers (cont.)
ls
Motlel""
No..
Mtn,
, "Heel
Height
Dime�siens
Ga.:
.r W
(m:j
' Fasteners
H g
Carrying . i.
Member . ,
°" Carved
_Member
Single 2x Sizes
LUS24
2516�
18 "
1 s/is
'; 31/6
13/a
(4)'Q:148')e3
6.148 x 3
LUS26 "
41Iw ,
1�fi6
. 43Iq" .�`
"
1a{4}.148
x 3
"` (4).0.148 x,3„
MUS26
47M6
18
19A6
53A6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
45h6
16
15/a
5%
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
HGUS26'
4%6'
12, "
15/6 .
" 53/e
5 : ,
(20) 0.162z 3'h
(8) 07J x.31/z
, LUS28 =-
43A& .";
18,
4%.1-i
6%
1?/a
(6) 0,148 x 3. ,
_ (4),0:148 x"3e ; -
MUS28
6 A6
18
1 9/16
6'3A6
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
6%
16
15/e
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
HGUS28
69/16
12
1 %
71/6
5
1 (36) 0.162 x 31/2
(12) 0.162 x 31/2
LUS210
41/ -
'18 '
}" 19/6
i71)i
' 1?/a ,
(8}`s`0.148 x=3
HUS210' '
` - 83/e .
16
15/6;
9
3
(30) O'.162 x 3'h`
,.(10)'0.162x3?/2°
8
e.12 5/
91aHG210
q1/
1
z3/N5
1. See table below for allowable loads.
These products are available with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
t with Strong -Drive® SD Connector screws.
See pp. 335-337 for more information.
DF Allowable loads_ SP Allowable Loads SpfIHF Allowable loads
Model 1
No. Uplifts Floor Snow. Roof._ Wmd Uplifts Floor Snow Roof Wind Upbft1 Floor Snow Roof Wind Ref:
(160), (100) (1i5) (125) _ (160) _ (160)� (160) (115j (125), (160) ' (160) (100) (115) (i25) (160)
- Smgle 2x Sizes
`4'UJL4'
,'
fbfu=
100:
t1Lu -
,st,u4b
A,'0.
14b
SZb;
' -aiyu
:: ".3".
-; btu"
4y5 -,
^bb!) "
1, bu".1'
LUS26
1,165
865
990
1,070
1,355
1,165
935
1,070
1,150
1,475
865
635
725
785
1,000
IBC, FL,
0
1,95
1;480
1,56
1MUS26
3C-
05.1560
"0
"
„9:
,
53
,
LA
HUS26
1,320
2,735
3:095
3,235
3,235
1,320
2,960
3:280
3,280
3,280
1150
2,350
2,660
217.80
2,780
HGUS26
87u.,
q' 4,340
4,856`
5,170 `
5'39G4'
is a"
; 4,690
t`'S,220
lilS 390 ,
780.
3,225,
3'610 :'
_ "3,870
" 3,985
IBC, FL
LUS28
1 1,165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1,465
1,730
865
810
1 925
1,000
1,270
MUS28`
#;3 C
1;73D
1;975"
',2;125>.
2, G� ;';
,1,320
1,875 ",
:';2,135
.2,255
:2 Sa -
1,7 0
1,270
'1A55
1,575.
19 5ti`.
IBC FL,
LA
HUS28
760
4,095
4,095
4,095
4,095
1,760
4,095
4;095
4.095
4,095
1:480
3,520
3,520
3,520
3,520
HGUS28
1
275
. 7;275 .
'`7,275"`
'7,275 `
" 1.650
7,275 '
r 7,2i5e
�7,275
7,275,
1,325 `
- 3,670 -
'3,820
3,91 '
-,4,250 -
IBC, FL
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215
1,500
IBC, FL,
HUS210
2,635 "
5;450
_
5",
5,83Q ;
a,8 i °
,2,635
5,335
, `5 7ti0 .
; ?�i 83>
r330--
2220
'= 3'
2;<5� .
' 2.535
2,82�
LA
HG11S210
2,090
9,100
9,100
9,100
9,100
2,090
( 3,1(i0
0100
9,1100
1 9.100
1,545
6,310
6,730
6,730
6,730
13.,: =L
1. For dimensions and fastener information, see table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp. 98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45'
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.4.1 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
Acute
'side
bpecify angle
Top View HHUS Hanger
Skewed Right
(joist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
„ 94
LUS/M US/H US/H H US/H G US
These products are available with - For -stainless Many of these products are approved for installation - --- - ----
ID additional corrosion protection. steel fasteners, 0 with Strong-Drivem SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
SS
71
S5'
Dimensionsfn:) steners(inJ_
Ga. Carrying Gamed -
W H "' B" Mpmhpr Memhpr
Fasteners
Double 2x Sizes
HHUS26-2
4-'AG
14
35/i6
53/a
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
4,320
2,830
3,190
3,415
4,250
1,135
2,435
2,745
2,935
3,655
HGUS26-2
4a/i6
12
3a/i6
57A6
4
(20) 0.162 x 31/2
(8) 0.162 x 31/2
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170
4,445
4,795
ELIS28=2"
49Jig
18
3'/a
7 . _
:_2
(6) 0.162"x 3'h "'
(4) 0.162 _x 31h
'f, 6
1 �75'"
"1,490"
=1,610
2,030
910 :
1136;
1280'
1;385
7,745.
IBC, FL,
HHUS28-2 '
61i6
14
3✓ic
7%a
3
(22}:4162x31li
(8)0.162x31h
1
4`265,
4,810,�5,155.,5;980
1,515,
3,670
;4,135,-
4,435
5,145`
LA
'HGUS28 2 J
6"s/ie '
'12
35/is
73ii6
4
(36) Oa62.x 3W;
(12)`0.162x 3'h
3;235,
74,60
:7,460
' 7,460
7,460
2,780
6 415`"
6 415'.
6,415
"6,415
LUS210-2
67/Is
18
31/s
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
87/a
3
(30) 0.162 x 31/2
(10) 0.162 x 31h
3,550
5,705
6,435
6,485
6:485
3,335
4,905
5,340
5;060
5,190
HGUS210-2
8ati6
12
35/16
93AG
4
(46) 0.162 x 31/2
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
9,100
3,520
7,460
7,825
7,825
7,825
Triple 2x Sizes
ripUJG49. ";A EL-1#I'M
`:,';14-
4;'Y78
072,
4
l_U)Y- D4 X 8721
'(o)U-104<k '4
4,faa
!t,J447;
%CLOU
-J,IIU
-'7,0;-P
Ji(536 �.
�71aU
"?F I,/U"-4,44J
.RF, ("�D}
IB(`i,FL,�
HGUS28 3, .
61� 6 '>
12
415Ae
71Ja
4
{36)D162X,3'h;
{12} 0:162X3h
-3,235
7460
7;460
7,460
7,460
,2,7$0
6410
6415"
6;415
;6,415
LA
HHUS210-3
83/e
14 -
41Yts
87/s
3
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
813/i6
12
415A
91/4'
4
(46) 0.162 x 31/2
(16) 0.162 x 31/2
4,095
9100
9,100
9,100
9,100
3,520
7825
7,825
7825
7825
HGUS212-3"
' ' i01W'
-12'
4?Slie
103/a
4
(56) 0162 x 3 �'
' (20) 0.162-x 3Y2
ti; 9a
c Sa
04a
„- ...
D4 a
5,04
:90
1, 80
I,=''U3
t,1 3-"
7;;'K
.IBC FL,
LA
HGUS214-3
:125h'";
12 _
�41IA6
123/a
"'4"
(66) 0162 z 3'/z
{22) 0.162 x 3'h
' S,695
10;12a
10,125
10,125
10,125
41900"
- 8,190
8s190
8,190
8,190'
Quadruple 2x Sizes
HGUS26:q ^
. a 51h"
" 12 .
"6she
571s
9
(26) 6.462 x 31h
. 8) 0.162 X 31h ,
� 2,1155
4,340
A,850
.5,170.
5;575`
1,855'
3 730
=4170
.4,445
4,795�
IBC, FL,
HGUS28-4
71/4
12
6a/i6
73`iG
4
(36) 0.162 x 31/2
(12) 0.162 x 31/2
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
LA
HHUS210-4
83/a
14
61A
87/e
3
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
a)195/aI..
4x Sizes
IBC, FL,
LA
IBC, FL
HGUS46
- "47 6 "'
12
'35/s
4Tti6-
"4
, (20) 0162 x 31/z
` (8) 0.162-x 31h;`
2J55,
-4,340;
4,850,
5,170
5,575
1,855�
3,730
"4,170
"4;445
4,795
HHU846
4�4s
14 ;
35/a
53fia
3
(14) 0162 x 31h"
. (6) 0.162 x 3'h
'.u2iq-
2,83D
,3,190
3,415
4,250
11351i
2 435,
2 745 "
2,935
3,655
LUS48
43/a
18
39A1;
63/4
2
(6) 0.162 x 31h
(4) 0.162 x 31h
1,060
1,315
1,490
1,610
2,030
910
1,130
1,280
1,385
1,745
IBC, FL,
HUS48
61/a
14
3afi6
7
2
(6) 0.162 x 31/2
(6) 0.162 x 31h
1,320
1,580
1,790
1,930
2,415
1:135
1,360
1,540
1,660
2,075
LA
HHUS48
61h
14
3%
71/s
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
67AG
12
3%
711A6
4
(36) 0.162 x 31/2
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
HHUS410
83h
` 14
35/a
9
3''
(30)"O i62 x 31/2
'(JO) 0.162 x 31/z,
3`55oG
5;705'
"6,435
6,485
0,43
1,2f)5
4 965
;5 535
5 c7
5,57
HGUS410
.,87As -
12
35/a
91ti6�
4 ,
`(46}0.162x31h'
(16)"0.162x31h
4r095
9700
:9,100
9,100
9,106
-3;520a
7825,
s.>
7825
",
7,825"
7,825
IBC FL,
LA
HGUS412
107/i6
12
35/a
107Hs
4
(56) 0.162 x 31/2
(20) 0.162 x 31/2
5,695
9:045
9,045
9;045
9:045
4:900
7,180
'•,780
7,780
7,780
HGUS414
117/is
12
35/e
127fis
4
(66) 0.162 x 31/2
(22) 0.162 x 31h
5,695
10,125
10,125
10,125
10.125
4,900
8,190
8,190
8,190
8,190
Double 4x Sizes
FL
1. Uplft loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes
the evaluation of cross -grain tension in its hanger alowabb 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 31/2" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11/2" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
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/s". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/a" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
N
Finish: Galvanized
L
4
Installation:
U
Use all specified fasteners; see General Notes
Can be installed filling round holes only, or filling
U
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:
-
�.
• 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-Drivell SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
Many of these products are approved for installation with Strong-Driveo
SD.Connector screws. See pp. 335-337 for more information.
11n.'
HTU26
Typical HTU26
Minimum Nailing
Installation
"�/e" rtiaSi: gap-tietiNeen erid"of --
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
Single 2x Sizes .
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(H771210 similar)
n t urn-� want;`
_
,1,23p
4,x+u
��,a0u
f .ri�::��
g,4Uu�,
IBC,
HTU28 Min.
37/s
1 %a
71/6
31h
(26) 0.162 x 31/2H
(14)0.148 X 11/z
5
3,820
3,895 3;895
3, 895 1,060
2,86u
5
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
15/8
71/16
31/2
(26) 0.162 x 31/2
(26) 0.148 x 11h
2,020
3,820
4,315 4,655
5,435 1,735
3,285
3,710
4,005
4,675
LA
,HT0210 (Min.)
37/a:°
15/s -
91/�
31/2
(32) 0.162 X 31/2";-
t14;•0148 x 11h
' 1,33D
4,306
4,232 4,u00
,4, 5G 1,145
3;22L'
,'�25u
3,22s' `
10,
1TTU2MaX:
( )
i 9?la �
is/a .
"9?/e
31h
, {32.0.162 x 3'lz;
)
(32) 0148'x�1'h
3,315
4,705�,
�71 ,,t, 0
,
Aj995' E 2,850.
4,045
r z ;
_}, 3 1
' 5,155
Double 2x Sizes
HTU26-2 (Min) r'
„ 371a;',;
" ,,
5'/a
3?12
(20) 0.162 x 31/2
: (14), 0148.?(;3 y
1,'515
2194(7„
HTU262(Max.),
5?/2 '
3356
06,
31h>'
(20,)'0:162x31h,.
(20)0A48.X'3
",2,175
2,940
382: 580
4,48 1,870,°2,530
2,858
3,0380
3,855,i
HTU28-2 (Min.)
37/a
35/16
71/6
31/2
(26) 0.162 x 31/2
(14) 0.148 x 3
1,530
3,820
1 4,310 4,310
4,310 1,315
2,865
3,235
3,235
3,235
IBC'
HTU28-2 (Max.)
71/4
35/is
71A6
3Yz
1 (26) 0.162 x 31h
(26) 0.148 x 3
3,485
3,820
1 4,315 i 4,655
53 825 .2,995
3,285
3,71�.; J-Alo
5 .)
15,0'10
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit 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 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 fisted diameter by length. See pp. 21-22 for fastener information.
96
Simpson Strong -Tie® Wood Construction Connectors
U
Z_
y
Z
a
0
O
U
w
F'
0
Z
U
cc
Cn
Z
O
CO
a
W
rn
0
N
0
rn
0
U
0
Face -Mount Truss- Hanger (cont.)
Many of these products are approved for installation with Strong -Drives
$
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
HTU26 (Min.) 37/a I (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 11/z 925 1 1,470 1 1,660 1 1,790 1 1,875 1 .795 1 1,265 1 1,430 1 1,5!0 1 1,615
HTU26 (Max.) 51/2 (2) 2x4 . (1 0) 0.162 x 31/z (20) 0.148 x 11/z 1,240 1 1,470 1 1,660 1 1790 2,220 1065 1,265 1,430 1,540 1,910 IBC,
t rV A"' a6y"l-` , '` 71A ?"' t91 aYs r7nt t1 t��v`zr� -r��t:ii�a��-ih�' rUa�n �: � aara �:� ,-z� . � �. i'onrt .: i'�Qi ' ° q-r'4n .(+. O. a 't4�C � pan:=' FL, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h".
3. Wind (160) is a download rating..
4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads 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 1/8" and 1h", use the Alternate Albwable Loads.
6. Truss chord cross -grain tension may limit 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/z" 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.
Simpson Strong -Tie® Wood Construction Connectors
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 2V16" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/1e" at 100% of the table load. Specify as an `X'
version and specify flange.to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete a!t id ? 4" x 21/4` Titer, 2
screws tModel TTN2-252341-1) for G -CIV U. Follow all
installation instructions and use the loads from the sawn
lumber or E AVP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/1e"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/1e"-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
3/1e" 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/e" is required as shown in Figure 1 for f Il uplift load.
• Where no uplift load is required, a minimum end distance
of 1 "/" is Permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
A
HU/HUC/HSUR/L
.......... ----.............................................................................................................................._._..................................................................._........__....._.....................................
Medium -Duty Face -Mount Hangers (cont.)-
IS
These products are available with additional corrosion protection. For more information. see o.15.
HU26
HU26X
(4)1/a x 23/a (4) Ya x 13/a
(2) 0.148 x 11/2
335
1,000
335
1,545
�la'x 3✓a
{4) (114$ X tro4`o
1 x} p '0
4QQ
HU24-2
HUC24-2
(4)1/a x23/a (4)1/a x 13/a
(2) 0.148 x 3
380
1,000
380
1,545
H1.1262(M[n
HUC26-2 9
77777
(1/tX12�%R (8)x'731a
(4)0:14$I(371jp
2,DA0
7F)0
3;200
HU262(Max}
H[1C262
(12)Y%ax23la (12y1✓a`
,:"6}j0�4$z
7135u000'1
6135
F�d8�'.
HU26-3 (Min.)
HUC26-3 (Min.)
(8)1/a x 23/a (8)1/a x 13/a
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12) IA x 23/a (12)1/a x 13/a
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU210 I HU210X I (8)1/a x 23/a 1 (8)1/a x 13/a I (4) 0.148 x 11/2 1 545 1 2,000 1 760 1 2,415 1
HU210-3 (Min.)
HUC210-3 (Min.)
(14)114 x 23/a
(14)1/4 x 13/a
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18)1/4 x 23/4
(18)1/a x 13/a
(10) 0.148 x 3
1,800
4,500
1,800
5,085
FIU212, t.'"
ijU212X
(10j"YZa x 23/a ""
' (10)1lc.X 131a
(6) 0148 1Iz
1135
.h 2;500-'
1,135
2,665,
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/a x 23/a
(16)1/a x 13/a
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22)1/a x 23/a
(22)1/a x 13/a
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU214 'I HU214X 1 (12)114 x 23/a 1 (12)1/a x 13/a 1 (6) 0.148 x 11/2 ( 1,135 1 2,665 1 1,135 1 2,665 1
HU214-3 (Min.)
HUC214-3 (Min.)
(18)1/a x 23/a
(18)1/a x 13/a
(8).0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)1/4 x 23/a
(24)1/a x 13/a
(12) 0.148 x 3
2,015
5,085
2,015
5,085
tit)216`
HU216X
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($)ttl $x1*z
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hz515
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. x•,x
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/4 x 23/a
(20)1/a x 13/a
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26)1A x 23/a
(26)1/a x 13/a
(12) 0.148 x 3
2,015
1 5,085
2,015
5,085
HU7 (Min.) (Not available) (12)1/4 x 23/a (12)1/4 x 13/a (4) 0.148 x 11/z 545 2,980 1 760 1 2,980
HU7 (Max.) (Not available) (16)1/4 x 23/a (16)1/a x 13/a (8) 0.148 x 11/z 1,085 3,485 1 1,085 1 3,485
HU11 (Min.) (Not available) (22)1/a x 23/a (22)1/a x 13/a (6) 0.148 x 11/2 1,135 3,230 1,135 3,230
HU11 (Max.) (Not available) (30) %x 23/a (30)1/a x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735
0)
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BOTTOM CHORD
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SHEET TITLE:
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RAISEDMEEE ROOFSRU55E5
SHEET INFORMATION:
JOB NO. IIId
DASE ISSUED: IIAB.Id
IFD BY:
SK.I
J'anuary,lO,, 2020'
'Cak0bift&C0 - Aftactott of America,, Inc:.
'3 Gi NW
wintWrii jav 3 e,,rijL3 880-62
Deer, att:
If you hAV"bah y questions, please We me -a,.ca11L.
91
6.760 Forum Drive, Suite 305 Orlando, PL 82821 (800), 521--9790,-,.(863)422-8685
I hs doc # it h*3 been electonic* signed Alpine, an ITW Company
and seeled using a0loft agnaUs.F%tbd 6750 Forum Drive, Suite 305
copies V` iftut an original 51Vv*x0nvistbe Orlando, FL 32821
vellfled using the wiginO electronic v8rsion. ALPINE Phone: (800)755-6001
x+s++a
ANIiW COMPANY www.alpineitw.com
COA #0 278
03/10/2021 S .
No. 71 ,
STATE CW
10. A tol. 4
(14O."o ".4014,
Sito,ation r
Page 1-
Customer: Carpenter.Contractors of America
Job Number. N334504
l ob Description: ;7A51320 ,182ED,F ,02G ,R101 i 1828/CALl/4EBB ELEV.D/F
jAddress: -
Job `En Ineer n Griterla:
Design Code: FBC 7th Ed. 2020 Res
IntelliVIEW Version: 20.02 OOA
JRef#: lX3L89750047
Wind Standard: ASCE 7-16 Wind Speed (mph). 1`60
Design Loading (pso 37,00
Building Type: Closed
This package contains general notes pages, 29 truss drawing(s) and 5 detail(s).
item
Drawing Ndtr bor-
truss
1
069.21.1140.51634
Al
3
069.21.1140.52509
A3
5
069.21.1140.51337
A5
7
069.21.1140.52103
A6
9
069.21.1140,52368
A10
11
069.21.1140.52305
A14G
13
069.21.1140.52540
132GE
15
069.21.1140.52415'
C2GE
17
069.21.1140.52759
D2
19
069.21.1140.52399
V4
21
069,2.1.1140.52274
EJ7
23
069.21.1140.52650
EJ3
25
069.21.1140.52681
CJ5
27
069.21.1140.52525
CJ1
29
069.21.1140.52493
HJ3A
31
GBLLETIN0118
33
VAL180160118
bent
Drawing Num er.
Truss
2
069.21.1140,52244
A1A
4
069.21:1140.51994
A4
6
069.21.1140.52463
A5GE
8
069.21.1140.51.339
A8
10
069.21.1140.52275
Al2
12
069.21 .1 140.51665
131
14
069.21 . 1140.51666
C1
16'
069.21.1140.52602
DI
18
069.21.1140.52697
D3G
20
069.21.1140.52743
V8
22
069.21.1140.52619
EHA
24
069.21.1140.51540
EJ2
26
069.21;1140.52682
CJ3
28
06911.1140.52291
HJ7
30
A16015ENC160118
32
CNNAILSPI014
34
VALTN160118
Florida Certificate of Product Approval #FL1999
Printed 3/101202.1 12:09:55 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www.icc-es.ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.orq.
2. ICC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com.
Page 3 of 3
SEQN: 250001 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef.*1X3L89750047 T10
FROM: RWM Qty: 16 7A5/320 ,182ED,F ,02G ,Rl01 / 1828/CALI/4EB8 ELEV.D/F DrwNo: 069.21.1140.51634
Truss Label: Al ITCE / YK 03/10/2021
6'1"7 12'11"15 19'10" 26'8"1 33'6"9 398"
6'1"7 6'10"8 6'10"1 6'10"1 6'10"8 6'1"7
5X5
E
�_F 10
10'
9'10"
19,10"
39'8"
9'10"
29'8"
10' 1'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.222 K 999 240
Lac R+ ! R- / Rh / Rw / U / RL
B 1711 /_ /_ /961 1309 /444
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.385 K 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.081 J - -
H 1711 /- /- /961 /309 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.140 J
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.617
H Br Width = 8.0 Min Re
9 q = 2•0
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.882
Bearings B & H are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.457
Bearings B & H require a seat plate.
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/l0(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.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
0
Lumoer
Top chord: 2x4 SP #2 N;
C - D 1366 - 2875
F - G
1366 - 2875
Bot chord: 2x4 SP #1;
D - E 1130 - 2029
G - H
1490 - 3155
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp.
Chords
Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - L 2759 -1207
K - J
2278 - 858
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
L - K 2278 - 879
J - H
2759 -1186
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp.
Webs
Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
L - D 541 -134
K - F
530 -745
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
D - K 530 -745
F - J
541 -134
member. Attach with 0.128x3" gun nails @ 6" oc.
tey�7
E - K 1362 -605
Loading
` 40"'1
��r$oQsa"�cpe�°O•<t
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads
a d 08 1 `
based on MWFRS with additional C&C
member design.
•
Wind loading based on both gable and hip roof types.
m°
Alpine, a
truss in c
listing thi
drawing I
For more
T
e
COAL �>ALt�+``�
t dp1ffiB' ivoit
03/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
)er BCSI sections B3, B7 or B10,
iless noted otherwise. Refer to
vision of ITW BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
iformance with ANSI �fPI 1, or for handling, shipping,. Installation and bracinq of trusses. A seal on this drawing or cover page
hawing indicates acceptance of professional encLineering responsibility solelyor the design shown. The suitability and use of this
any sfr'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
ormalion see these web sites: Alpine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC' awa.ora
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250030 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T25 /
FROM: ALS Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52244
Truss Label: AlA �TCE / YK 03/10/2021
T11"2 12' 17'1"12 19'10" 23'8"
T11"2 F 4'0"14 5'1"12 '1 2'8"43'10"
=6X6
F
�' 8'11
8'11
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 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W6,W9,W11 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Plating Notes
All plates are 2X4 except as noted.
(1) - plates so marked were sized using 0% Fabrication
Tolerance, 0 degrees Rotational Tolerance, and/or
zero Positioning Tolerance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
' The 5-0-0 section of Bottom Chord at 8-8-0
elevation between panel points R and N may
be field -removed as required provided that
all remaining plate/wood contact areas stay
intact and undisturbed.
39'8"
31'814 i 39'8"
8'0"14 T11"2
3'9"3 2'1"12 3' 68'0"11
11'10"4r 14' 17' 23'8" 31'8"l1
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): 0.386 O 999 240
Lu: NA Cs: NA
VERT(CL): 0.669 O 706 240
Snow Duration: NA
HORZ(LL): 0.168 K - -
HORZ(TL): 0.314 K
Building Code:
Creep Factor: 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.791
TPI Std: 2014
Max BC CSI: 0.896
Rep Fac: Yes
Max Web CSI: 0.765
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
WAVE. HS
Laterally brace Bottom Chord above filler at
24" oc, including a lateral brace at chord ends.
(Not required if 5-0-0 section of lower Bottom
Chord is removed as noted (*)).
or.- H..t��Y,,,f
Q• s
o°
a
m
m
COA W.8A NAL
03/10/2021
T �1-i
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /961 /309 /444
1 1556 !- /- /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 1410 - 2745 F - G 1410 - 2068
C - D 2144 - 4245 G - H 1218 - 2103
D - E 1499 - 2794 H - 1 1423 - 2777
E - F 1658 - 2771
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2371 -1107 L - K 2402 -1107
Q - M 3738 -1614 K - 1 2406 -1106
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
814 -1523
M - F
2007 -1008
C - Q
1476 - 551
M - L
1864
- 604
S - Q
2850 -1327
F - L
492
- 506
Q - D
1271 - 562
L - G
452
- 368
D - M
825 -1539
L - H
475
- 688
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT*' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI 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 bragin installed per BCSI sections B3, B7 or B10,
as appllcabgle. 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 Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI1TPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engTeering responsibilittyy solelyor the design shown. The suitability and use of this
drawing for any s9r'ucture 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: 250031 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T2 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52509
Truss Label: A3 / YK 03/10/2021
6'1"7 12'11"15 1910" 2444" 3TV9 39'8"
6'1"7 6'1D"8 6'10"1
=5X5
E
c�
M
G
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 "
�' i 10'
-r- 10'
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 to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1; 133,84 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"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.
20'8"
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):
B3
1114X4
5'8"
4'6" 5'4"
24'4" F 29'8"
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.033 M 999 240
VERT(CL): 0.082 M 999 240
HORZ(LL): 0.011 L - -
HORZ(TL): 0.024 C
Creep Factor: 2.0
Max TC CSI: 0.961
Max BC CSI: 0.737
Max Web CSI: 0.420
03/10/2021
Ver: 20.02.00A.1020.20
13-4"
10, 1'
39'8"�
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 871 /- /- /610 /172 /444
N* 247 A A /156 f73 /-
H 508 /- A /427 /147 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
N Brg Width = 68.0 Min Req = -
H Brg Width = 8.0 Min Req = 1.5
Bearings B, N, & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 606 -1330 G - H 246 - 579
C - D 479 -1037
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - M 1138 - 532 K - J 952 - 498
M - L 691 - 320 J - H 484 -143
L-K 967 -518
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - M 375 - 360 K - F 885 -1188
M - D 558 -150 F - J 573 - 255
D - L 559 -715 J - G 495 -484
L - F 769 - 272
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shi ping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI anr7 SBCA) fo'r safety practices pnor to pertorming these functions. Installers shall provide temporary
bracing per BGSi. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent laterel restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. Apply prates to each face of truss and positron as shown above and on the Join�Details, unless noted otherwise. efer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional englneenng responsibili(� 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: alpineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.oro AWC: awc.oro Orlando FL, 32821
SEQN: 250032! HIPS Ply: 1 Job Number: N334504 Cust: R8975 JRefAX3L89750047 T9 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51994
Truss Label: A4 SSB / WHK 03/10/2021
6'1 "7
6'1 "7
�' i 10'
-r 10,
12'6"15 19' 27' 20'8" 1"1
6'S"8 6'S"1 1'8' 65"1
9.101.
19'10"
;5X5=5X5
E F
39'8"
9'10"
29'8"
33'6"9 + 39,81,
6'5"8 6'17
10, 1'
39'8"+
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pfin PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.172 L 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /963 /310 /427
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.321 L 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.066 K - -
1 1556 /- /- /963 /310 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.123 K
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.480
1 Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.747
Bearings B & I are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep. Fac: Yes
Max Web CSI: 0.625
Bearings B & I require a seat plate.
Loc. from endwall: not in 9.o0 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.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
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.
all
s
® n
a o
COA fib, �IO1Y AL �
03/10/2021
li 1-1 -GOVu r - V I IOL - I/IV
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
**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 rlor to pertorming these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properPY attached structural sheathing and bottom chord shall have a properly
attacheU rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicab-le. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Referto job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/l PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilityV 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: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250033 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T8 /
FROM: RWM City: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51337
Truss Label: A5 �SSB / WHK 03/10/2021
7'10"17' 22'8"
7'10 1414 9' 1 "2 5'8"
�1'1+ 10,
10,
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00It
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 it
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.
=5X5 =5X5
D E
39'8"
9'10" 9110"
19,10" 29'8"
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 Sid: 2014
Rep Fee: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
31'9"2 39'8"
9' 1 "2 7'10"14
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.149 J 999 240
VERT(CL): 0.279 J 999 240
HORZ(LL): 0.060 1 - -
HORZ(TL): 0.112 1
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.755
Max Web CSI: 0.989
VIEW Ver: 20.02.00A.1020.20
Wind � ,
Wind loads based on MWFRS with additional C&C fig" °* .,00a°•+°° �
member design. $ ey`+�"
Wind loading based on both gable and hip roof types. @&®+ •s o
•
COAffrfff8����•
03/10/2021
10, 1'
39'8"+
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1552 A A /965 /318 /386
G 1552 A A /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
**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
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Build irhComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI 4PI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawng or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engmeenng responsibilittyy 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 ANSIlTPI 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: 250065 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T11 /
FROM: RDP Qty: 1 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52463
Truss Label: A5GE / YK 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 "
I
le
{�1Y11'15 11'4 g"2
23'15 '4 1Q'2
6'1'719'10° 271 23'1 2G 31'70"7 3 '8' 39'8" \
6'1"7 3 �• 6'10"1 2' 2' YF 5'10"7 9' �
�- 10'8"�5K8
21' i 5'- k 13'B•
9B°4 + 12 5 + 38 .l._ 3 -� 7
10' 19'8'4 21 26' 29'8" 32'8° 39'8°
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 to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
21'11'12 1 3'10"8 --1- 13712
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):
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR --
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Special Loads
---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to 56 plf at 10.67
TC: From 76 pif at 10.67 to 76 plf at 32.67
TC: From 56 plf at 32.67 to 56 plf at 40.67
BC: From 20 plf at 0.00 to 20 plf at 39.67
BC: 128 lb Conc. Load at 23.21,23.79
PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98)
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Defl/CSI Criteria
PP Deflection in loc L/defl
VERT(LL): 0.106 AE 999
VERT(CL): 0.211 AE 999
HORZ(LL): 0.044 1 -
HORZ(TL): 0.088 1 -
Creep Factor: 2.0
Max TC CSI: 0.646
Max BC CSI: 0.645
Max Web CSI: 0.957
♦ Maximum Reactions (Ibs)
L/# Gravity Non -Gravity
240 Loc R+ / R- / Rh / Rw / U / RL
VIEW Ver: 20.02.00A.1020.20
03/10/2021
B 769 /- /-
/504 /323 /444
AB 2335 /- /-
/945 /990 /-
Z 1079 /- /-
/484 /352 /-
T 519 /- /-
/398 /219 /-
Wind reactions based on MWFRS
B Brg Width = 6.0
Min Req = 1.5
AB Brg Width = 8.0
Min Req = 2.8
Z Brg Width = 8.0
Min Req = 1.5
T Brg Width = 8.0
Min Req = 1.5
Bearings B, AB, Z, & T are a rigid surface.
Bearings B, AB, Z. & T
require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply°(Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
B - C 465 -1090
I - J 391 -195
C - D 335 - 815
J - K 390 -199
D - E 399 - 762
K - L 536 - 262
E - F 411 - 759
L - M 608 - 296
F - G 397 - 678
M - N 506 - 244
H - 1 377 -185
S - T 228 - 610
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B -AH
922 - 479
AA- Z
375
- 227
AH-AG
486 -261
Z-Y
388
-286
AG-AF
486 -261
Y-X
388
-286
AF-AE
486 -261
X - W
491
-156
AE-AD
486 -261
W - V
491
-156
AD -AC
486 -261
V - T
491
-156
AC -AB
479 -325
i z aximum Web Forces Per Ply (Ibs)
o
Webs
Tens.Comp.
Webs
Tens. Comp.
AH-AI
518 -256
AB -AR
304
-482
a
AI-AJ
555 -273
AR -AS
445
-568
AJ-G
519 -269
AW-Z
272
-747
G -AL
514 -933
AW- N
237
-676
AL -AN
498 - 920
N -AX
683
- 357
AN -AP
519 - 955
AX- X
690
- 352
AP -AC
Ivi
AC- K
92 -505
AZ -BB
275
-472
K -AB
546 -1366
BB- S
326
-457
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI 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 ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Build incLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI4PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec-.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2500351 HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1X3L89750047 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1140.52103
Truss Label: A6
SSB / WHK 03/10/2021
i 7'10"14 15, 24'8" 31'9"2
39'8"
7'10"14 T1"2 9'8'. T1"2
I 7'10„14
=6X6 ; 6X6
D T3 E
12
6 C 5
\ 5X5
r�
o
12
W
W1
B
C,
t
A
a3
H ew-
4X6(A2) __ 5X5 =— 5X5 = 5X5 = 4X6(A2)
39'8"
10, 9'10" 9'10"
10,
10, 19,101, 29'8"
+1'�
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/deft L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240
B 1552 A /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - -
G 1552 A A /962 /328 /-
EXP: C Kzt: NA
Des Ld: 37.00 0.115 I
Wind reactions based on MWFRS
Mean Height: 15.00 ItHORZ(TL):
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913
G Br Width = 8.0 Min Re 1.8
g q =
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 It FT/RT:20(0)/l0(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 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.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 394 - 358 E - 1 628 - 300
K - D 628 - 300 1 - F 394 - 358
�fPy4PtPUfplrjP10%
,,r!
�
♦ ¢OP94404
lYV A® [V- � ♦ ��
r.
�'1"a.
o m ® �^"
0 4�
s� o.7,0q8 9 ° ..
p/
� 6
s m
� pq^
S
COA`8+i�®NAL a
e @7 iffeni , }tt
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by
TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
Locations for lateral
attached rigid ceiling shown permanent restraint of webs shall have bracin installed per BCSI sections
as applicable. Apply plates to each face of truss and -position as shown above and on the Join Details, unless noted otherwise.
B3, B7 or B10,
Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure
truss in conformance with ANSI/TPI 1, or for handling, shipping,and bracinq trusses. A this drawinq
to build the
installationof seal on
listing this -drawing indicates acceptance of professional engineering responsibilit�yy solely -for
or the design shown. The suitability
' -Designer
or cover papa 6750 Forum Drive
and use of this
Suite Fos
drawing for any s9ructure is the responsibility of the Building per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250036 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1X3L89750047 T6 /
FROM: RWM
City: 1
7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1140.51339
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 1112X4 5X5
D E F
12
6 F_-1 "-lk2X4 W
C
o
W3
t24
B
H
A
y1
I �8 8
4X6(A2) --5X5 = 5X8 = 5X5 = 4X6(A2)
39'8"
1' 10' 9'10" 9'10"
10, 1'
T 10' 1 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): 0.191 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240
B 1556 /- /- /953 f716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 /- /- /953 r716 P
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Erg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CS: 0.543
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: 0.754
Bearings B & H are i rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.687
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2014 - 2780 E - F 1973 - 2289
C - D 1925 -2523 F - G 1925 -2523
Top chord: 2x4 SP #2 N;
_
D - E 1973 - 2289 G - H 2O14 - 2780
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2421 -1686 K - J 1982 -1323
member design.
L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 381 - 339 K - F 425 - 401
L - D 535 -183 F - J 535 -183
D - K 425 - 401 J - G 381 - 339
ylpputtaaspatattatd
E - K 585 -391
i 0. 7108 1
i
�
4
M @ m
� F
H M
g
ep�
l 0 O �y
8® O
��L•s.asaP
°��.
t"�Tt
COA` b ON AL ":
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 linp, shipping, installing and bracing. Refer to and follow the latest edition
Component Safety
of BCSI-(Building
Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted -otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
Locations for lateral
attached rigid ceiling shown permanent restraint of webs shall have bracin installed per BCSI sections
as applicable. Apply to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
B3, B7 or B10,
Refer to
Oates
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW BuildinTComponents Group Inc. shall not.be responsible for any deviation from this drawing, any. failure to build the
truss in conformance with ANSI PI PI 1, or for handling, shipping,. installation. and bracin4of trusses. A this drawin
seal on or cover pate 6750 Forum Drive
listing this drawing indicates acceptance of professional engqineering responsibilityy solely for the design shown. The suitability and use of This
drawing for any is the the Building -Designer ANSIrrPI 1 Sec.2. Suite 305
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: 250037 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1X31.89750047 T5 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1140.52368
Truss Label: A10
SSB / WHK 03/10/2021
5'9"4 11' 19' 28'8" 3V10"12 39'8"
5'9"4 5'212 8' 9'8" 5'2"12 69' 4
e5X5 =5X5 =5X5
D E T3 F
12
6 �2X4 W 02X4
T
o C (a) (a) G
n W3 h
io
B H
A
I
4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
39'8"
it0' 9'10" 9'10" 10,
�1'.
+
10' T 19,10" 29'8" 39'8"
Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 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 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- !- /940 /718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.127 J Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf H Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934
P
Bearings B & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 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 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 2194 -2804 E - F 2386 -2693
C - D 2057 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578
be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 470 -71 K - F 626 -612
for (2) CLR'S where shown. Scab reinforcement to be D - K 739 -778 F - J 466 - 52
same size, species, grade, and 80% length of web E - K 789 - 534
member. Attach with 0.128x3" gun nails @ 6" oc. gjQlStttiUA@tt=tF'
WindiFgfFpf�xr
Wind loads based on MWFRS with additional C&C'dP®,
design. v�
member h` * DOE +
Wind loading based both hip
on gable and roof types.
r
,
n�
�e
��=
0 �
#
COA �`
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) ion 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
Locations for lateral
attached rigid ceiling shown permanent 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 '
drawings 160A-Z for standard plate positrons. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinQQComponents 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 bracin4of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawingq indicates acceptance of professional en Ine6nng responsibilityy solely for the design shown. The suitability and use of -this
drawing for any structure is the responsibility of the Buildinggesigner 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: 250038 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1X3L89750047 T4 I
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1140.52275
Truss Label: Al2
SSB / WHK 03/10/2021
9' 17' 30'8"
39'8"
9' 8' 5'B" B.
9'
,6X6 =5X5 =4X4
C T2 D E T3
=6X6
F
T ,2
6
T
W
(a) (a)
a W5
B
G u�
A
4X6(A2) =6X6 =6X6 -6X6=4X6(A2) 1
39'8"
�1' 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 Udell U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240
B 1556 /- /- /921 /720 /223
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.081 1 - -
G 1556 /- P /921 /720 P
Des Ld: 37.00 EXP:
Mean Height: 15.00 ft
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: 0.939
G Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2250 -2705 E - F 2239 -2478
C - D 2238 - 2478 F - G 2250 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
D - E 2906 -3233
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - K 2330 -1856 J - 1 3176 - 2629
be equally spaced. Attach with (2) 8d Box or Gun
K - J 3174 - 2647 1 - G 2329 -1835
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
C - K 718 -428 E - 1 944 -834
for (2) CLR'S where shown. Scab reinforcement to be
K - D 940 -832 1 - F 718 -430
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
®9►t49tt118W170le10g
Windy * °rr
Wind loads based �p f 'ref
on MWFRS with additional C&C �,ti a„'00*4002.
member design.
,`40°
Wind loading based on both and hip roof types.
gable
a •
s°
o. 708 I .'a
a
a ; 9
M
ti
•
�
s o
p,a, Ai 0
o
`"a 1
COAIC
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 Information,
of BCSI (Building
by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless. noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. Apply Oates 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, 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 ANSIl� PI 1, for handling, installation
conformance with or shipping,. and bracin of trusses. A seal on this drawingg or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250056 / HIPS
Ply: 2
Job Number: N334504
Cust: R 8975 JRef:1X3L89750047 T12 /
FROM: LPM
Qty: 1
7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1140.52305
Truss Label: A14G
SSB / WHK 03/10/2021
2 Complete Trusses Required
7' 17' 22'8" 32'8"
V.
7' 10, i 5 8„ '� 10,
7'
=6X6 =8X8 =-8X8
12 C T2 D T3 E T4
=6X6
F
T 6�
M
O
T
�
P')
B
M
G
� A
H
8X8 = 8X8 - 8X8 = 4X6(A1)
39'8"
10' J. 9'10" 9'10"
10, 1'
T 10' 19,10" + 28'8"
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): 0.295 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240
B 3135 /- /- /- /1427 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - -
G 3136 /- /- /- /1428 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 1
Wind reactions based on MWFRS
Mean Height: 10.51 ft
NCBCLL: 0.00 Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.0 psf
Soffit: 0.00 gCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676
G Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.Members
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.760
not listed have forces less than 375#
Loc. from endwall: NA FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 1424 - 3094 E - F 1534 - 3602
C - D 1533 - 3601 F - G 1425 - 3094
Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS;
D - E 2128 -4831
T3 2x6 SP #2 N;
Bot chord: 2x6 SS;
3; We
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per PI Ibs
Y (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Nailnote
B - K 2752 -1257 J - 1 4769 - 2187
Nail Schedule:0.128"x3", min. nails
K - J 4768 - 2187 I - G 2753 -1258
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Maximum Web Forces Per Ply (Ibs)
Use equal spacing between rows and stagger nails
Webs Tens.Comp. Webs Tens. Comp.
in each row to avoid splitting.
C - K 1287 -417 E - 1 727 -1297
Loading
K - D 727 -1298 1 - F 1287 -417
#1 hip supports 7-0-0 jacks with no webs. ;ytt;4tti9lNg/����gF�
Wind° >rJr
Wind loads and reactions based on MWFRS.x
Wind loading based on both gable and hip roof types.
°a
z A. 08 1
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a "
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f "".
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%
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, TPI r
by and SBCA) safety practices prior to performing these functions. Installers shall provide
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall
Locations
temporary
have a properly .
attached rigid ceiling shown for permanent lateral restraint of webs shall have bracmq installed per BCSI sections
as applicable. Apply Oates to each -face of truss and position as shown above and on the Join Details, unless noted otherwise.
B3, B7 or B10
Refer to '
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in ANSI/TPI
conformance with 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawin or cover page 675o Forum Drive
listing this drawing indicates acceptance ;of professional en ineenng responsibili solely -for the design shown. The suitability and use of this Suite For
drawing for any shcture is the responsibility of the Building�esigner per ANSI/TI 1 Sec.2.305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821
SEQN: 250039 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRefAX3L89750047 T20 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,13101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51665
Truss Label: B1 SSB ! WHK 03/10/2021
5'7 N'4 10,81, 15'8' 2 21'4"
"4 5'0"12 5'0"12 5'7"4
4X4
D
12
6 %� C4 is2E
EO EO �2
�n
io
B F
9 A 8'8"
H G
4X4(A2) -5X5 =4X4-4X4(A2)
21'4"
1, 8' 5'4" 8'
8' , 13'4" 21'4"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.047 H 999 240 Loc R+ 1 R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.088 H 999 240 B 864 !- /- /529 /397 /229
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.020 G - - F 805 /- /- /464 /361 /-
EXP: C Kzt: NA
Des Ld. 37.00 Mean Height: 15.00 it HORZ(TL): 0.037 G Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5
Soffit: 0.00 BCDL: 5FBC 7th Ed. 2020 Res. Max TC CSI: 0.371 F Brg Width = 8.0 Min Req = 1.5
.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.611 Bearings B & F are a rigid surface.Bearings B & F require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.232
Loc. from endwall: Any FT/RT:20(0)/10(0) Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1190 -1344 D - E 1113 -1152
Top chord: 2x4 SP #2 N; C-D 1104 -1146 E-F 1201 -1351
Bot chord: 2x4 #2 N; 3; We Maximum Bot Chord Forces Per PI Ibs
Webs: 2x4 SP #3; Y (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Wind B - H 1152 - 993 G - F 1161 - 955
Wind loads based on MWFRS with additional C&C H - G 795 -539
member design.
Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 471 - 284 D - G 394 - 335
H - D 383 - 322 G - E 479 - 289
;q�txStHPltsss;tt1t
�` H, t�;t7rf
d _
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COA #t' tYAL
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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 proper1r attached structural sheathing and bottom chord shall have a properly
attachetl rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face 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 ANSIl� PI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili(t�� solelyfor the design shown. The suitabili y and use of this
drawing for any s9ructure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250059 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T3 /
FROM: HMT Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52540
Truss Label: B2GE / YK 03/10/2021
M
to
N
43
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Soacinq: 24.0 "
10,8"
10,8"
�— 4-8„ }"— 2
(TYP) =4X4
F
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 22.33
BC: From 20 plf at 0.00 to 20 plf at 21.33
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
WIND LOAD CASE MODIFIEDI
21'4"
21'4"
21'4„
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
21'4"
10,8„
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.005 R 999 240
VERT(CL): 0.011 R 999 240
HORZ(LL): 0.004 L - -
HORZ(TL): 0.006 R
Creep Factor: 2.0
Max TC CSI: 0.323
Max BC CSI: 0.197
Max Web CSI: 0.091
VIEW Ver: 20.02.00A.1020.20
03/10/2021
N
1p
�8'8"
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B* 125 /- /- /39 /48 /11
Wind reactions based on MWFRS
B Brg Width = 256 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
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 ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicabgle. Apop y 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 notbe responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSIf� PI 1, or for handling, shipping,i . nstallation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional an ineenng responsibilit� solely -for the design shown. The suitability and use Nis
drawing for any sgr'ucture is the responsibility of the Building�esigner per ANSIfTP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com: TPI: tpinst.ora: SBCA: sbcindustrv.com: ICC icrsafe orn• AWC• nwr nro Orlando FL, 32821
SEQN: 250041 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T19 /
FROM: RWM- Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51666
Truss Label: C1 SSB / WHK 03/10/2021
7'
7'
=5X5
C
14'
7'
f" 1
14'
7'
7'
7'
14'
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.014 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.025 E 999 240
B 588 /- !- /371 /272 /158
BCDL: 10.00 Risk Category: II
Snow Duration: NA
HORZ(LL): 0.008 E - -
D 527 /- /- /305 /234 !-
EXP: C Kzt: NA
Des Ld: 37.00
() HORZ TL : 0.013 E
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Soffit: 0.00 BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.767
D Br Width = 8.0 Min Re 1.5
g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.503
Bearings B & D are rigid surface.
Bearings B & D require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI; 0.119
Members not forcested have less aY(Ibs) 5#
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per PI
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 805 -740 C - D 807 739
Top chord: 2x4 SP
Bot chord: 2x4 SP #2 N;
Maximum Bat Chord Forces Per Ply (Ibs)
Webs: 2x4 SP #3;
Chords Tens.Comp. Chords Tens. Comp.
Wind
B - E 598 - 542 E - D 598 - 542
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
4�\ �®gttpCpfl 99y y0 (jj0.0.P''f���a
r
a AT 0 A w
O
oftfu
P Q
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entbui
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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) fo'r 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
,iid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
ile._ AppTy plates to each face. opf truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
Is -i ouH-Z Tor stanoara plate posmons. Kerer to )oo-s uenerai Notes page Tor aaamonai mrormanon.
a division of ITW BuildincL Components Group Inc. shall not,be responsible for any deviation from this drawipg, any failure to build the -
conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawingg or cover pa4e 6750 Forum Drive
,is drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitabilify and use of this - Suite 305
1 for any s ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
9 information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslry.com;_ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEON: 250061 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T1 /
FROM: RWM Oty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52415
Truss Label: C2GE / YK 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 "
7'
7'
14'
7'
'^ 5' "}' 2' —�
(TYP)
=4X4
D
12 C E
6
n�
o_ .n
M M
1 B F
aka A G
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 15.00
BC: From 20 plf at 0.00 to 20 plf at 14.00
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
WIND LOAD CASE MODIFIED!
14'
14'
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.007 J 999 240
VERT(CL): 0.014 J 999 240
HORZ(LL): -0.004 H - -
HORZ(TL): 0.009 H
Creep Factor: 2.0
Max TC CSI: 0.392
Max BC CSI: 0.242
Max Web CSI: 0.142
♦ Maximum Reactions (Ibs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 129 /- /- /40 /50 /12
Wind reactions based on MWFRS
B Brg Width = 168 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
C - D 376 -199 D - E 377 -199
VIEW Ver: 20.02.o0A.1020.20 I Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp-- Gables Tens. Comp.
C - J 511 -403 H - E 511 -403
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 ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or B10
as applicable. App�y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
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 l� PI 1, or for handling, shipping,, installation, and bracin of trusses; A seal on this drawing or cover pa a s750 Forum Drive
listing this drawintq indicates -acceptance of professional englneenng responsibilityy solely -for the design shown. The suitability and use of This Suite Fos
drawing for any s ructure is the responsibility of the Buildinguesigner per ANSIRI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 250043 / COMN Ply: 1 Job Number: N334504 Cusl: R e975 JRei:1X3La9750047 T13 /
FROM: LPM Qty: 1 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBS ELEV.D/F DrwNo: 069.21.1140.52602
Truss Label: D1 / WHK 03/10/2021
T
M
b
N
4733
5'
5'
4X4
C
12
6
N
B D r'
E 8 8'
F
2X4(A1) III2X4 - 2X4(A1)
10,
5' 5'
5' 10,
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.007 F 999 240
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.013 F 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.003 F - -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.006 F
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.345
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.257
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.081
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
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
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 434 A A /286 /202 /134
D 434 A A /286 /202 !-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 522 - 494 C - D 521 - 494
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 - 293 F - D 396 - 293
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face..oT truss and position as shown above and on the Joint 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 BuildinqqComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSVTPI 1, or for handling, shipping,. installation and bracin44of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilityy solely for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250044 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T26 /
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52759
Truss Label: D2 / WHK 03/1012021
5'
5'
4X4
C
10,
5'
12
6
M
O �
N
B D M
4-3 A �EE �g�8��
F
2X4(A1) 1112X4 = 2X4(A1)
10,
5'
5'
5
10' 1
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 L/defl L/#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.007 F 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 434 /- /- /286 /202 /134
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.013 F 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.003 F - -
D 434 /- /- /286 1202 /-
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
HORZ(TL): 0.006 F
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: 4.0 psf
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.345
D Br Width = 8.0 Min Re
9 q = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.257
Bearings B & D are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.081
Bearings B & D require a seat plate.Members
Loc. from endwall: not in 4.50 itFT/RT:20(0)/10(0)
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.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
o r
LUMIJUr
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
♦F �Jf
p4� 9 yiS�AY61¢p` j ,
M
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 - 293 F - D 396 - 293
�.a,
r: tN,ue"S"1000
A-
��•
tti'`
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 r! id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310
as applicab)e. Apply plates to each face off 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, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover paWe
listing this drawing indicates acceptance of professional engsneering responsibility solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Build ing0 esigner per ANSIITPI 1 Sec.2.
For more information see these web sites -Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250057 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T18 /
FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52697
Truss Label: D3G / WHK 03/10/2021
11
3 + 7 10
3' 4' 3'
.4X6 ; 4X6
12 C D
6T
u7
B E
A F �8,$„
H G
1112X4 1112X4
2X4(A1)=2X4(A1)
im
1 3'1 "12 3'8"8 3T'12 1
3112 6'10"4 10,
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): 0.022 H 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 625 /- A /- /316 /-
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.044 H 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.008 C - -
E 625 A /- A /316 A
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.016 C
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.288
E Br Width = 8.0 Min Re 1.5
g q =
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.365
Bearings B & E are rigid surface.
Bearings B & E require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Varies by Ld Case
Max Web CSI: 0.059
Members not listed have forces less than 375#
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
B - C 467 -962 D - E 467 -962
Lumber
C - D 389 - 842
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to 56 pif at
3.00
TC: From 28 plf at 3.00 to 28 plf at
7.00
TC: From 56 plf at 7.00 to 56 pif at
11.00
BC: From 20 plf at 0.00 to 20 plf at
3.03
BC: From 10 plf at 3.03 to ' 10 plf at
6.97
BC: From 20 plf at 6.97 to 20 plf at
10.00
TC: 129 lb Conc. Load at 3.03, 6.97
TC: 65 lb Conc. Load at 5.00
BC: 80 lb Conc. Load at 3.03, 6.97
BC: 52 lb Conc. Load at 5.00
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
® ®ffi�gFE
iAfl9QB0��a
k p�
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o. ►08 1
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 829 - 394 G - E 829 - 394
H - G 842 - 389
93
a
n
8 6iT Q o
a
COAf}7A ,s
aatnontaa4l
03/10/2021
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing,and.bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary. _
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63,_B7 or B10
as applicable. Apply lates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for s�andard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solelyor the design shown. The suitability and use of this
drawing for any sturucture is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250045 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JR&AX31_89750047 T14 /
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52399
Truss Label: V4 / 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 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00.ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
1'11"8 3-11"
1' 11 "8 1' 11 "8
12
6 =4X4
B
4X4(D1) =4X4(D1)
A C
0— 10'6"3
D
3'11"
3-11"
3'11"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.004 999 240
VERT(CL): 0.007 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.003
Creep Factor: 2.0
Max TC CSI: 0.070
Max BC CSI: 0.098
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
�v� ` S�ea�onm4oaeyml��r,�pr
�G
1' @�
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e
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6R Y
�b4Q ba�gAP�P p�®.SS
COAj ( /0NAL'V ,.
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
♦ Maximum Reactions (lbs), or`=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D' 75 /- /- /32 /18 /6
Wind reactions based on MWFRS
D Brg Width = 47.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the
truss in conformance with ANSI TPI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilift�� solely -for the design shown. The suitability and use of this Suite Fos
drawing for any s9ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.orq; AWC: awc.org Orlando FL, 32821
SEQN: 250046 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T16 /
FROM: LPM Qty: 1 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALIAEBB ELEV.D/F DrwNo: 069.21.1140.52743
Truss Label: V8 KD / WHK 03/10/,'
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 "
311"8 7'11"
3'11"8 3'11"8
4X4
12 B
N =4X4(D1)
A
=4X4(D1)
C
Li 96'3
E
D
1112X4
r
7-11"
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: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
3'11 "8
3'11"8
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pt. 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): 0.007 D 999 240
VERT(CL): 0.014 D 999 240
HORZ(LL): -0.003 D - -
HORZ(TL): 0.006 D
Creep Factor: 2.0
Max TC CSI: 0.266
Max BC CSI: 0.192
Max Web CSI: 0.142
VIEW Ver: 20.02.00A.1020.20
�0 o , i • �rrf!
�v �++pedaaa°aaa®�11J,t,,r�4y
o.7,08 I °
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e
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03/10/2021
♦Maximum Reactions (lbs), or*=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
E* 75 /- /- /35 /26 /8
Wind reactions based on MWFRS
E Brg Width = 95.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - D 478 - 315
**WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlinqg shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI..Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigpid 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
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be res p.onsible for any deviation from this drawing, any. failure to build the
truss in conformance with ANSI/ PI 1-, or for handling, shipping,, mstalla?ion and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building Designer per ANSI/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: 250047 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRet:1X3L89750047 T15 /
FROM: HMT Qty: 8 ,7A5/320 ,l,2ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52274
Truss Label: EJ7 KD / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
12'2"11
12
6
co
o_ w
(h M
B
A
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: 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.
orawmgs
Alpine, a
truss in c
listing thi:
drawing t
For more
7'
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 D
HORZ(TL): 0.028 D
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /- /249 /108 /208
D 125 /- /- /73 /- /-
C 174 /- /- /128 /169 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an 'SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary.
r BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 1310,
e. AppTy Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ivision of ITW BuildinccLLComponents Group Inc. shall not be respponsible for any deviation from this drawing, any, failure to build the
iformance with ANSI/TPI 1, or for handling, shipping,. installatlon and bracing of trusses. A seal on this drawing or cover page
)rowing indicates acceptance of professional englneering responsibility solely for the design shown. The suitabiliCy and use of This
any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2.
formation see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250048 / EJAC I Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T21 /
FROM: HMT Qty..
6 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52619
Truss Label: EJ7A / 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 "
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.
7'
7'
JW Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
rw Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
B
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.016 C
HORZ(TL): 0.030 C
Creep Factor: 2.0
Max TC CSI: 0.738
Max BC CSI: 0.513
Max Web CSI: 0.000
Ve r: 20.02.00A.1020.20
a a
0.708 9
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9
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03/10/2021
12'2"11
M
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8'8"
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 270 /- /- /179 f71 1186
C 126 A A 176 A A
B 177 A /- /132 /171 A
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI 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)% 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
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping,. installation. and bracin4 of trusses: A seal on this drawtng or cover pa e
listing this drawing indicates acceptance of professional engineering responsibili(tyy solely -for the design shown. The suitability and use of this
drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250049/ EJAC Ply: 1 Job Number: N334504 Cust: R8975 JRef:1X3L89750047 T24 /
FROM: LPM Qty: 3 ,7A5/320 ,182ED,F ,02G .R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52650
Truss Label: EJ3 / WHK 03/10/2021
4"3
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 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.
31
31
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
i
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.248
Max BC CSI: 0.112
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
®,�41C�40�vR•po
� r
03/10/2021
0
10'2"11
LO
M
CV
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 188 /- /- /157 /71 /100
D 52 /- /- /28 /- /-
C 65 /- /- /45 /66 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r satPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigpid 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
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinlgComponents Group Inc, shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional en4ineering responsibili(t�y 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.orn Orlando FL, 32821
SEQN: 250050 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JR&AX3L89750047 T23 /
FROM: RWM Qty: 2 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51540
Truss Label: EJ2 KD / WHK 03/10/2021
12
C
918114
M
b 117" Ids
4"3 8rorr
A U
D
�— 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: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi:'0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2X4(A1)
21
21
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.137
Max BC CSI: 0.026
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
�� � dOAAit•Oy ��s 6�P✓r�'
y%�' ♦� �.ed ��� ii �ii�' Ot *� i
0• 9ti
,0 0
o. 7,08 1
a �
6 �
0
:Q A� b p•
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COA
sprat
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 157 /- /- /140 /54 /52
D 32 /- /- /18 /- /-
C 34 /- /- /20 /26 1-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearings B, D, & C require a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
as applicable. App y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer 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 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pale 675o Forum Drive
listing this drawing indicates acceptance of professional en eating responsibilittyy solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSVTT l 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250051 / JACK Ply: 1 Job Number: N334504 Cust: R8975 JRef:1X3L89750047 T34 /
FROM: JRH Qty..
4 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F Dnallo: 069.21.1140.52681
Truss Label: CJ5 KD / YK 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
11'2"5
12
6
co
9)
CV M
M
B
T 8-8"
A
D
1, } 4'11"4
4' 11 "4
Wind Criteria
Wind-Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: I I
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.549
Max BC CSI: 0.257
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
03/10/202 t
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 A A 1200 /88 /152
D 89 A /- /51 A A
C 118 /- A /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#
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by-TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached 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 Join QDetails, 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 BuildinlComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/1 PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6-750 Forum Drive
listing this drawing indicates acceptance of professional enprneenng responsibilitty� solely for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; ICC: 1ccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250052 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T33 /
FROM: LPM Qty. 4 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52682
Truss Label: CJ3 / 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 "
T
�- 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 SIP #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.
211 "4
2' 11 "4
:)W Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
L
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
�m r
P[�
•� �®e J� y o�p+ 'V�w
i o
COA�b�b,�Nd4�.
03/ 10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 /71 /95
D 50 /- /- /27 /- /-
C 63 /- /- /44 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10
as applicable. Apply Oates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinlComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping,, Installation and bracin4of trusses. A seal on this drawingor cover pa a B75o Forum Drive
listing this drawing indicates acceptance of professional en ineering responsibilityV solely for the design shown. The suitabiliy 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 insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250053 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T29 /
FROM: LPM Qty: 8 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.525,
Truss Label: CA / YK 03/10/2021
0.
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 "
43
t
12
6 F7- C
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.
M
r
M
1, 11 "4
All
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/A
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(CL): NA
Snow Duration: NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Building Code:
Creep Factor: 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.183
TPI Std: 2014
Max BC CSI: 0.022
Rep Fac: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
arms®soaa�, •!
e� O. X08 1
. r
0 R�
• j _
e �V
COAL
03/10/2021
9'2"5
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- /145 f76 /4t
D 11 /-2 /- /14 /10 /-
C - /-15 !- /29 /33 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
-WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building -
Component Safety Information, by TPI and SBCA) for 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 rind 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, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawingg indicates acceptance of professional engineering responsibilittyv solely for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.or Orlando FL, 32821
SEQN: 2500541 HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T22 /
FROM: HMT Qty. 2 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52291
Truss Label: HJ7 �TCE / YK 03/10/2021
5'3"5 9'1 0"1
5'3"5 r 4'6"11
0
12'2"3
12
4.24 2X4
C
v
m
v
B
T
4"3 A 8,8„
FE
2X4(A1) =4X4
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
1 5 972 7"14
97"2 9' 10 ,1
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: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0. 1 62"x3.5') nails at top chord
(3) 16d common (0.162"x3.5") nails at bottom chord
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.049 F 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 /-
Lu: NA Cs: NA
VERT(CL): 0.092 F 999 240
Snow Duration: NA
HORZ(LL): 0.012 C - -
E 364 /- /0 /- /84 /0
HORZ(TL): 0.023 C - -
Creep Factor: 2.0
D 214 /- A A /177 /-
Wind reactions based on MWFRS
Building Code:
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.542
B Brg Width = 10.6 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.670
E Brg Width = 1.5 Min Req = -
Rep Fac: No
Max Web CSI: 0.261
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
FT/RT:20(0)/10(0)
Bearing B requires a seat plate.
Plate Type(s):
Members not listed have forces less than 375#
WAVE
VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 392 - 565
03/10/2021
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 534 - 356
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 391 - 587
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face otruss 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, a division of ITW Building Components Group Inc. shall not, be res .onsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI g Pl 1, or for handling, shipping,, Installailon and bracing. of trusses. A seal on this drawing or cover paqa 675o Forum Drive
listing this drawing indicates acceptance pf professional en ineenng responsibility solely for the design shown. The suitability and use of mis
drawing for any structure is the responsibility of the Buildingg esigner per ANSVT�1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250055 / HIP_ Ply: 1 Job Number: N334504 Cust: R 6975 JRef:1X3L89750047 T17 /
FROM: LPM Qty: 2 , A5/320 ,182ED,F ,02G ,R101 / 18281CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52493
Truss Label: HJ3A TCE / YK 03/10/2021
C
12
4.24 10'2"6
B
N
81811
A
D
�- 1'5"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 0.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Loading
Hipjack supports 2-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min, toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
4'2"3
4'2"3
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.120
Max BC CSI: 0.074
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
}$` H.
t� *�wm•orp� 'f�r4
°
O. T08 9 °
a
a
•
SAT Q °
u
•
COA(8�ONAL
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 84 1- /- /- /45 /-
D 28 /- /- /7/-
C 64 /- /- /- /48 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
�id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
r e. App�y plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
rvurgs r ouri-i- Tor stanaaro plate posmons. Kerer io foos general Notes page Tor aaaaionai mrormation.
ine, a division of ITW Build in)clLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the -
,s in conformance with ANSI PI 1, or for handling, shipping,, installation and bracingg of trusses. A seal on this drawin or cover page
rig this drawing indicates acceptance of professional en ineenng responsibilitty� solely -for the design shown. The suitability and use of this
✓wing for any structure is the responsibility of the Building -Designer per ANSIITP1 1 Sec.2.
more information see these web sites: Alpine: alpineilw.com; TPI: tpinsl.oro; SBCA: sbcindustry.com; ICC: iccsafe.oro; AWC: awc.org
6750 Forum Drive
Suite 305
Orlando FL, 32821
Gable Stud Reinforcement Detail
ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 140 Mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Ori 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
❑ri 120 mnh Wind Snaari. Is, Monn 6le1nh+ P—+bJi., r.,n v_. - inn
S
2x4 Brace
Gable Vertical
pacing Species Grade
No
Braces
<1) ix4 'L' Brace x
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace xx
(1) 2x6 'L' Brace 1(
(2) 2x6 'L' Brace I'
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
p
S1 F
#1 #2
-0) U
#3
3' 8'
5' 9'
6' 2''
7' 8'
77' 11'
9' 13',
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
H
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' B'
4' 11'
5' 3'
6' 7'
7' 1'
8' ill
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
Qj
#1
4' 0'
6' B'
6' 11'
7' 10'
8' 2'
9' 4'
1 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' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 7'
10' 11'
11' 8'14'
0'
14' 0'
ai
F
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
E22',
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 11'
9'8'10'
4'
13' 1'
14' 0'
U
S[-
#1 / #2
4' S'
7' 6'
7' 9'
8' 10'
9' 3'
11' 0'
13' 11'
14' 0' i
14' 0'
14' 0'
_
P r
#3
1 4' 2'
7' 1'
7' 9'
8' 9'
1 9' 1
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
H F
Stud
4' 2'
7' V
7' 6'
8' 9'
9' 1'
10' 5'
10' 10,
13' 9'
14' 0'
14' 0'
14' 0'
Q1
o .
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10' 5'
10, 10,
12' B'
13' 7'
14' 0'
14' 0'
\
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
11, 1'
14' 0'
14' 0'
14' 0'
14' 0'
/
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
�J
D F L
Stud
4' 4'
6' 5'
6' 10'
B' 6'
9' 1'
10' 6'
10, ill
13' 4'
14' 0'
14' 0'
14' 0'
4' 2'
S' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10' 10'
11' 10'
12' 7'
14' 0'
14' 0'
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
_
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
U:
MFstud
4' 7'
B'2'8'
5'
9'8'10'
0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
4'7'
7' 0'
7' S'
9' 4'
10' 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
5' 1'
8' 5'
B' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
c—I
D F L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8' 1
9' 3'
11' 6' 1
12' 0' 1
13' 7'
14' 0'
14' 0'
14, 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace I,s used. Connect
dlagonal brace for 600#
at each end. Max web
total length Is 14'.
Vertical length shown
In table above.
Connect diaaonnl at
AN ITW CO.
1 \ 514% Earth% City% Expressway
\ \ Suite\ 242
\ \ Eanh\ City,%MO\ 63045
About
18'
L
'L' Brace End
Zones, typ,
2x6 DF-L #2 or
better diagonal
1"'
brace) single
B,
or double cut
(as shown) at
upper end,
141, NN Refer to chart $k
—VARND4Q.■ READ AND FOLLDV ALL NaTES mV TIHS DRAVDIGI -V
"DfPDRTANT.. FUMSH THIS DRAVM TD ALL CRTTRACTaRS D(CLUDIr!< THE DISTALL04
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref �+4
folio. the latest edition of SCSI (Bullding Component Safety Informatlon, by TPI and SBCA) fo sc
practices prior to performing these functions. Installers shall provide temporary bradng pe B
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo r
shall have a properly attached rigid ceiling. Locatlons shown for permanent lateral restraint f
shall have bracing Installed per BCSI sections B3, B7 or B30, as applicable. Apply plates to ead;
of truss and position as shown above and on the Joint Detafts, unless noted otherwise.
ReFer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatl,
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlpl
hstallation & bradng of trusses,
A seal on this draw4g or cover page Ustig this drawing, Indicates acceptance of professional
engineering responsibility solely for the design shorn. The sulWblUty and use of this drowtg
For any structure Is the resportsbdlty of the McUrig Designer per ANSI/TPI 1 Sec2.
For more Information see this Job's general notes page and these web sites,
ALPINE, www.alpinettw.coml TPI, www.tpinst.orgl SBCA, www.sbclndustry.orgi ICC, wwwJccsafe.crg
Bracing Group Species and Grades)
Group At
S ruce-Pine-Flr Hem -Fir I
#1 / #2 Standard 1 #2 1 Stud
#3 Stud 1 #3 Standard
Douctlas Fir -Larch Southern Plnewlim
#3 #3
Stud Stud
Standard Standard
Group Bi
Hem -Fir
#1 & Btr
#1
Dou Ins Fir -Larch Southern Pinewwx
#1 #1
a2 #2
1x4 Braces shall be SRB (Stress -Rated Board),
.OFor ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values moLy be used with these grades,
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 lid <0,128'x3,0' min) nalls.
)K For (1) 'L' brace, space nalls at 2' o,c.
In 18' end zones and 4' o.c. between zones.
)I()(For (2) 'L' braces, space nalls at 3' o,c.
In 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 807 of web
member length,
Gable Vertical Plate Sizes
Vertical Len th
No S lice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11' 6'
3X4
Greater than 11' 6'
4X4
'� II+ Refer to common truss design far
peak, splice, and heel plates.
r.
Refer to the Building Designer for conditions
x lei th not addressed by this detail.
REF ASCE7-16-GAB16015
•` DATE 01/26/2018
DRWG A16015ENC160118
10/2021
TOT, LD, 60 PSF
SPACING 24,0'
4
'T'
Reinforcing
Member
Gable
Truss
Gable Detail
Fnr I Pt -in VPrtirn I
Gable Truss Plate
ppropriate Alpine gable detall for
e sizes for vertical studs.
Engineered truss design for peak,
�b, and heel plates.
vertical plates overlap, use a
.te that covers the total, area of
lapped plates to span the web.
2*2X4
2X8
Provide connections for uplift specified on the engineered truss design
Attach each 'T' reinforcing member with
End Driven Nails
IOd Common (0,148'x 3,',min) Nails at 4' o,c. plus
(4) nails In the top and bottom chords,
Toenalled Nnilsi
10d Common <0.148'x3',min) Toenails at 4' o,c. plus
(4) toenails In the top and bottom chords.
This detall to be used with the appropriate Alpine gable 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 Detnll Drawings
A11515ENC100118, A12015ENCI00118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENCI00118, S20015END10011 tmigpp teutQ
S11530ENC100118, S12030ENC100118, S14030ENC a• 30W"'p I 84p.
S18030ENC100118, S20030ENC100118,�S2003OE 1 01 Q�QP i110
See appropriate Alpine gable detail for maxi ,
r e4gr$c$rthJ99W_ it
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End -null
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
Web Length Increase w/ 'T' Brace
Example
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7 ' = 11 ' 2 '
'T' Relnf.
Mbr, Size
'T'
Increase
2x4
30
2x6
20
"I"FdOn" READ AND -D�ITANT- RM c� THIS
:
0' r100 4
REF LET -IN VERT
S: DRAM+ Tin�� CONTIZ THE INSralERSC
Trusses require extreme core In fabricating, handling. shipping, Installing and bracing. Ref `t4'4�
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fa s
;
DATE 01/02/2018
punt{Ices prior to performing these functions. Installers shall provide temporary bradng pe I L •
Unless noted otherwise, top chord shall have properly attached structural shenttIn.dS and bo ' n choi l
r
• Y
DRWG GBLLETIN0118
shall have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint f sa
shall have bracing Installed per BCSI sections B3, B7 or B10, as oppUcnble. Apply plates to eat±
P'
of truss and position as shorn above and on the Joint Details, unless noted otherwise.
Refer to drawings 160A-Z for standard plate positions.
• • �'�/ �%'
•• 1+ ` .�
•••,••®•Ir 1p•••°•
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatio r
this
AN ITW COMPANY
drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin
Installation & bracing of trusses.
this
�-+'
MAX. TUT. LD, 60 PSF
\\Suite%242 Cily\Expresswa y
engineeat on
ering responsibility solor e4yver far #� dew shown. Ththis eme sudtnbplty nuxl -e acceptance
f this professional
Y
,+F, {'1T3�1 Q�202�
DUR,
\\Suite\242
for any structure Is the responsibility of the HuRtling Designer per ANSI/TPI 1 Ser2
j � �
FAC, ANY
I%Earth%Cily.\MO%63045
For more Information see this Job's general notes page and these web sites
ALPIND www.alpineltw•comi TPIo rrw•tpinst.orgi SBCA, wwr•sbcindustry.orgi IC6 wwwlccs4fe.ore
MAX. SPACING 24�0'
NAIL SPACING DETAIL
MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS
AND STAGGER NAILING FOR TWO BLOCKS, GREATER SPACING MAY BE
REQUIRED TO AV❑ID SPLITTING,
BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF
NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL,
LOAD PERPENDICULAR TO GRAIN
A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS
OF NAILS (6 NAIL DIAMETERS)
B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS)
C - END DISTANCE (15 NAIL DIAMETERS)
LOAD PARALLEL TO GRAIN
A - EDGE DISTANCE (6 NAIL DIAMETERS)
C - SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS)
D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS)
IF NAIL HOLES ARE PREB❑RED, SOME SPACING
MAY BE REDUCED BY THE AMOUNTS GIVEN
BEL❑Wi CAW
X SPACING MAY BE REDUCED BY 50%
XW SPACING MAY BE REDUCED BY 33%
DIRECTI❑N
OF LOAD AND
NAIL ROWS
to
W
cj�- LA i_A� NAIL 0
LINE o
Co
A
B )K
1 1 1 1 1
T T T �T—
_1 1 1 1 1 B/2)K
r T —ram A J
C )K)K — TRUSS
MEMBER
LOAD APPLIED PERPENDICULAR TO GRAIN
C
It 1
'A' D ID D A
LOAD APPLIED PARALLEL
NAIL
LINE
MINIMUM NAIL SPACING DISTANCES
DISTANCES
NAIL TYPE
A
B)K
C)K)K
D
8d
BOX (0,113'X 2,5',MIN)
3/4'
1
3/8'
1
3/4'
7/8'
lOd
BOX (0,128'X 3,0,MIN)
7/8"
1
5/8'
2'
1'
12d
BOX (0,128'X 3,25',MIN)
7/8'
1
5/8'
2'
1"
16d
BOX (0.1350X 3,5',MIN)
7/8'
1
5/8'
2
1/8"
1 1/8'
20d
BOX (0,148"X 4,0,MIN)
1'
1
7/8'
2
1/4"
1 1/8'
8d
COMMON (0,131'X 2,5',MIN)
7/8'
1
5/8'
2'
1'
10d
COMMON (0,148'X 3,',MIN)
1'
1
7/8'
2
1/4"
1 1/8'
12d
COMMON (0,148'X 3,25',MIN)
1'
1
7/8'
2
1/4"
1 1/8"
16d
COMMON (0,1620X 3,5',MIN)
1'
2'
2
1/2'
1 1/4'
GUN
(0,120'X 2,5',MIN)
3/4'
1
1/2'
1
7/8'
1'
GUN
(0,131'X 2,5',MIN)
7/8'
1
5/8'
2'
1'
GUN
(0,120"X 3,',MIN)
3/4"
1
1/2'
1
7/8"
1'
GUN
(0,131'X 3,',MIN)
7/8'
1
5/8" 1
2"
1'
e.1-4't H.
—VAR!@k]•• READ AND FOLLOW ALL NOTES IH THIS DRAVDQ S ®
itIHPORTANT•• FUFMSH THIS DRAVING TO ALL CONTRACTORS DICLUDIW THE INSTALLERS1
0. dU6 1
•
Trusses require extreme care In fabricating, hnndUng, shlpping, Installing and bracing, Ref
n$,fall.. the latest etllUon of HCSI (Building Component Safety Infomation, by
TPInntlSBCA>foiztywPractices prior to performing these functions. Instollers shall provide temporary bradng peSL •Unless
V
noted otherwise, {op chord shall have properly attached structural sheathing and bocho1'1shall have a properly attached rigid ceiling. Locations shown for permanent lateral rcstrolns
shall hove bradng Installed per HCSI sections B3, H7 B10,
�7 f°1 f V • fS.
I �'
or ns npp0cable. Apply plates to eA
of truss and position as shown above and on the Joint Detalts, unless noted otherwise. i
Refer to drawings 160A-Z for standard plate positions, 1
Alpine, a division of ITV Building Components Group Inc shall not be
s •
ii `+4
••tee•
AN ITW COMPANY
responsible for any devlatlo r
this drowing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin
Installation t4 bradng of trusses,
�••®+
•'•ofr®••'1 _q3�
A seal an this drawing .r cover page llstFg this drawing, Indicates acceptance of professkmt
1 d
\ \ 514\ Earth1 City\ Expressway
englneering respor sbdlty solely far the design shorn The suitability aM use of this drawng
�l��Z�
\ 1 Suite\ 242
for my structy Is the respor�pity of the Mating Designer per ANSI/TPI 1 SecZ
1 \ Earth\ City,\ MO\ 63045
For more Information see this Job's general notes page and these web sitesi
ALPIND u..alpineltw.comi TPI, w.whpinst.orgi SECA, www.sbclndustry..rgi ICG wwwSccsafearg
REF NAIL SPACE
DATE 10/01/14
DRWG CNNAILSP1014
f .,
Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF 41/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�" Attach each valley to every supporting truss with)
535# connection or with (1) Simpson 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,
3X4
12
12 Max,
2X4 X4
— 8-0-0 max --I
4X4
Unless specified otherwise on
engineer's sealed design, for vertical
valley webs taller
than 7-9'
apply 2x4 'T'
reinforcement, 807 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,
Axw Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0',
Pitched Cut
Bottom Chord
Valley
20-0-0 (++) Wj
Supporting trusses at 24' o,c, maximum spacing,
2X4
Valle
Spacing
Square Cut Stubbed Valley
Bottom Chord End Detail
Valeev
h
60
�,
1
•
•
n
ME
NONE
NONE,
MQ-ME,
�I
4X4
Optional Hip
Joint Detail
Partial Framing
Plan
PI
AN ITW COMPANY
1 \ 514\ Earth\ Cil \ Expressway
y P y
11 Suite\242
\\Earth\City,\MO\63045
roDRTANrn Sara snR vnG TM`o°AviLA"�+T�s uiauD°n+G Ti+E uurAILERs
.mod y
follow the latest editlon of BCSI CBuRtling Component Safety Information, by TPI and SBCA) forpractices prior to performing these functions. Installers shall provide temporaryy bracng perSI,
Trusses require extreme care In fabricating, handling, shIPPIn9, Installing and bracing. ReferIwV
noted otherwise, top chord shall have properly attached structural sheatlUng and boltchow
shall hove n properly attached rigid telling. Locations shown for pernnnent lateral restraint
have bracing Installed per BCSI sections B3,B7 or B30, as applicable. Apply plates toeachkn
of truss and position as shown above and on the Joint Details, unless noted otherwise. .�
Refer to drawings 160A-2 for standard plate poslttons.
Alpine, a division of ITV Building Components Group Inc shall not be responsible For any deviation - n
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
Installation 6 bracing of trusses.
A seat on this drawl g or cover page Usti g this drawing, Indicates acceptance of professional
engineering responsibility solely for the design shown The sultabaity and use of this drawn
for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect.
For more Information see this Job's general notes page and these web sites,
ALPIND www.nlpineltr,conl TPIi www.tpinstorgi SECA, www.sbclndustry,orgi ICO w■■lccsnfe.org
g
eUnless
�-:
w v P1 •shall
t• 4
°s �i • 'r
•e d •e+ `r
®a•e®■ •e•��'.e^�
e•wi... P•
yy ��ji{7 � /10/2021
Itd�1�3S
LL 30
TC DL 20
BC DL 10
BC LL 0
T❑T, LD, 60
30
15
10
0
40PSF
7 PSF
10 PSF
0 PSF
57PSF
REF VALLEY DETAIL
DATE 01/26/2018
DRWG VAL180160118
55
DUR.FAC.1.25/1.33
1.15
1.15
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,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�" Attach each valley to every supporting truss with:
(2) 16d box (0,135' x 3,5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TIC DL=5 psf, Kzt = 1.00, Max, Wind Speed based on
supporting truss material at connection location:
170 mph for SP (G = 0.55, min,),
155 mph for DF-L (G = 0.50, min,), or
120 mph for HF & SPF (G = 0.42, min,),
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses,
Bottom chord of valley trusses may be square or
pitched cut as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max, I-
2X4 X4
8-0-0 Max
4X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of
web, same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at 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',
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
Square Cut
Bottom Chord
oe-nailed Valley
12
10 Max, I-
9
S QG�IITIIII
N.
't a. H
"WARNBU" READ Arm F0U-0W ALL NaMS ON TMS DRAVINGI m g. { r` 0 >'
NEWORTANDM FURNISH THIS BRAYING TC ALL CUNTRACTCRS INCLUDING THE INSTALLER •
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re .,�y, nod .
follow the latest edition of BCST (Building Component Safety Information, by TPI and SBCA) 'el.
Practices prior to performing these functions. Installers shall provide temporrnry brndnit BCSLw
Unless noted otherwise, top chord shall have properly attached structural sheathing and b ton ch�d 1't
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain of bf t"'1 F l.�
shall have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plates to e%h a e°a
of truss and position as shown above and on the Joint Details, unless noted otherwise. .� mot/
ep,
' Refer to drawings 16CA-Z for standard plate positions. •® 0
Alpine, o division of ITV Building Components Groupp Inc shall not be responsible for any devlatl ®•at•• s•wa
this drawing, any fallure to build the truss In conformonce with ANSI/TPI 1, or for handling, sNppl �(*/ Qwsrr•wt•
AN RW COMPANY Installation 6 Js cing dra�ofg or covers. Page Usting this drawing, Indicates acceptance of professlornl ii `� d k f p►1 �r allr9�tt A seal an thLp nsi 9 V l'�L t
11
514\ Earth\ City\ Expressway englneerirg responsibility solely for the design shown. The stdtnb0.lty nrxl use of this drawing
\ \ suite\ 242 for any structure is the responsiwlty of the Mding Bes:gner per ANSI/TPT 1 Sec2. /10/2021
\\Earth%City,\MO\63045 For more Information see this job's general notes page and these web sites,
ALPINE, ww.atpineItw,comi TPI, www.tpinst,orgi SBCAi www.sbcindustry.orgi ICC, wwwlccsafe.arg
2X4 4X4
-�Ir
Stubbed Valley Optional Hip
End Detail Joint Detail
ortimil)n I T
a
I
24'
`""C'I
O.C.
Partial Framing
Plan
;FC
TC
BC
BC
LL
DL
DL
LL
30
20
10
0
30
15
10
0
40PSF
7 PSF
10 PSF
0 PSF
REF
VALLEY DET
DATE
01/26/2018
DRWG
VALTN160118
TOT. LD, 60 155157PSF
D U R, F A C.1.25/ 1.33 11.15 11.1'
SPACING 24,0'
I VALLEY FRAMING & BRACING DETAIL
R
BC
t/2
01
Lumber Size and Grade-Minumum Requirements
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131'W.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kit=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
:e the crippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gored between rows.
Typ)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(••) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
4 16d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails ,
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
%' - "" _ — """1 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES
NOTE:16d (0.162"x3.5") COMMON NAILS
-2z4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10%0" long
nailed w/ 2 -10d (0.148"z3") nails. Or, 2x4 "T' or scab reinforcement nailed to flat edge
of cripple with 10d f0.128"x3.0") nails at 6" o.c. "I"or scab must be 90 % of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces w/ " " or scab. Use stress
graded lumber & box or common nails.
,Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
Installed Into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples if cripples fall between
lower truss top chords and lateral bracing Is not used.
-Apply all nailing in accordance to current NDS requiremen NAY
Nails are common wire nails unless noted otherwise.
waVARIIrYAA WAD AND GeV �- NaTES ON nas BMWM - ` ...... U; T LL 20 30 40 54 REF VALLEY FRAMING
�PQtTWT— FURNM D� BRAvar6 M ALL CONTPACTIRS MCLU 1 M nE asrALL[Rs ;
Tmases regJv extreme care In fabrkatirp, haryIlkq, shippkhp, Enstnttkq end bmdnp , Refer to is,d • DL 10 20 7 7 DATE 10/O1 /14
follow the (&teat edtlof BCSI @,Alrtrp Component Safety Information, by TPI and SBW for wf • ,It prnon cUc s prior to perforntrp these fwctWn Installers shall provlde tenpor,ry bwctno per D STATE OF a C
Ikhless noted oth
erwise, top chord shall have property attached struct al dheathino aM bottom •
shalt have a properly nitadied Hold ceikq. Locatlons shown far permanent (,teral restraint of QC DL 0 0 0 0 DRWG VACNV180101$
d t7 slwLL lave brncFq Installed per BCSI mid on the
J or BIa, is unless no Apply plans to eadr fnG6 , ,
of truss and sttlan att shown above sections
ns tM Joint Details, unless noted otherwte 'S
ppoo w A` P •
Refer to drowwgs I60A-Z For stands d plate posrdonc, •• .` R 10:.•e••��C� C LL O O O O
Alpk+e, dNslon of ITV B,Aldlnp Components G'auP Inc shnLL not he respansble for ,wry devlatlon Fran e •
• S•ne•••
AN iTWODMPANY this d,.tg, any fallve to biAld the truss In confornonce ww, ANSI/TPI 1, or for hnnmkq, shbpino, s G' :a` TOT. LD.30 50 47 61
Installation , b—Ino of trusses. 4'' S,,
A sent on this d-awkq ar cover paoe tk,*q this drawling, k,dmtes acceptance of professional'
erqke•rYp solely for the deshar, sham The suftabrtty and — of this dm bV ttl�
far rtnry r�c4re ha recpor�Alty of tlhr >t,Aldkq nedRn.r, per ANST/IPI I Seri, ntN DUR. FAC. 1.25/1.15
Earth Lq.MO 630kafront 45 For nor•& lnfornatlon see this o 9/(0/ ZO(� SPACING SEE ABOVE
Earth City. M063046 ALPM wwwalpkhdtw. nj TPIi www.tp4�oroh SSM not" page aryl these web slosh
sbdndustryv�ol ICG wwrJccsafedq