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HomeMy WebLinkAboutTruss;,,
PLUM
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
a—
c
I
N
N
a
I
co
SHINGLE
L1 C- AYL-0 & 1-2 3'. S
V
14'-0" 4'-4' 21'-4"
39'—B"
Labeled End Mark
Total Truss Quantity = 72
NOTE:
DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK CHARGES
WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE
DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293-9487
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND
ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
ROOF
-,L10
Reviewed for Code
Compliance
Is Universal Engineering
Sciences
"CZ -
General Notes
1) w atota tttt�, � we.a ad
2) N Itatgatt to 9-;— MI529 vim dh�flee
3) N tnm WRiV Y 24- B.C. wdm othw�ia
MtML
4) Sw Tlttm Plow YoBhw BC9-131 nmffmwldotlm
pa am X-Ittod" r mM be ptootd at a
=dn". waft 15' MC. aua® Bs WMN to
npawdNdt a c � be6rl eadt PN®a ab*. N(W laBCS"I for aq adman d Nuam
ROOF LOADING SCHEDULE
TCLL - 20 PSF
TCDL = 7 PSF
BCLL = • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 X
WIND SPD/TYPE- 160
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESIDENTIAL CAT II
WIND IMPORTANCE FACTOR-1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FHC 2020
TPI 2014
Tress member design & connector plates
rc dcsiSned tiv A.S 7-18 and m nnern
forces from both components and claddings
and main %ind to= resisting rystcmc
• These trusses have been reviewed otcarry -
additional 10# psfnon-concurrcnt bottom chord live
load.
FLOOR LOADING SCHEDUL
TCLL — PSF
TCDL = PSF
BCDL PSF
TOTAL PSF
ROOF DESIGNED FOR
SHINGLE
AM REACTIONS AND UPLIFTS
ARE SHOWN ON ENGDiEERRDIG
s
\ I I J
MCARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G. N. V.
WINTER HAVEN FLORIDA 33880
PHONE.(600, 939-8806
FAX. 1.1., 294-2488
BUILDER D.R. HORTON STATEWIDE
PROJECTCREERBIDE
MODEL 1828/CATd/4EBB
CCA PROJ/MODEL/ALT
7A5/ 182EC,E/ 02
ALT DESC
OTC 33W' ffb%1*W8bi'N
LOT B BLOCK
DESIRGFNE
PACE
1
3 17SCALE
p30
'NN334501R
1 4 "=1
Builder:
Project:
Model/Building:
Lot Alt:
Lot: 8
ENGINEERING PACKAGE
Block: Unit:
_. _ ........._
Address: rr�
...................................................................................................................... ...........
JobNumber: N334501
Revision Date: New Load #:
Reviewed for Code
Compliance
Universal Engineering
Sciences
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
R101
ALPINE
KAarr613,2010 ANrrWCOMPAW
Mr. B64 Michaelis:
Car06nter.'COritractofs cif : Ind..
with a width.less } . i `
.supporting girder '------ Mail -'-----'-
qepr Bob,
'
Tot-b single ply carried ti�uiss Witha width less than
,
engt� pf 4W' and will have a. minimum pitdh.:of.,5fl 2,. The single ply carned"truss shall have a reaction of .
—_-_--_-__-_-'__---_-_-
�161 Figpro:-3�
�
For -a single pl" ied6r'that tequir4s; wood blocking to,'adhieve1UH design load value forface-mounted
hariggrp -,attach one wood. block to 'the back face. of. e Ojrig*jp��ply girder with thosame size: and
drade-;�is'the' bott bm. cho�d, OUthe sing lie. -ply girder. Thie.`Wo6d: block length to- bo,,. s.Ubh that.10eWbod
676OForum Dhve505, Orlando, FL 282'.1 -�-
0
ALPINE
AN OViCOMM
single ply-.gjFOerfqce; With - an ad.ditip.na.l. (20) O..j:28!x3., 0'!.GunNaiIsat-.each-pan61.p applied to `the:
: . additional .1 1 � . - . .. I .. . . pin.
Wood blo&fade 06e Figtlre2' W'OW..PIe0s6 tbf6r'to th6.Simosbb.gteohg-T.ie:'C.'6taloo CL0,20.19i
pade 216 .'Figure: l for more irif6thiation.
Frgure % 2':'�
... . .. ............ . .. ............. ..... . . ... .... . .... .. .... ... .... ...... .. .. ... ......... .. . . ...... ... .... .. .- _ __ ....... .. . . ...... .. ... .... .. ......... .... ....... . .......... ...
The appli ' cation of prefabricated Jack scab tru".§s for Wdod fille'r: blocki n*g :or wood blocking to; achieve fUll.
design load value for fpc&-mounted Mrigers Must be :approved by the. hardware manufac Wren.
Afl edge and b1nddistarices, and tpkiho for all riail d6nnedtibn8'md8tbe su#idi6nttb"pteVdht-.tplitti*hg of
�wood.
If I can.be of any further assistance, -or if you 'have any:questians, please . give -me a call..
Wlliam H. Krick -RE.
Chief Engineer
Alpin-e-an-1-17W Company
Engineering Department.
Oflandoj FL
No $61
ST
ATE - dF ATE 11.
6750 Fdrlu"M` - DfiV& S6R6'306', (800.).521-9790 - (863) 422- - 8685
61
ALPINE
&,?"CW~
April 26;,.:2019-
Mr. Bob Michaelis
Carpehter Coritraidtors ofAth6rid;Et, Inc.
AvenueG...; Northwest .
....
Wiritet Haven; FL 38860-6-201:
Dea.r. Bob,.
.R6' Stro-nobabic bridging: on fbo' f trusse$.
I understand'there is §&hd concern over our 'recommendations f6r strohgback bridging* on ioof'trusispes,
'giroriaback bridging for roof trusses is not.a requirement of ANSI=TPI 2014 nor it a requirementofthe
B S stron back bridging 6 r roof. ..tru
Safety Information ion- (5 9 §8es 19
recommen-c[eo,by-.Ckrp'phtR"__C'
r .On adtort of.. mbtjc;j: w%rongo k bridOihO..se'r'V'Q the: follpwipgjWp,_
functio''n.s;
One, bridging aligns the- bottom - chords after they are. set :so_ they :are uniform. along the ceiling
line and h('�lo:s"%.At(ith.-.t.-eiiihg:servipeab.;iiiiy.
Twoj bridging reduPes f6latW d6flectio"ifi of adjAb&ht1rUssd§::
Strongbackb(idginq.do6s: hbt.,pr6Vent or reduc6wefAll in-diVidual d6flecti6n, e6pedially -a any roofrooffebsg6gl
- .: ... . .
.. .. ....... ........ ... pfleqf(qg prrp.
01. aQ..1L4" irlc.,.�O.
_ L _ — _ ___ .. .. .. ........ ... ... ......... .. ....... ............ ... ..
Sirongoack bridging in roof. trusses does not serve. as 1ernobra"'ry.oe. 06ftfria'nidn't: bracing �and is not
intended to . -be ee trusses. Consequently, no desi .distribute. or share. design loads, OV n . U. tsep. h load's have`
been accounted forAh this. detWl and continuous- str6figback thdUld'hotbe -.afta'c'hed between
common and girder 'trusses-.. The use :of strongback bridging shall not. `interfere with other- design
considetatibhs asspecified . :bj the Ehgih66r`0f Record ec&d or the Build . ing: Designer.
Th& outer ends of strongbadk-bridging shall beatta.ched.10 a wall or anothor%secure end..rqstra'in . t; -or
as..sppcified:bY the Engineer of Record 6r.thd BUilding.Desigh6r.
Str6figbackbridging shall. be .a minimum 2X6 horinat lurber oriented with the dep
th vott; ical: Attach
with:common.
(3) 1:6d nails :(OJU�x&.51 nails at% each intersecting thember:'When extending the-
tru. The :location: strongback bridging overlap by at. aminirripm -of two trusses. 4 ca. . P: of. fho: strQn&ack bridging
maybe: specified: p*y",�heTru§'s Manicifactut.Or-, E-fi&e&r, 6f , Record, or Building De§i6ri& Pleas& refae-:to
1§6_8, 1 "' Strong ba &I hp 'Provisions" or (RdUr' 1) is f6rgeni�ric .illustrativeio.Alp 1 n6..- STRO R. 18 k.11 0 14 detail for more. information. The. graphic
e-. —* thoWh -pUrobse only.
,6760 Forum 'Drive:S . uite 305, Orlando, FL 32821%.- (800) 521-9790.- (863), 422"8685
11
ALPINE--u-
I % '..' Q..; U " .. f-IL L_ k,.l I . I . , J )
Figqrej.
If Lcan bb of any fudhbr EisiilOaric6 or. ifyou "have -any questions, please; give me -a call.
William, H.,Knck- F.:E'*.
Chief Weer
Alpine an ITW:Co :Company
Enginq6rihg'13605ttme'fit -
-Orlando;. FL. V8 2.1
-6780 - Forum Wive Suite.3015, Orlando; FL 3282' 1'-; (800). 52I!197.90'- (8153)4224685*
Iq
il
-STRONGBACK BRIDGING
BUTT STRONGBACK
BRIDGING TOGETHER
SCAB WITH 10d;BDX/,GUN
:4! '_V 2z6- NAILS 3N*"E ROWS -AT
;SCAB' .6' O.C.
NOTE, IN LIEU. -OF - SPLICING AS SHOWN,
LAP 'STRUNGBACK-' BRIDGING HEMBERS.
FOR:AT'LEAST ONE .TRUSS SPACING
STRONGBACK 'BRIDGING: :SPLICE DETAIL
STRONG'BACk BRIDGING' ATTACHMENT ALTERNATIVES
AN MODMPAW Ito WRY;;. truss In
kwt4ution 9. bedebo f.i
1372a jiwipbti D&B . PC MeAv *ft drawbic. hd=t"-,ftci*P*&h
.—..f!bxrr. tw .. =,.show%: Tht,wAkbK1iY.md'ust
S09 2DO fer . . . . . . . . . . . . wANSVM.1
Malylaw FAIghts, MO 63043
Nth
RECOMMENDATIONS
lip- All scab7-soh blocks shall. be: .-cx minimum_2x4
'stress gt7aqlecl Iupbet,-;*
so -.-Alt strongback bridging .and bracing shall be::a
minlinUm 2x6 'stress gradle.61- luHbLn;f,.'v
-k bricibihals: to. 0�--Tbe :p:ui;,�pose of stronb'b.ac.
o between 'indlVid -t
develop load sharing
A r�yst,;es,:
ra[('In&e6.s In the
res�.qttlng In an overall
stiffrless,:of the. floor. system. Sx6
sti^ongback b6biging, pdMtIoh0cI- ias� is.how1h." In
i cletcix'fls, Is recommended at 10' =01; D.C. <max;)
6,-Jhe- terms: 'briabind' and `b'r'dCihg' times
are. some
mistakenly �u le sed-Ant rchonge;abty. Ls',an
impqr-,-tantl structural rec qulretnent-.bf :any flo*&-
or roof system, kefet- AD tkL-;: Truss. Dle,-Igh
1)rq*Ing (TbD) 'for- the;*,bracInb rL*q e uV&m nts 'for
each IncIIvIcIU L truss com 'Brldglng,`
ponll�rlt
part1ctAaHy* "strongback.' I�s :Q:.,
:bridging'
recommendation
f Fr truss oa trusystem to, help
contr..o( I'vi'bratior)."' In: add . MID . . n: -to- ,Q.ICIIhq..,In the:
dl.5trjb t1oh of pbInt loads Jpetw.e 'e6 adjacent
truss, -'ktrongioack bridging serves -to reduce
NG. ,
4TS
'd
?3 M10
14 mift
c P&ew
bounce. or resI.00 From
Movingpoint oqcItj--:5Uch as footsteps'.
The Oerformanc'e. of -all 'floor -systems -a re
enhanced toy. the. Int-tallat's of trbhd�- ig6a
loric.1gibb and therefore :Is. strongly recommended
nclect
by Mpine,
For jadditional Inf&,*McAIori regarcIft. -strongback
bridging,. ref-ei;- Component
Safety Information).
:H
V 1 ',Tt L L 4 .. - - PSF
TADL. tPSF
N6. %08 .6-1. `1 - s; -
AC M PSF.
rp.i L L. PS F
ST F:.-- It, A D, PSF
FAC,. Loo
kwM
W, 0
It' 6
'MVE
':10' uff-T-AL A-16HINS. HORE 50oo iwie 'T. - SHOA-114a U. PLAOF
CO XINIRA TE9 -:TO.';:UPP -PI 'dA. 10' N H AL x.,7t"
AAKIMUM
L
Sm F"Iq 0 OVER 8
A SM� -AP-PLATIE.8 A PROPRTA AVPINE-D)RA, .0,. ISER ME]
El P
AND TID- -R'%vfS.-THIN
tail TO, UE Su PLIEO'
PY T. - a -a- T.
Mum -
17�,
7
l
A A-
NO -Pl.
U SSE
PO�T$
ts
• JoP&T.
E.:
SCALE NONE
Cracked or Broken
This drawing specifies repairs for a truss with broken chord
or web member,
This design Is valld onlyy for single ply trusses with 2x4 or
2x6 broken members, No snore than one break per chord panel
and no more than two breaks per truss are allowed, I.
Contact the truss manufacturer for any repairs that do not I
comply with this detail,
(B) = Damaged area, 12' max length of damaged section {
U = )41nlmum nailing distance on each side of damaged area (B) I
(S) = Two 2x4 or two 2x6 side members, same size, grade, and i.
species as damaged member. Applyy one scab per face,
Minimum side member length(s) = (2) 1-) + (B) ;
Scab member length (S) must be within the broken panel,
Nall Into 2x4 members using two (2) rows at 4' o.c., rows staggered,
Nall Into 2x6 members using three (3) rows at 4' o.c., rows staggered,
Nail using 10d box or gun nails (0.1281x3', min) Into each side member,
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade #i1 and MSR grade 1650f.
This repair detail may be used for broken connector plate at
mid -panel splices.
This repair detail may not be used for damaged chord or web
sections occurring within the connector plats? area.
Broken chord may not support any tie -In loads,
I.a
L L
41
O,C
Typical
+ o + o + o + o
o + o + 0 + o +
�{ 21 �'-
Stagger
+ = Back Face 10d Box C0.128' x 3', m1n) Nails,
o = Front Face 2x4 Member - Double Raw Staggere
2x6 Member - Trlp`e Row Stagoerec
Nail Spacing Detail
Member, Repair Detall
Load Duratlon = 07
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Member;
Size
L
SPF-C
HF
DF-L
SYP
Web Only !
2x4
12,
620#
635#
730#
8004
Web Only
2x4
18,
975#
1055#
1295#
1415#
Web or, Chord
2x4
24
975# 1
1055#
1495#
1745#
Web or Cliord
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
30,
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#
36354
4295#
4745#
Web or Chord
2x4
r
42
2975#
3045#
35054
3835#
Web or Chord
2x6
439541
4500#
5225#
57254f
Web or Chord
2x4
-4ely .
3460#
3540#
4070#
44454
Web or Chord
2x6
5165#
5280#
6095#
6660#
Hlnlnun H 1 L i
L Dlcinnee
Hlnhlm
L Dlstnnee
8
tceVAMINGI•s READ AND roLLOV ALL Nark ON THIS:'DRAVIXOI
REF MEMBER REPAIR
asMIATANTra FURNISH THIS MAY= Ta ALL CONTRACTORS INMHING THE INSTALLERS,
DATE 10/Ol/14
Trusses require, ertrent care h PabrieattAm handlhp, shlp Ina Install ` and bradno. Refer to and
by TPI
follow the lat.st edition of BCSI 43,dldNo Corps nt Safety inrornatle-V and SBCA) far safety
pprraetkes prsr to perforvJno these funetlans. install.rs aholl pravld. ,tenpar a y �hraeNO per 3CS1.
Unlaess noted otherwlsa, top chord shall have properly attached structural sheatMnp antl botton chord
DRWG REPCHR111014
ti
��O
shall have a properly aiiadiOd rlald eri t L.eattons shown far perranent lateral restraint of webs
shall have braehp hstalled per B I se 13. 17 or 71D, as applIcobir, Amly plates to each face
of truss and as shown above and on the JoInt Betatls, wlless note oth�rvlse,
d
pposlilan
Rehr io dNawlnos 16OA-2 far standard plate pasltlonr,
AN ITW OOMP+�NY
Alpha, a dNlaton of !TV 14idh components Oroup Inc, shall net be responsible for o devlatlon from
this drawing, any fallurr is WV-khe truss In aonfornanat with ANSI/TPI 1, or for h.rdAno, shlppho,
'
kutnllatlon L-bs dtp of irussas.
A se.l•m this drawl% or Cover pope ortYp iNs dra■hp. MmUs acceptanw of pe O.ssbnal
nyb+.er*p rwsao ara ,, sotely for the Arelon shown. The sultabllty and use of iNs dravino
for °ny s'truetu�e k t7w rnpansLilfiy of iFx AsksM Des>Onar per 'Wslrtfi t Sect.
,
'
/1
ri1'
SPACING 24,0' MAX
13338 Lekefronl Odve
Esdh cµy. MO 03045
For mars Infornatlon set this Jobs general notes Plot and thtse web 11021 _ALPINO wwa,slpli"Itmeanl TPI, vse.tplrrtor-M SBCA, vvwsbelnduetryarol )CO wwTUCsaf.,arg
glcidg
BOARD
axi)
Lumber Size and dracle--Mlnumm R(equi roments.
.9e
4yr$tqar
-50
purPhs
Yrust pine Material
....... .. . . .
BEAh%-FVeRy THIRD.
RAPPERS
4
-&&m
a
toVaj
-hesTSY-40?.L0:. -.or L"§.
gfit; 14
-MaxlMu(n rdo.An'robf helght; 3,0-luet
l(Sgpt 149 mpht.Fnalosed,
Mph; lniWall,
Tutq 1-89
BEVZbRAM F
30,lg6u3-.0.-1 palhd
-jat a... or.$
long raqure'tiVc:t7Lft 'fa
ox or do ntin an ;nails.
ce, i---, .
pp(e-Jiaftlm , e dae.-
joFtafter
w,numderW-nauls are
iiei nifinr if ame pamare.not used,.
der cklopt . a : s It, . trippi I oe -fait betWe.an-
jAs.and-'uwr
Z�e C ., wren{ NDS xe"lrRMqT*.
VALLEY FRAMING
VALLEY Ft.CR NDqE
® CRMPLt
1ppleb--41-M`ldr-30 psf tTL)iUid -26 pof (.TD) Mak.
pOte locations are
Ty P)
1.
u6,h8fWito.A46
4 lkala-Vial&-
.
z
C. Aldylklid:.
00
41,6d -to"ills
rec tly
3.
te,,;rzo
Cflp0Wt&iJaf&i-
-416dloemallk
(114) & 164-fatx-nalls
i.:h i6 sheathln9
Raitie.Co 'blbtklh'g
516dive-naps
Mft6'et6r.wo-2x6 sleepers.
425dW64falri
S.
-sleepa w-bldi.
4*16d td&ftft
3 100 Sleeper. -Ntruss
.6.
::Rld9e:bobrdAi3 roof bldck
9 16d top-rigus
.7.
lrid-g--e-bo;fed fmJr.u!e,-
4 34dAd@:i6ails
$I
--Frufm to (rm.
Is.
rrW'to dt*,We-
4
;.ARE USED)
tb-Taftdf
4 l6dlo�nalls.
NOTE-;116a+jOAS:ENS44Y dOMMbff
NAILs
WA fM; 6ADO . - i * 'X_' 'I; !ft- L� P-b:- 40 54 1?t r AW - - I I
FLMtMI tM DPAVDLr. To -"'Ott
aL. -Tc DL.- I ZO 7 DATE 101011A u
n m ITIAm"If'SILM, fori irb.
�Wrm; 43d '&A- * A aiw
W. ;"tcp%aw;�a, itv-Xt^�Ci
loiwr� . . p a 0 -0 0 0 DRW.G V� tIV1801015
M =-r-*ukAz-0
;,wt! t Qr/ BC. -LIB 0 .0 0. 0
-.d stj.U. pat. *9 rasp— Vft 1DJO 5b 4-7 61
WbLt. It
m1w or F= . .. . ..
PT
For
ABOVE
C
g°e•
00
Simpson Strong-Tie°Wood Construction Connectors SIMPSON
• Frill
• • r�:
A
L3
u
These products are available vrith additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
'Actual
Joist
Size
(in:)
Model
No.
Carried
Member
Dimensions
1 (in:)
Min./
Max.
Fasteners
(in.)
Allowable Loads
Code
Ref:`
E
E5
Web
Stiff
_ Reqd,
W
H
B
Face
Joist
DF/SP :
Species Header
SPF/HF a
,Species Header
Uplift'
(160),
Floor,
(100)
'Snow
(115)
Roof'
(125)
Floor
:(100)
Snow
(115)
Roof
(125)
IUS2.56/16
-
2%
16
2
Min.
(14) 0.148 x 3
-
70
1,660
1,805
1,305
1,425
1,555
1,555
Max.
(16) 0.148 x 3
-
70
1,805
1,805
1,805
1,555
1,555
1,555-
21h x 16
MIU2.56/16
-
29A6
15346
21h
-
(24) 0.162 x 31/z
1 (2) 0.148 x 11h
230
3,455
3,920
4,045
2,970
3,370
3,480
U314
✓
29/t6
101/2
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11/2"
970
1,945
2,205
2,375
1,675
1,895
12,045
HU316 / HUC316
✓
29/k
141/s
21h
-
(20) 0.162 x 31/2
(8) 0.148 x 11/2
1,515
2,975
3,360
3,610
2,565
2,895
3,110
IBC,
2hx18
MIU2.56/18
•' -
'29A61
177h6
21h
-
(26) 0.162 x 31h,
- "(2) 0.148 x 11h
230
3,745
4;04514,045
3,220
3,480
3,480
LA
HU316 / HUG316 :
• ✓
29A6_1;
1417a
21/z
-
(20) 0.162 x 31h"
- (8) 0.148 x 11d'
1515'
2,975
3,360
4 3,610
2,565
i'2,895
3,110
21h x 20
MIU2.56/20
-
2%
10,1
21h
-
(28) 0.162 x 31h
(2) 0.148 x 11/2
230
4,030
4,060
4,060
3,465
3,495
3,495
21/z x 22'
to 26
MIU2 56 20
I
✓
'2 fib
19'/s
2'h
-
= '
(28) 0162 x 31/2',,
'
(2} 0.148 x 1 /z .,
230
;
4,030.
4,060
4,060
3,46513495
3,495'
29x 91/a to 26
to
29/s" wide joists use the same hangers as 2W wide joists and have the same bads.
.
MIU3.12/9.
• -'
31/a
1' 9M6
2'h
' -
(16)'0.162 x 31h •
-` (2) 0.148 x 11/2 :'
236
2,305
21615
3 2,820]
1`,980
2,245
2,425
3 x 9'h
HU210-21HUC210-2
✓
ITAI
8"hs
21h
Max.
(18);0.162 x3'1/2 .
- (10) 0.148 x 3
,,.:»-
2,'680.3,02013,250
2,305
2,605
2,800
IBC,
MIU3.12/11
-
31/s
11 'A
21h
, -
(20) 0.162 x 31/z
(2) 0.148 x 11/z
230
2,880
3,135
3,135
2,475
2,695
2,695
FL,
HLI212 2 / HUC212-2
-LA
3 Is
-' IGjs
2 h
Max.
-(22) 0.162 x 3 /z
(10) 0.148 x3--
: YS •
3;275-
3;695
3;970
2,820"
3;180
3, t25,
HU3.25/12 / HUC3.25/12
31/4
i i s/4
21h
-
(24) 0.162 x 31/2
(12) 0.146 x 3
.,795
3.570
4,030
4,335j
3,075
3,470
3,735
HU3.25/16'/
HUC3.25/16
• '
3'/4
13'-Y6
21h
Min.
(20) 0.162,x 31/2 ,
(8) 0.148 x 3, .
1,515
2,975'
3,360
3,610
2,560
2,890
3,105;
Max..
(26)`0.162 x3/z ,"
(12) 0.148 x'3 `
-,,95
3,810
4,365
4,695.
3,330
3;755
4,040
-
Th glulam
HUCO210-2-SDS
•
31/a
9
3
-
(12)'/a" x 2M? SDS
(6)1/4" x 21/z" SDS
2,345
4,515'1
4.315
4;31513,600
3,710
3,710
FL
HGUS3,25/10 ' '"
• "
31/4
F 85/a
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31h,
4,095
9,106
9,100
19,100 17,825
7,825
7;825
I IBC,
HGUS3:25/12
31/a
105/1,
4
-
56 0.162 X Th
( )
1
(20} 0:162 x 3 /z'
5,040'
9,900
9,400
i 9,400I
8,085
8,085
$,085
FL
LGU3.25-SDS,
-
TAT
8 to 30
41h
-
(16)1/4'" x 21/2" SDS
(12)1/a' x 21h" SDS
5,555
'6,720
T3)0
17;310 14,840
5,265
5,265
31h 51/4
HHUS46
-
3%
51/6
3
-
(14) 0.162 x 31/z
(6) 0.162 x 31/2
1,320
2,785
3,155
13,40512,395
2,715
2,930
x
HGUS46
-
35/a
4'/�s
4
-
(20) 0.162 x 31/z
(8) 0.162 x 31/z
2,155
4,360
4,885
5,230
3,750
4,200
4,500
HUS48
-
39/1s
1 61%
2
-
(6) 0.162 x 31h
(6) 0.162 x31/z '
1,320
1;59,5
1,815
1,960'
1,365
1,555 1
1,680':
81/2 x 71/4
HHUS48 '
•
-
35/a
4 71%
3
-
. (22) 0.162 x 31h
(8)'0.162 x 31h `
1,780
4,210;
4,770
i 5,140
3,615:14,09514,415
HGUS48
-
35/s
7M.
4
-
(36) 0.162. x 31/2
(12) 0.162 x 31h
3,235
7,460
7,466
7,460'
6,415
6.41516,415
IUS3.56/9.5
• -
3%
91h
2
-
(10) 0.148 x 3
-
70
1,185
1,34511,455
i
1,020
1,160
1,250
MIU3.56/9
-
3%
81-'As
21h
-
(16) 0.162 x 31h
(2) 0.148 x 11/z
210 12,305
2,61512,82011,980
2,245
2,425
U410
✓
38A6
8%
2
-
(14) 0.162 x 31/z
(6) 0,148 x 3
970
2,015
2,285
2,465
1,735
1,965
2,120
HUS410
-
39AG I
8t1A6
2
-
(8) 0.162 x 31/z
(8) 0.162 x 31/z
2,990
2,125
2,420
2,615 11,820
2,070
2,240
HHUS410
-
35/s
9
3
-
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,565
5,635
6,380
6,445
4,845
5,486
5,545
31/2 x 9'/z
HU410/HUC410
• •
• ✓
31A6
8%
21h
-
(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
HUCQ410-SDS
• •
-
39A6
9
3
-
(12)1/4" x 21/z" SDS
(6)1/4" x 21/z" SDS
2,265
4,500
4:500
4:500
3,240
3,240
3,240
HGUS410
• •
-
35/s
9'1A6
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
7,825 17,825
7,825
IBC,
LGU3.63-SDS
• •
-
3%
8 to 30
41/2
-
(16)1/4' x 21/2" SDS
(12)1/4" x 21/z" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
MGU3.63-SDS
-
35/s
9'/4 to 30
41/2
-
(24)1/4" x 21/z" SDS
(16)114" x 2Yz" SDS
7,260 19,450
9,450
9,450
6,805
6,805
6,805
'IUS3.56(11:88
-:
3%
111h
2
_
(120.148 x 3
° - '
t,
1,420
1;61511,745
i
11220',
1,390
1;485,
°
MIU3.56/11
-
39l6
111A
21h
-
(20) 0.162 x 31h °
(2) 0:148 x 1.1/2
210 "2;880
3135
3;135
2,475
2,695
2,695
U414
•
✓
39/i61
10
2
-
(16) 0.162 x 31h
(6) 0.148 x 3 .
970
2,305
2,61512,82011,980
2,245
2,425
HHUS410
-
35A
9
3
-
(30) 0.162 x 31/2
(10) 0162 x 31/z'
3,565
5,635'
6,380
6,44514,845
°5,486
5,545
HUS412
-
39/i6 j
10'h
2
-
(10) 0.162x 31h
(10) 0.162 x 31/2,
3J35'
2;660
3,025
3,26512,275
2,590
2,795
31/z x 117/a
HU412 J HUC412
• •
=
39As
10-51.
21/z
Min.
(16):0.162 x 31h
(6)`0.148 x 3
1' 35.
2,380
2,685
2,89012,050
2,315
2,490
Max.
(22) 6.162:x 31/2
(10) '0.148 x 3 `
' 13 5
3,275
3,695.13,970
`
2,820
3,180
3,425
HUCQ412 SDS
• +'
-
39/6
11
-
(14)'/a" x 21/2" SDS
(6)'W x 2'h' SDS
"2,265,
5,0,).
5,045'
5,04513,630
3,630
3,630
HGUS412=
•
5
/s :3
�
10/i6 .
4
-
(56) 0.162 x 31h
(20) 0.162 x 31/z.;
5,040,
9,400
9,400 j
9,400 [,8,085
8,085 1
80$5
LGU3.63-SDS
"�
-
35/s
8 to 30 .
41/2-
(16)1/4" x 21/2" SDS
(12)1/a' x 21/i'`SDS.
5,555
6,7N
6,720
6,72014,840
4,840
4,840
MGU3.63-SDS
- j"35h
9N4 to 30
41h
-
(24)1/a" x 2'h" SDS
"(16)1/4"x 21h" SDS
7,260-
9,450'
9,450
-9,450 j
6,805
6,805
6 805
11 to 30
'41/2
-
(36)1/' x2/' SbS
(24)/'x 2th" SDS
91
1#�33
i
1
,
9,.79HG03.63-SDS
175
46 See footnotes on p.150.
THA/THAC
Adjustable Truss Hangers
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c).lower installed
�j cost, or a combination of these,feoures.
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 patterri in the
straps, which provides more installation options and allows for
easy top -flange. installation.
Material: See table
y Finish: Galvanized.. Some products available in ZMAX11 coating.
C See Corrosion ;Infor nation;.pp.13=15
v Installation:
d .
CUse all specified fasteners; see General Notes.
The following installation methods.may.be used:
to • Top-Flahge• Installation —The straps must be field formed
�. over the.header - See table for minimbrn top -flange requirements. .
H _ Install top and face nails according, to the table. Top nails shall
3 not be within 1/4" from the edge of -the top -flange members. For
- - r�—••---• -the R-lA2a,-nail&-used for joist attachment must be driven at —an,-
d
- an le so that the . g y penetrate through -the corner of the joist and
into the header. For all other top -flange installations, 'straighten
the double -shear nailing tabs. and iinstall-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 mitiimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails. straight into
the joist. Tie 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 flied except for the
following models; THA29, THA213, THA218 and fHA413. For all .
.other models with more nail holes than required, the straps maybe
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
3s/a" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
d
Double -
Shear
Nailing
Top View
Double -Shear
Nailing
Side View;
Do not
k
bend tab
1314' for
THAG422
for
122-2
426.2
011"THAC422
Face nails Top nails
pertable per table,
M typical
2�'h' for THA422-2
and THA426-2
THA418
�2Y�
•33 �u , r
�r i.
�W 21G
UVI"THA29
Double 4x2— face nails
Use full table value (total)
Single 412 4 top nails
See (totaq
nailer table �° . -,ice
%' Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation ona 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
r �
(Available on
_
some models)
r 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
ryplual I "r v
Top Flange Installation
er to
tnote 5
p.187
U
Z
Y
0
0
W
r
G
z
0
F
z
0
a
U)
N
e
m
0
U
0
86
4
0
Z_
}
a
rL
0
0
0
z
0
Cn
z
Cn
z
rn
0
N
rn
N
U
0
0
Simpson • • -4 Wood Construction Connectors
THA/THAC
Adjustable Truss Hangers (cont.)
® These products are available with additional corrosion protection. For more information, see p.15,
0
1
'Dimensions, fasteners DF/SP SPF4
{m) Mln . Min.
(1n) Allowable Loads Allowable Loads
Model Top Header -- Code
No 7 a I Flange Depth Carry' inD Member.., Carned s 'Upint, Figor Snow" Roof ( Uph(t- "Floor Snow Roof%; Refi.
- (m } Member Wind- Wind
Top Face (160) (i00j (115) f12511601: (160) {100)- (1A5} f12511601
THA29
18
1s/a
9"ti6
5'/s
11/z
—
(2) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
11,750
1,750
1 1,750
450
11,330
11,330
1,330
21/is
—
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2:610
2,610
2,610
450
1,935
1,985
1,985
TF1A213
18
15/s
'13546
5%2
2-.
—
(4);0.148x3`'"(2)014,8z3
(4)0.148X1'h',
„14a^a
1'
146f3-
1;�iQ
1 =fit
1;11J`
THA218
18
15/a
17's
51/z
2
—
(4) 0.148 x 3
(2) 0.148 x 3
(4) 0.148 x 11/z
1 460
1,460
1,460
—
1,1110
1 ' 10
1,110
THA2182
16
3Ya°1711/`s
8 ;
2 "
—
(4)0.161013
(2)0.162X3Y2
(6)0148x3,
1 &
1 "vi'
1Qa•;
'c49U
131i
.1,515° .,
IBC,
FL,
THA222-2
16
31/a
22,s
8
2
—
(4) 0.162 x 31h
(2) 0.162 x 31/z
(6) 0.148 x 3
1,960
1:995
1,995
1:;490
1,515
1,515
LA
TI A413
18
r35/a.
735/s
4.'/z'
2 -
—
(4)0148x3:
,(2)p,148`x3
(4)0148x3'
i v30
"A
11t z
11ti5' e
THA418
16
35/a
171/z
77/a
2
—
(4) 0.162 x 31h
(2) 0.162 x 3Yz
(6) 0.148 x 3
—
1,960
1,995
1,995
—
1,490
1,515
1,515
THA422
% 6
35/s
' 22
77Is '
2' .
{4}`0`162 x'31/z
' {2} 0.162; X 31h
(6) 0148 x 3
`1 w6 o
i �
1;99 777n
t 490
I iL>"
1 1
THA426
14
35/a
26
77/a
2
—
(4) 0.162 x 31/z
(4) 0.162 x 31/z
(6) 0.162 x 31/z
—
2,435
2,435
2,435
—
2,095
2,095
2,095
THA422 2
� 14
'7Y4
2211fs
9a/4;
2
(4jb.l62x 3'h
(4) OJ 621,jih
(6) (i. 62 X 3?h
3,330
.3;330'
3 330 ''
—
2,"865:
2,865
2,865 '
FL
THA426-2
14
71/4
I261/s
9a/4.
2
—
(4) 0.162 x 31h1
(4) 0.162 x 31/2(6)
0.162 x 31/2—
3,330
3,330
3,330
—
2,865
2,865
2,865
THA29 118 1 1 % 1911/e 1 51/a 1 - 191%s I — 1 (16) 0.148 x 3 1 (4) 0.148 x 3 1 525 12,26512,2651 2,265 1 450 11950 11950 1 1950
THA218
18
15/a
17-M6
51/z
1
173A6 1
(18) 0.148 x 3
1 (4) 0.148 x 3
855
12,450
2,450
2,450
735
2105
2105
2105
THA218-'2.;
16
31/a
1 _,A6
, 8
—
�.
141/4s
(22} 0.162 X 31Iz
{6j;f1.162 is 31h
1$55
3,w.)Q
3 f '
, 5
1,595
-2„ "'x
1 45
t ? .5 '''
IBC,
THA222-2
16
3%
22M6
8
—
141/1s
—
(22) 0.162 x 31/2
(6) 0.162 x 31/z
1,855
3:3.1u
3,310
3,6.3
1,595
2:845
Z 845
2,845
FL
LA
TFiA413 r
18
35/s'-34s
4?h;
":3a/a -
°;
(14) Q148 x 3"
(4) 014$ x43
- 8r s Qr445�J
35
760
? Ca6
?,30`
THA418
16
3%
171/z
77/a
-
141/s
—
(22) 0.162 x 31/2
(6) 0.162 x 31/z
1,855
3:310
3310
3,310
1595
2,845
2,845
2,845
THA426
14
3% 1
26 .
77/a 1
—
161/6
—
(30) 0.162 x 31/z
(6) 0.162 x 31/z
1,855
4,415
4,480
4,480
1,595
3,795
3,855
3,855
THA422-2
14"
7'/
221M
9:W'-
16ahs
(30) 6.162 X 31/z
{6) 0.162 X 31/i
1855
.5,170
5 52©-
5 520
1 595
4 445
4;745
4,745 `l
FL
THA426-2
14 1
71/a
261/s
93/a
—
18
—
(38) 0.162 x 31/z
(6) 0.162 x 31h
1,855
5,520
5,520
5,520
1,595
4,745 1
4,745
4,745
1. Upift loads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11/2" min.
top flange are based on a single 2x carrying member; all other top -flange installation 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 1112" nai6 in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Simpson Strong Tie® Wood Construction Connectors SIMPSON
AIL
Face -Mount Joist Hangers
�5A!AiRF&/ This product is preferable to similar connectors because
'�+ o of a) easier installation, b) higher loads, c) lower
7> installed cost, or a combination of these features.
b `
e
The double -shear hanger series, ranging from tl �e light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovative doubts -shear nailing that distributes the load through
two points on each Joist mail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAXO coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• t�fof c]-esigned�tor welded o`r riaile`r applies -Lions.
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
0
Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
Do not bend tab
:
Dome Double -Shear
Nailing Side View
(Available on
,. some models)
rJ
1. for 2x's
t'tid' far 4Xs
e.�
0
OH
m
W-.
LUS28
VJ HHUS210-2
HUS210
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
'Heel Height
(multiple member
fastening
by Designer)
Wl
M
19
176
0
b
0
N
O
u
M
0
z
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LUS/MUS/HUS/HHUS/HGUS
---.--'------"----._....---._...._--.._------------------------------
These products are available with For stainless Many of these products are approved for installation - -- - - - -
additional corrosion protection. ® steel fasteners, B with Strong -Drive° SD Connector' screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
Double 2x Sizes
2 `
21/4,
8 ,
3i
3
2,
6
3;z ,
$
0
1Q70'WS24
®'
LUS26 2 ' '
4s/is
18
3'Ya
47
3'h;z
{4) 0:1`6 x 3'/z
u "
-4;030
1170='
1265 1595';
, 391Q +
885
1005
1090
'1,370
HHUS26-2
4-'AG
14
3b/i6
53/a
3
(14) 0.162 x 31/z
(6) 0.162 x 31h
1,320
2,830
3,190
3,415 4,250
1,135
2,435
2,745
2,935
2
4946
12
3b/6
57ti6
4
(20) 0.162 x 3'/z
(8) 0.162 x 3'h
2,155
4,340
4,850
5,170 5,575
1,855
3,730
417
4,445
LUS28 2-.;•.
46},Q162x3'!;'
{4) Q.162.x3'h :
1,t3CL
1,315
1490
l 61b ?;00
910,
1130
,1`280
i;385.IBC,
d3,655HGUS26
FL,
HHUS2$ 2 "
�; 691is"
, 14'
;3b/is
7Ya
-;"3`
t22) 0.162 x3t%s'i
,(8}.162 x 31h
?, 60,265
4,810'
-5,155 =5,980
1515'
.3.670.
4,135
A'
LA
®
LUS210-2
67%
3'/e
9
2
(8) 0.162 x 3'/z
(6) 0.162 x 3'/z
'1,445
1,830
2,075
2,245 2,830
1,245
1;575
1,785
1,930
2,435
O
HHUS210-2
83/a
il
3-;A6
87/s
3
(30)0.162 x3'/z
(10)0.162x3'h
3,HGUS210-2
89A6
3-A6
93/i6
4
(46) 0.162 x 3'/z
(16) 0.162 x 3'h
4,095
9,100
9,100
9,100 9,100
3,520
7,460
7,825
7,825
7,825
Triple 2x Sizes '
O
O
F�GCfS26=3 ;
4' 4s '
12
4' s
5Yz
4
(20) 162 x 3�Iz'
(8) 016Z 3'/z
4,11,
4 34C
4 850
5170
5,575
1,855:�
3,730
4,170
4 4¢'S
4 795'
IBC, FL,
HGUS28-3"
6'3/ib
12
4'6
T/a
4
(36) 0162 x 3'Iz;
(12) 0.1,62x 3'h
3 235
7460
7,460
7460
7,4,60
2 780'
6 415,
F6415.
`'6,415
=6,415
LA
HHUS210-3
83/a
14
4"A6
87/s
3
(30) 0.162 x 3Yz
(10) 0.162 x 31h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,5751
FL
HGUS210-3
813A6
12'
415i6
91/4
4
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
i
V
e
1U U.1tiLx �'f2
3;
` t eo
E 4`
Z)
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]t f
LA
HGUS21' 3''
126/e"'',
12
4*6
123/a
- 4
`(66} Q 162 x 3Yz"';
(22) 0.162 x 3Yz'
`5,695
10125
10125.
(,0725
10125.
4;900''
8190
8190
8190
8,1 0.,
Q.
Quadruple 2x Sizes
HGUS26 4 -
_ 6'1z
12
; 6'%6
57h6
�.4
;(2Q) 0162 x'3Yz'
8) D.162ex 3'/z .
-2155
4,340
;4,850
5170
5, 75=
1,855
3,730-
IBC, FL,
HGUS28-4
1 714
12
6-A6
7 A6
4
1 (36) 0.162 x 3'h
(12) 0.162 x 3'h
3,235
7,460
7,460
17,460
1 7,460
2,780
6,415
6,415
6,415
6,415
LA
HHUS210-4
I 83/a
14
61A
87e
3
1 (30) 0.162 x 31h
(10) 0.162 x 3'/z
3,405
5,630
6,375
16,485
16,485
2,930
4,840
5,485
5,57515,5751
FL
HGUS212-4- 76 /e ., i- '6 Ali 101a 4 - (56) Q 162 x'3Yz - (20) 0162_x 3Yz 4,,eA[ 4_ ? 04 ,0,i14 �,t '4 3 LA
b �l y' /a0 ,_ 7 a t 6 f7 r 0 IBC, F
b a b
4x Sizes
LUS46" , - 43/s" ,l8 ' 3B4s 43/a` :x :2 , ' (4).0`y62 x 3'/z j' (4)i0:162;x 3'Jz , °,6t�tk f1,036 1170', "1 265 7,595 , T1 885` ' 1s005, ,1;090 1,370 IBC, FL
„FIHU546 ";
6' -
14
isle
.5 5s
.''3
(14) 0.162'k 31h
(6) 0.162 x 31h
Ali
2,830
3190;
3 415
4;250
1 t3 `
2'438
2 745
:2,935
3,655]
LUS48
43/a
18
39A6
63/4
2
(6) 0.1,62 x 3'h
(4) 0.162 x 31h
1,060
1,315
1,490
1,610
i 2,030
910
1,130
1,280
11,385
1,745
IBC, F
HUS48
6'A
14
33/is
7
2
(6) 0.162 x 31h
(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%
7Ya
3
(22) 0.162 x 3Yz
(8) 0.162 x 31/z
1;760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
6346
12
3%
7'1A6
4
(36) 0.162 x 3Yz
(12) 0.162 x 3'h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
6'/a
18 -%83/a-
(8)
2
0
2,435LUS410`
° HHUS.10 :`
831a"
14
3s%s
9 .
; 3 '
;(30).0162 x 3'%z"
(10) 0,162x 3'h
3„�a{3.
5,705
6 435
6 48 s
, 6
,1G5
4 905
,5;535
<H0 S410 .
8ti6-''
12,
3I8
9Yc
,'=4
;.(46)0162x3'%z•
{i6) ,.162x316
4,095°'9,100
9100.
9100
-9,1`60.
3,520t
7825
7,825
_.
7825
7825x
IBC F
LA
HGUS412
10346
12
3bh
107i6
4
(56) 0.162 x 3Yz
(20) 0.162 x 3Yz
5,695
9,045
9,045
9,045
9:045
4,900
7,780
7,780
7,780
7,780
HGUS414
11346
12
35/a
127ti6
4
(66) 0.162 x 3'h
(22) 0.162 x 3'/z
5,695
10,125
10,125
10,125
10,125
4,900
8,190
8,190
8,190
8,190
Double 4x Sizes
FL
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162' x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are rested diameter by length. See pp. 21-22 for fastener information.
19
HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/a". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/s° per ASTM D1761 and D7147). See technical
bulletin-T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
m Finish: Galvanized
L
+0. installation:
C)
_ • Use all specified fasteners; see General Notes
C • Can be installed filling round holes only, or filling
V round and triangle holes for maximum values
N • See alternate installation for applications
i using the HTU26 on a 2x4 carrying member or
�... HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
d -
O. HTU may be. skewed up to 671/26. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
HTU26
i
1/a° max. gap behVeen"end a
truss and carrying member
Typical HTU26
Minimum Nailing
Installation
21,0-i2",_� E.", V.
HTU Installation for Alternate Installation -
Standard Allowable Loads on
. (for 1/2" maximum gap, 2x6 Car
Installedrying Member
use Alternate Allowable Loads.) (hiTL1210 similar)
Many of these products are approved for installation with Strong-Drive,,3
SD Connector screws. See pp. 335-337 for more information.
Standard Allowable Loads (1/8" Maximum Hanger Gap)
( Mina
Model
Dimensions (in:)
Fasteners (in.)
•DF/SP Allowable Loads
SPF/HF Allowable Loads
'Code
No. Heel,
Height
: W
H
B
-T- - _-
Carrying Carried,
Member Member .
Uplift , Floor
(160) ' {100)-,l
Snow
; (11b)
Roof
(12bj
Wintl
(160)
Uplift
(160)
Floor
(100)
Snow,
(115),
, Roof
,(125)
Wind
(160)
Ref: .
Single 2x Sizes
'HTU26,'
3'h :
1 s/a
57As
31h '
..(20) 0.162:x 31h
; .(11) 0.148 x 11/2
040
_?.53
', 2,9+0'
2,F1{1
.zc 70'
:` 50
':.68t)
l ,1 f8"j..
,� CI °
'1;00
HTU26 (Min.)
{ 3la .
15/a "
57As •
31/2
•.(20) 0.162x 31h
(14) 0.148 x 1?h
1;250
2,940
r 3,206-
3,200
'3;200
1,075
1;852
1 2,015
:.2,015
2;015
HTU26 (Max))
: 51/2_
-15/a_
5 hs
31z
�'(20) 0.162x 31h
(20) 0.148 x1'h
1,555
`4940
` �;,9
5 0
A4 010 -
. 335
2,530 i
�,855
3,08
3 450-
16C,
HTU28 (Min.)
37/a
15/a
71A6
31/2
(26) 0.162 x 31/2
(14) 0.148 x 11h
1,235
3,820
3,895
3,895
3,895
1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
15/a
71A6
31/2
(26) 0.162 x 31/2
(26) 0.148 x 11/2
2,020
3,820
4,315
4,635
5,435
1,735
3,285
3,710
4,005
4,675
LA
HTU210 (Min:)
37/a °'
14
19'A6'
31h
-(32) 0.162 x 31/2
(14) 0:148 X 11h
1 1,330
4,3u0
1,4,300
4, 300
00G `
1,145 -
3,225
31,225
3,225'
3.22.5
HTU210 (Max.)
191/4y
1 15/8
91%, 1
31h
^(32) 0.162 x 31h
(32) 0.148x 11h'
- 3,31`6
4,705
. 310,
. :7310
"5 995,
2,850
4,045 `
4,565
, 4,930
15,155 •'
Double 2x Sizes
HTU26-2 (Min.)
3%
35A6
5%;
31/2 -
(20) 0.162 x Th
_ (14) 0.148 x 3
1,51,5,
• 2,940
` 1120
3,580
'3 910
1,305M
90
`2,255 '
2,465
HTU26-2 (Max.)
51/2
35/ia "
:57As :
-31✓2
(20) 0.162 x 31/2
1 (20) 0.148 x3
2;175
2,940
3.3n
3,580 '
4;4f10
,1,87055;
3,080
' 3,855HTU28-2
(Min.)
37A
35A6
71A6
31/2
(26) 0.162 x 31/z
(14) 0.148 x 3
1,530
3,820
4,310
4,310
4,310
1,31535
3,235
3,235
18FL
HTU28-2 (Max.)
71/4
35/ie
71A6
31/2
(26) 0.162 x 31/2
(26) 0.148 x 3
3,485
3.820
4,315
4,655
5,825
2,995•
1f
,005 ,
5010`
LA
HT.U210-2'(Min.)
37/a
31A6
91146
31/2
(32) 0.162 x 31h
(14) 0.148 x 3
1,755
,4,705°
A,815
4,815
4,,815 '
',1;51010
3.610 :'
3,610
HTU210-2 (Max.)
91/4'
35Aa
9M6
31h.
(32) 0.162 x 31/2
(32) 0.148 x3
. 4,110'
4,705,'5,3'i0
' 5,740.
6�'15
3,535fi5
:
4 930
5.605
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 'A" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVrPI 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-py 2x carrying member. For single 2x carrying members, use 0.148" x 1 V 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.
HTU
Face -Mount Truss Hanger (cunt.)
Ii Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
Model
No
Mm
Heel,.
Height,
'Minimum
Carry" ing
`Member„
Fasteners (in:)
DF/SP Allowable Loads
SPF/HF Allowable Loads'
Code
Ref.'.
Carrying
Member
Carried -
Member.
Uplift
(160)
Floor ,
_ (100)
Snow
1
Roof .
(125) �`:(t60)
Wind
Uplift ,
: (160)
floor
4100)
Snow ,
(115)
''Roof
(125)""
Wind
(160)
HTU26 (Min.)
37/s
(2) 20
(10) 0.162 x 3'h
(14) 0.148 x 1'/2
925
1,470
1,660
1,790
1,875
795
1,265
1,430
1,540
1,615
HTU26 (Max.)
5'/2
1 (2) 2x4
1 (10) 0.162 x 3'h
(20) 0.148 x 11h
1,240
1,470
1,660
1,790
.2,220
1065
1,265
1,430
1,540
1,910
IBC,
HTU28,(Max.j -
- 7'/4
;(2) 2x6 .
(20) 0.162 x�3'/2
(26),0.148`x 11/2
1,970�
�a" 2 940
3 32D
3'580
•3 905
1,695
2,530
2,855 '
3,080 ;
3,360�
FL, LA
HTU210 (Max-)
r' 9'/4
=(2)'2x6'
(20)10.162 X3'h
(32) 0.148 x 1?/z;,
2 760°;
2 940
` 3 720
,a 580
3;905`
2,375
2,530 ,
2,855
,3�1$0 ;
3,360<
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is'h°.
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)
Min.Dimensions
{m.)
Fasteners (m)
[)F/SP Allowable Loads
SPF/HF Allowable Loads
Model ._...
No
He ght
;.W
H
g
Carryings
Member
.Earned '' :
Member ; `
Uplift
(160}
"rFloor Snow Roof,
(100) (115) (125)
Wlnd
(160) `,
Uplift
(160) ,';(100)
_'Floor
'Snow
(115)
Roof
Wmd
Code
Single 2x Sizes
HTU26
3'/s''
.�i�/a
5'I+e
3Yz"(20)0.162x3'h
(11)0.148;x1-1/2.
.6.15
.2,n9
23a5
23 C�
2,v95
545
1510
1,51(1
i,516
1,5'0i
HTU26•(Min),,,
378
16/8
57/e
31h :
(20) 0.162 x 3'/2
(14)`6.146, x 11Is
1175
2 940
3,100
3,100
3,100,
-1,010
' 1,955 `
�1.955
1,955
1,955
HTU26 (Max) ` '
•. 5'h
'15/a
5?le
3'h
(20) 0.162 x3'h
(20) 0148.x 1'h
1 215'
2 940
3.32tz
' o0U
� 63(
1,045'
.1,850
2;090
2,2i)u ,
2 ,285
IBC,
HTU28 (Min.)
37/s
15/s
7'/e
3'/2
(26) 0.162 x 3'/2
(14) 0.148 x 1'/z
1,110
3,770
3,770
3,770
3,770
955
2,825
2,825
2,825
2,825
FL,
HTU28 (Max.)
7'/4
15/a
7'/s
31h
(26) 0.162 x 3'/2
(26) 0.148 x 1'/2
1,920
3,820
4,315
4,655
5,015
1,695
2,865
3;235
3,490
3,765
LA
HTU210 (Min)-�;
:, 37/e
�1 s/a
9�6
: 3'h "
(32) 0,162 z.3'/2
(14) 0.148 x l'A.
)`,250
`3 600
"'3;600
�1600 ,
.
�3,600,075
"1
2,760
2,700
.2,Z00
2;700 i.
HTU210 (Max.)
9'/a
15/e
9Ye.,'
.3'h
(32) 0.162 x 3'!z
(32) 0.148 x i'h'
3 255.
- 4 705
5;02D
5020
5020
: 2,800
3,530
I .3;765
3,765'1
3,765:
Double 2x Sizes
HTU26 2 (Min,) ;'
37/e.,
3�s
"5?/a;;
• 3'h
(20) 0.162 x 3'h
(14) 0148 x3
1t515,
2 940
, z 0
3 500
3;500'
` W;
2,205
2 205
2,205
2,205
HTU26 2 (Max),'
5'Iz".
. 3s "
57/s °
3'h
(20) 0.1621 31h,
,(20) 0148 x 3,. y
1910 .
2 940
f3;f0 ,
3 500
3,500
1,645
''2;205
2 205 :
1205
, 2;205
HTU28-2-(Min.)
37/s
35/6
7''A6
31h
(26) 0.162 x 3'/2
(14) 0.148 x 3
1,490
3,820
3,980
3,980
3,980
1,280
2,865
2,985
2,985
2,985
IBC,
HTU28-2 (Max.)
7'/4
3'-5i6
7156
31h
(26) 0.162 x 31h
(26) 0.148 x 3
3,035
3,820
4,315
. 4,655
5,520
2,610
2,865
3,235
3,490
4:140
FL,
LA
HT11210 2 (Mi .))
3i/s -
3�c
1.9'/a =
.3'/z .
(32) 0162,x.3M,
(14)�0148 x 3 --
1,755
4 255
4,255
4 255
4 255
1 "510
.3190
,3190.
3,190
3190,
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between Ma" and W, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSUIPI 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 1 V 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
HU/HUC/HSUR/L i
Medium -Duty -Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU,hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/5" 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" Titen8 2 screws
(Model TTN2-25134H) for concrete and 'A" x 2Y4" Titen 2
screws (Model TTN2-252341-1) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or BNP 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 0/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/15"-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 Kfs are available. They include a
3/1e" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/15" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/8" is required as shown in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
of 11/2" is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
� IRKSI7
i
ly
All "m;..
SIMPSON
HU214
Figure 1 — HUG410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
Simpson• • ••• Construction Connectors`t •
HU/HUC/HSUR/L
p e e E
................................................ _.... _... _.._........... _................ ................ .._...._....._._.................. .................... _...... _.... _........ _.............. __......... ....................... ......................._...__.... ................................. _._... .......... _...................... ............... _....... .... _........... _............ _................
Medium -Duty Face -Mount Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
HU26
HU26X
(4)1/4 x 23/4
(4)1/4 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
HU28 'r
HU28X
{6)'/d x 23/a
(6)11d X 13/4
{4) 0148 zi11h
=. �45
1500
760
2 400
HU24-2
HUC24-2
(4)1/a x 23/4
(4)1/4 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
HU26 2 (M�n) , ,
HUC26=2{8)1/a
X 23fa "m
{8) Ufa x1 s/a
{4) 0148"x 3
" 760
2 000
760
3 200
�
HU26 2 Max
( , . ? , A
HUC26;2 '�
, ri q..
{12 %4x2 a
' a
(12) /a i ,/a
.��X
< " (6) 014$ 3
„ 1135
3 000=
1,35
3,950
HU26-3 (Min.)
HUC26-3 (Min.)
(8)1/4 x 23/4
(8)1/4 x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)1/4 x 23/4
(12)1/a x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU210 I HU21OX 1 (8)'A x 23/4 1 (8)1/4 x 1 3/4 1 (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 23/4
(14)1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18)114 x 23/4
(18)1/a x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212
HU212X
(10) Ja x 23la, " "
{10)'J4 X 13/a
(6) 0148''X 1 yh1735
2,500
1135
2,665
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/4 x 23/4
(16)1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22)1/4 x 23/4
(22)1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU214 HU214X (12)1/4 x 23/4 1 (12)1/4 x 13/4 1 (6) 0.148 x 11h 1 1,135 2,665 1 1,135 1 2,665 1
HU214-3 (Min.)
HUC214-3 (Min.)
(18)114 x 23/4
(18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)114 x 23/4
(24)114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216
HU21'6X
(1$f'14x23/a" :'
{18)'/axl3la
{8)014$x11h
1,515 "
2920-a
1;515
"2920
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/4 x 23/4
(20)1/4 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26)1/4 x 23/4
(26)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU2163(Min.) ;',
HUC2163(Mmj"'
(20)'?1ax23/a
{20}�/aX13la
{$)0148x3
;;1515m �'`z
4920`
mow„ 7;51�a
4,920"&
HU216" 3 (Max.)
HUC216 3 (Max }" _;
(26),1 x 2314 `,-"
(26} 1/4 X 13/4
(12) 0148 x 3
s ;,,2 Oi5
5 085 �
2 Q15
5 085
HU7 (Min.)
(Not available)
(12) 1/4 x 23/4
(12)1/4 x 13/4
(4) 0.148 x 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16) 1/4 x 23/4
(16)1/4 x 13/4
(8) 0.148 x 11/2
1,085
3,485
1,085
3,485
HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 1 3/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230
HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 1 3/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735
0
z
ii
2
0
w
F7
0
z
0
cc
U)
z
0
W
Cn
N
m
N
U
U
38
STAGGER JOINTS - TYP.
RAISED HEEL ROOF TRUSSES
ROOF SHEATHING- SEE PLAN
RAISED HEEL ROOF TRU65E5
B/SKI
SEE PLAN
-SEE PLAN
SOFFIT/FASCIA- SEE ARCH.
=-
z
W Q
W
N
O
N
RIBBON BOARD-
< < 3
BEE SCHEDULE
f� U z LL
z
FOR SPACING t
O w 32 0
w
w a
RIBBON BOARD- SEE
FASTENING TO Cf
w
H
U: > >
< <
N
SCHEDULE FOR SPACING !
TRUSSES
w - o
FASTENING TO TRUSSES
WALL SHEATHING -BEE PLAN
=
ZOmf
a Z
MIN. 15/32' GDX PLYWOOD OR
3
l/16' 055 WITH 8d GUN NAILS
Q
U
UPLIFT/SHEAR ANCHOR
MASONRY WALL-
(0,131' X 2 1/2') 9 6' O.C. TO
UPLIFT/SHEAR GYP. CEILING -
TRUSS -SEE
B/SKI
SEE PLAN
RIBBON BOARDS
ANCHOR EACH BEE PLAN d
SCHEDULE
PLAN
i
DO NOT FASTEN RIBBON BOARD
TRUSS- SEE PLAN
NOTE: ADD'L FRAMING NOT
INTO ENE) GRAIN OF ROOF TRUSS
MA50NRY WALL -
SHOWN FOR CLARITY
BOTTOM CHORD
SEE PLAN
o _�
v �REVISION:
RAISED HEEL TRUSS BEARING
A
RAISED HEEL TRUSS BEARING g
-
SCALES NTS
SKI !'
SCALES NTS SKI
vEPvou
no.lm } I I.oe.la
RIBBON 5CHEDULE:•
DESIGN CRITERIA
RIBB�N MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
vul1=165 MPH
(vasd=128 MPH)
(2) 12d GUN (0.131' X 31)
EXP. B,
2X4 SPM
24'
TO EACH TRUSS, (4)
ENCLOSED
NAILS AT JOINTS
vult=180 MPH
(2) 12d GUN (0.131' X v)
(Vasd=139 MPH)
2X4 SPM
16'
TO EACH TRUS5, (4)
W y 1A
EXP. G,
ENCLOSED
NAILS AT JOINTS
1
12 $
u >
'
❑ ❑
SHEETIME:
.
IBBBON OEfM FOP
PNSFO REEL POOF RNSdF9
SHEET INFORMATION:
108 NO. ]dllld
OMEIaaUEO: IIA61d
fMAWNO}:
-BY. M
SK.I
r
A%:FTWCOIAAANY"
January. lg,, 2020
-,,on raCtoirs 0 , ,rn eri ca, I ntc*� .,C.ar,p.e,n e'r, C * * Lt , - &A
34&AVen46 G-1; NW
WiriterfiAven; FL 33`880;6201
Dear Matt:
lCh has come my attention.1hatspMe questions were raised concerningeter, am
holes:, lied (Wide face] ,qf'sys4-Zga leend TrussestcFalowf6r
threaded rods used fdr-,",,ti:&.dbWhg'" Ifthese"; gabl.e-,ends-areovercontinuous support
th lifil" drilled
ni � nel,, o es�-arel ril e about ;nth on.c.f400;tu_fly,' �s. t6, '.a d
fate no:elase "hafi4";td,
rna Q.C,..,w.l ''Ola aging tb nnecltbr'p. ates:br, verticdtwe� the
n
no, pptruss (j .:dfid'hd additionalT qiril$ required vf fi6bf lbads
If you have arty -qU&§tidns',�j- I " ' "' ' give m e-.a,.cdll; p ease
6760Forum Drive, 305; (**, FL328211- 6 ):422-8 685
WWWalpineUixpm:
TN3 documa Ms been eiectranlcahy sign
and seated using a Gib SgnaVs. Minted
cosies vAthoU sus original signabxo rAbe
wrifled usiigthe vriOWetectrormversiorl.
H. rjl�
COA40278
03/10/2021.
sCt. 70
STAT 6
Vj _ c l
ALPINE
AN ITW C04MPANY
Alpine,; an ITW Company
6750 Forum Drive; Suite 305
Orlando, FL 32821
Phone:(800)755-6001
www.alpineitw.com
trite loforinatits���
Fie a "[:
Custoinec Carpenter Contractors of America
Job Number. N334501
jJob Dr°sr~rrptton• 7A5/320,182FC,E ,02H ,R101 / 1828/CALI/4EBB ELEV C,E
Address
Job En ineerin Criteria_
Design Code: FBC 7th Ed. 2020 Res IntelliVIEW Version: 20.02.00A
JRef#: 1XX89750075
Wind Standard: ASCE 7-16 Wind Speed (mph): 160 Design. Loading (pst); 37.00
9uildin T e: Closed
This package contains general notes pages, 33 truss drawing(s) and 4 detail(s).
Iterii` >
t3rawling Nurrstser
i toss
1
069,21.1302.22266
Al
3
069.21.1302.22015
A2
5
069.21.1302.22267
A4
7
069.21.1302.21406
_
A6
9
069.21.1302.22327
A8
11
06921,1302.21436
A10
13
069.21.1302.22124
All
15
069.21.1302.23499
A14G
17
069.2`1.1302.21516
A16
19
069.21.1302.22625
C1GE
21
069.21.130223047
D2
23
069.21.1302.23000
V8
25
069.21.1302.21766
EJ7
27
069.21.1302,22311
EJ3
29
069.21.1302.21609
CJ3
31
069.21.1302.22677
CMA
33
069:21.1302.22843
HJ3
35
GBLLETIN0118
37
VALTN160118
item".'
.i7ravuing Number ,
-truss P
2,
069.21.1302.22812
AM
4
069.21.1302.21421
A3
6
069.21.1302.21515
A5
8
069.21.1302.21827
A7
10
069.21.1302.22218
A9
12
069.21.1302.21875
Al •
14
069.21,1302.21781
A13
16
069.21.1302.22421
A15
18
069.21.1302.23311
B1 GE
20
069.21.1302.23155
D1
22
069.21.1302.22468
D3G
24
069.21.1302.22405
V4
26
069.21.1302.23405
ERA
28
069.21.130211983
CJ5
30
069.21.1302.22407
CJ 1
32
069.21.1302 21890
HJ7
34
A16015ENC160118
36
VAL180160118
0
Florida Certificate of Product Approval #FL1999
Printed 3/10/2021 1:54:46 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.or4.
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.ora.
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: 249671 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T10 /
FROM: RWM Qty: 11 7A51320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DnwNo: 069.21.1302.22266
Truss Label: Al SSB / YK 03/10/2021
6'1 "7
6'1 "7
12'1 T5 19'10" + 26'8"1
6'10"8 6'10"1 6101
1' 1 10'
h' � 10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
5X5
E
39'8"
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA.
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
91101,
29'8"
33'6"9 39'8"
6' 108 617
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.222 K 999 360
VERT(CL): 0.385 K 999 240
HORZ(LL): 0.081 J - -
HORZ(TL): 0.140 J - -
Creep Factor: 2.0
Max TC CSI: 0.617
Max BC CSI: 0.882
Max Web CSI: 0.457
VIEW Ver: 20.02.00A.1020.20
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2ff%min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
�til
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.3
Wind
Wind loads based on MWFRS with additional C&C
member design.
e
Wind loading based on both gable and hip roof types.
i
F
L4 0 M ! �✓
yyb
'TION AL
03/10/2021
V
m
b
10, 1'
3 EI"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1711 /- /- 1961 /309 /444
H 1711 /- /- /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1490 - 3155 E - F 1130 - 2029
C - D 1366 - 2875 F - G 1366 - 2875
D - E 1130 - 2029 G - H 1490 - 3155
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2759 -1207 K - J 2278 - 858
L - K 2278 - 879 J- H 2759 -1186
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 541 -134 K - F 530 - 745
D - K 530 - 745 F - J 541 -134
E - K 1362 -605
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id 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. off truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccL Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANrtwco vANr
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enaiinegring responsibility solelyor the design shown. The suitabilify and use of this Suite Fos
drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249704 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T25 /
FROM: ALS Qty: 1 , A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22812
Truss Label: A1A SSB / WHK 03/10/2021
7'11"2 19'10" 23'8"
7'112 T 4'0"14 5'1"12 2'8"4 3'10"
=6X6
F
1' 8'111 3, 2'1'1 3'
+-
F 8'"1 14'iT
Loading Criteria (pst)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE. HS
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.
+ Bottom Chord section between vertcials may
be removed.
39'8"
31'8"14 39,8"
8'0"14 T11"2
Z6'8" I 8'0"11
23'8" 31'8"11
Defi/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.386 0 999 360
VERT(CL): 0.669 0 706 240
HORZ(LL): 0.168 K - -
HORZ(TL): 0.314 K
Creep Factor: 2.0
Max TC CSI: 0.791
Max BC CSI: 0.896
Max Web CSI: 0.765
03/10/2021
Ve r: 20.02.0 OA.1020.20
so
b
♦ 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) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the nNnwconanar
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engsneering responsibilitt�// 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.or_q Orlando FL, 32821
SEQN: 249705 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750D75 T9 /
FROM: RWM pry: 1 , A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22015
Truss Label: A2 SSB / WHK 03/10/2021
6'1 "7
6'1"7
P
0
m
12'6"15 19' 20'�" 27'1"1
65"8 1 8 65"1
.*5X5=5X5
E F
39'8"
10'
10' 19,10"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des .00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #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
9'101,
29'8"
33'6"9 39'8"
6'6"8 6'1 7
10, 1'
39'8"�
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.172 L 999 360
Loc R+ / R- / Rh / RW / U / RL
VERT(CL): 0.321 L 999 240
B 1556 /- /- /963 /310 /427
HORZ(LL): 0.066 K - -
1 1556 A /- /963 /310 /-
HORZ(TL): 0.123 K
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Max TC CSI: 0.480
1 Brg Width = 8.0 Min Req = 1.8
Max BC CSI: 0.747
Bearings B & I are a rigid surface.
Max Web CSI: 0.625
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.
VIEW Ver: 20.02.00A.1020.20
B - C 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - 1 1542 - 2800
E - F 1159 -1559
COAc"rYsta�i38mf 1���j`j
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
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THI
S DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricatingg, 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 propgr attached structural sheathing and bottom chord shall have a properly
attachetl rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face. 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 Building Components Group Inc. shall not.be responsible for any deviation from this drawing, any. failure to build the
truss in conformance with -ANSI PI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover page
listing this drawing indicates acceptance of professional engineering responsibilit� solelyor the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPl 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.or ; AWC: awc.org_
ALPINE
AN —COMPANY
__6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 2497061 HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T22 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALIMEBB ELEV.C,E DrwNo: 069.21.1302.21421
Truss Label: A3 SSB / WHK 03/10/2021
M
6'17 12'0"15 18'0"1 21'7"15 27'7"1 33'6"9 39'8"
6'17 5'11"9 5'112 3'7"14 5'112 5'11"9 6'17
;5X5 �5X5
E F
39'8"
1' 10' 9110..
10 + 19,10"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
Des Ld: 37.00
EXP: C Kzt: NA
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 It
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
\A/AWF= -
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.
• Truss,
Comp
bracir
attach
as apt
drawir
AlpinE
truss-i
listing
drawn
For mi
9'10"
29'8"
10' 1'
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.171 L 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /965 /312 /407
VERT(CL): 0.319 L 999 240
HORZ(LL): 0.066 K - -
1 1556 /- /- /965 /312 /-
HORZ(TL): 0.124 K
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Max TC CSI: 0.408
1 Brg Width = 8.0 Min Req = 1.8
Max BC CSI: 0.748
Bearings B & I are a rigid surface.
Max Web CSI: 0.485
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.
VIEW Ver: 20.02.00A.1020.20
B - C - 1608 - 2796 F - G 1252 -1794
C - D 1497 - 2523 G - H 1498 - 2523
D - E 1252 -1794 H - 1 1609 - 2796
E - F 1245 -1635
7°0%..
COA
t}.7►,1CI i
O C
p
a
0 �
a
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r RS"1 4
03/10/2021
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2439 -1329 L - K 2064 -1027
M - L 2064 -1048 K - 1 2439 -1308
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
M - D
495 -106
L - F
523 - 300
D - L
497 - 674
L - G
497 - 674
E - L
523 - 300
G - K
495 -106
—WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
'"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
3 require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI an SBCA) for safety practices nor to performing these functions. Installers shall provide temporary.
EliElieUnless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
c1 rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
e. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildin,$cLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa e
his drawing indicates acceptance of professional encmneering responsibility solely -for the design shown. -The suitability -and use of This
I for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2.
e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslry:com• ICC: iccsafe.org; AWC: awc.or
ALPINEANR COMPANY
6760 Forum Drive
Suite 305
Orlando FL, 32821
Truss(
Comp
bracin
attach
as apf
drawir
Alpine
truss i
listing
drawir
Form(
SEQN:249707/ HIPS Ply: 1 Job Number: N334501 Cust:R8975 JRef:1X3L89750075 T8 /
FROM: RWM City: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22267
Truss Label: A4 SSB / WHK 03/10/2021
7'10"14 17' 22'8" 31'9"2 39'8"
7'1014 9' 1'T 5'8" 9' 1 "2 T10"14
0
co
;5X5 =_U5
D E
9.10"
19,10"
39'8"
9'101,
29'8"
10, 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 Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.149 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 1552 /- /- /965 /318 /386
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.279 J 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.060 1 - -
G 1552 /- /- /965 1318 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.112 1
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: 0.760
G Br Width = 8.0 Min Re
9 q = 1.8
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014 --
Max BC CSI: 0.755
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: 0.989
Members not listed have forces less than 375#
Loc. from endwall: not in 9.o0 ft
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.0OA.1020.20
Wind Duration: 1.60
WAVE
o n
LUmDer
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind %
Wind loads based on MWFRS with additional C&C �' a o°r°*aa�$°O•.a +s"'
member design..` °se a J ►i,` x® +4 'r
Wind loading based on both gable and hip roof types. mom'Qh7;� `s I;,
o.7Q8 i
s
a
r s
a °
m
°
T 0
r
V
COAd � N
f "10" 8�M1iNi
03/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
> require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary.
per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
0 rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
i-abgie. AppTy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
conformance with ANSI PI 1, -or for handling, shipping,, installation and bracingq of trusses. A seal on this draw in or cover page
vs drawing indicates acceptance of professional en sneering responsibilittyy solely for the design shown. The suitability and use of this
1 for any sgr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec 2.
e information see these web sites: Alpine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: [CC, iccsafe.ora: AWC• awc_om
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 - I
770 - 435
K - D 770 -435
1 - F
498 -448
ALPINE
A"a 10 PAN
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249708 / HIPS
Ply: 1
Job Number: N334501
Cust: R 8975 JRef:1X3L89750075 T24 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.21515
Truss Label: A5
SSB / WHK 03/10/2021
6'1 "7 16'0"1 23'7" 15 33'6"9 39'8"
6'1 "7 9' 10"10 7'7"14
6X6 z� 6X6
D E
T2
12 T4
6
' @5X5
m 5CX5 F m
W
W1
B G
A H
�
4X6(A2) __ 5X5 =5X5 = 5X5=4X6(A2)
39'8"
10' 9'10" 9'10" 10,
+ +
10' 19,10" 29'8" 39'8"
Loading Criteria (psp 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): 0.156 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 B 1556 !- /- /964 /713 /366
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 /- /- /964 1713 /-
EXP: C Kzt: NA
Des Ld. 37.00 HORZ(TL): 0.119 I 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 = 1.8
G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 g q =
P
Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.745 Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.485 Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): I Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1841 -2852 E - F 1665 -2513
C - D 1665 - 2513 F - G 1841 - 2852
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1456 -1829
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - K 2505 -1555 J - I 1780 - 984
member design. K - J 1780 -1005 I - G 2505 -1535
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C-K 511 -469 E-I 617 -249
K-D 617 -248 I-F 512 -469
};litt0tllilylttla
>'
o.7.0 V
8
w ® 0 Y
0
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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety
Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for -permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
Apply Refer
as applicabgle. plates to each face. f truss and position as shown above and on the Joint9Details, unless noted otherwise. to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANR COWAW
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracingtrusses. A seal on this drawin or cover
of page 6750 Forum Drive
listing this drawing indicates. acceptance of professional en ineenng responsibilit�yy solely or the design shown..The su!tabiliffy and use of this Suite Fos
drawing for any sgructure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249709 / HIPS
Ply: 1
Job Number: N334501
R 8975 JRet:1XSL89750075 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
rD,,slo: 069.21.1302.21406
Truss Label: A6
/ WHK 03/10/2021
7'10"14 15' 24'8" 31'9"2
39'8"
7'10"14 7' 1 "2 9'8" 7' 1 "2
7'10"14
6X6 = 6X6
D T3 E
12
6 ,,5X5
----5F5
o C
N
W m
W1
B
A
G
H
4X6(A2) =5X5 =-5X5 =5X5 =4X6(A2)
� - 39'8"
1' _ 10' 91101 9'10"
10, 1'
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 Icc Udell U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240
B 1552 A /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - -
G 1552 /- /- /962 /328 /-
Des Ld: 37.00 EXP: C Kzt: NA
0.115 1
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 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)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 1807 - 2729 E - F 1827 - 2537
C - D 1826 - 2538 F - G 1807 - 2729D
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE;
- E 1539 -1910
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - K 2363 -1483 J - 1 1847 -1110
member design.
K - J 1847 -1131 I - G 2363 -1462
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 394 - 358 E - I 628 - 300
K - D 628 - 300 1 - F 394 - 358
�t;tiltt9tflltltlt Ir
ri rr
r
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s
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r P �ww
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1`�l
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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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless otherwise, top have
per noted chord shall properattached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracln installed per BCSI sections B3, B7 or 1310, _
as Apply to face truss
applicable. plates each of and position as shown above and on the Join Details, unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.ALPINE
Refer to
Alpine, a division of ITW Buildiy/$cL Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure
truss in conformance with ANSI 1, or for handling, shipping,, Installation. bracln trusses. A this drawln
to build the ANNW COMVANY
and of seal on 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 the Building -Designer ANSI/TPI 1 Sec.2. Suite 305
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: 249710 / HIPS
Ply: 1
Job Number: N334501
Cust: R 8975 JRef:1X3L89750075 T23 /
FROM: RWM
pry: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.21827
Truss Label: A7
SSB / WHK 03/10/2021
6'1"7 14'0"1 19'10" 25'7"15 33'6"9 39'8"
6'1"7 T10"10 5'9"15 5'9"15 7'10"10 6'1"7
.5X5 1112X4 =5X5
D E F
T2
12 6 T4
� W
5 X 5
'v 'C5 G
W3r`
B H
A
a I8,8„
4X6(A2) =5X5 =5X8 =5X5 =4X6(A2)
39'a"
10' 91101, 9'10" 10,
+1'�
+
10' 19'10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 B 1556 /- /- /958 /715 /325
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /958 /715 /-
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 B Brg Width = 8.0 Min Req = 1.8
TCDL: 5.0 psf H Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.748 Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.Members
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.434
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): I Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1975 - 2822 E - F 1780 - 2112
C-D 1821 -2515 F-G 1821 -2515
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1; D - E 1780 - 2112 G - H 1975 - 2822
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - L 2470 -1666 K - J 1912 -1210
member design. L - K 1912 -1231 J - H 2470 -1645
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 439 - 395 F - J 556 -182
L - D 556 -182 J - G 439 - 395
ri E - K 440 -281
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4NN:r."Ove111
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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 r
Information, by TPI an c7 SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have attached structural sheathing and bottom have
proper)Y chord shall a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or 1310, _
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the mmcoMpA
truss in ANSI/ PI 1, for handling,
conformance with or shipping,, installation and bracing. of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing thisdrawing -indicates-acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
drawing for any sturucture is the responsibility of the Buildings esigner per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249711 / HIPS
Ply: 1
Job Number: N334501
8975 JRef:1X3L89750075 T6 /
FROM: RWM
City: 1
7A51320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EB8 ELEV.C,E
rD,.N: 069.21.1302.22327
Truss Label: A8
WHK 03/10/2021
6' '4 13' 19,10" 26'8"
32'10"12 39'8"
6'9"4 6'2"12 6'10" 6'10"
6'2"12 6'9"4
e 5X5 III2X4 z 5X5
D E F
T
12
6 �4
C
G2X42X
r�
o
G
io W3
ZW
1 B
H
t0'8"
-41 q
I
4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
39'8"
1' _ 10' 9'10" 9.10"
10, 1'
10' T 19110" 29'8"
'i' 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): 0.191 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240
B 1556 /- /- /953 /716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 /- /- /953 /716 /-
EXP: C Kzt: NA
Des Ld: HORZ(TL): 0.121 J
Wind reactions based on MWFRS
_37.00 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 = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543
H Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.754
MWFRS Parallel Dist: h/2 to h
Bearings B & H are i rigid sat plat
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687
Members not listed have forces less than
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): I
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 - 2014 -2780
Sot 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
��usnrtn+itr►ao,,��3i
D - K 425 -401 J - G 381 - 339
E - K 585 - 391
Ai ° •Ne
Q� f
0 Q
4 w
w
YQ
,�qy p
46
S "'VVV
;WNALg ` A7
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, handlin shipping, installing and bracing.. Refer -to and follow the latest edition
Component
of BCSI (Building _
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 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 Joint9Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc: shall not. be responsible for any deviation from this drawing, any failure to build the AN—COWAW
tr in ANSI/TPI PI for
ss conformance with 1, or handling, shipping,. Installation and bracin4 of trusses. A seal on this drawn or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional enpineering responsibility solely -for the design shown. The suitabill y and use of this Suite 305
drawing for is the the Building ANSUTPI 1 Sec.2.
any structure responsibility of Designer per
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: 249712 / HIPS
Ply: 1
Job Number., N334501
Cust: R 8975 JRef:1X3L89750075 T21 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.22218
Truss Label: A9
SSB / WHK 03/10/2021
6'3"4 12'0"1 19'10" 27'7"15
33'4"12 39'8"
4 58"12 T9"15 7'9"15
5'8"12 6'3"5
5X5 1112X4 = 5X5
D E F
12
6 �2C W
C
�2X4
'v
G
W3
m
m
B
A
H
In
1 �8 8"
=4X6(A2) -5X5 =5X8 =5X5 =4X6(A2)
� 39'8"
10' 9110.. 9'10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA_ CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360
Loc R+ / R- / Rh / Rw / U / RL _
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240
B 1556 /- /- /947 /717 /284
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.066 J - -
H 1556 /- /- /947 /717 /-
Des Ld: 37.00 EXP: C Kzt: NA
HORZ(TL): 0.124 J
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 = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748
H Br Width = 8.0 Min Re
9 q = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.753
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.Members
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.999
not listed have forces less than 375#
Loc. from endwall: not in 9.o0 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2102 -2791 E - F 2189 -2492
Top chord: 2x4 SP #2 N;
C - D 1987 - 2524 F - G 1987 - 2524
Bot chord: 2x4 SP #1;
D - E 2189 -2492 G - H 2103 -2791
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chards Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2434 -1769 K - J 2065 -1444
member design.
L - K 2065 -1465 J - H 2434 -1748
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 498 -118 K - F 539 - 531
D - K 539 - 531 F - J 498 -118
lldppff�
E - K 685 -462
_�yay411i13ttit3d11r®J�
�'
["; a r
®o
®
°
a
°
.� *o AT 0 w
COA��t
t�aai�09191iiG1�
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 to
safety practices prior 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
attachetl ri4id.ceilinQ Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
A LPI N E
Alpine, a division of ITW Buildin$Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANI CCWAW
truss in with ANSI 1, for
conformance or handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitabili y and use of this
drawing for any sffucture is the responsibility of the Building -Designer per ANSUTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249713 / HIPS
Ply: 1
N334501
Cust: R 8975 JRef:1XK8975o075 T5 /
FROM: RWM
Qty: 1
rJobNumbier:
82EC,E,02H,RI01 ! 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.21436
�SSB
l: A10
/ WHK 03/10/2021
5'9"4 11' 19' 28'8"
33'10"12
594 6712 8' 918"
5'212 5'9"4
5X5 = 5X5 = 5X5
D E T3 F
T 12
6 • 2X4 W
2X4
o C (a) (a)
C' n
r W3
h
cIo
B
q
H
1
4X6(A2) =5X5 -5X8 =5X5=4X6(A2)
39'8"
10' 9.10" 9'10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L!#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240
B 1556 /- /- /940 /718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - -
H 1556 /- /- /940 /718 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.127 J
Wind reactions based on MWFRS
Mean Height: 15.00 It
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.934
H Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 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
member. Attach with 0.128x3" gun nails @ 6" oc.
E - K 789 - 534
Nll,�HpplJAlryp 1rFrfElr
Wind � ` H
�1s I'll
Wind loads based on MWFRS with additional C&C , gso0m•4.aa 7
member design.,�a®®°,���
Wind loading based on both gable and hip roof types.,
+�
® ®
s e
a e
a
a c
o m
o n
COA b a�VAL
a�iac1869itatt�'
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 r
TPI and'SBCA) safety practices prior to performing these functions. Installers shall provide
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall
attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections
temporary
have a properly
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
Alpine, a division of ITW BuildinlgComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure
truss in ANSI 1, for handling,
to build the ANMCOWAW
conformance with or shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encLmeering responsibili(�vv solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility the Building -Designer ANSI/TPI 1 Sec.2. Suite 305
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
SEON: 249714 / HIPS
Ply: 1
Job Number: N334501
tR 8975 JRef:1X3L89750075 T4 /
FROM: RWM
Ory: 1
7A5m20 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
[D,,s,,N:o:069.21.1302.21875
Truss Label: Al2
/ WHK 03110/2021
L 9' 1T 22'8" 30'8"
39'8"
9' 5 l" 8'
T 9' i
�6C6 _5XD5 =4E4
=6F6
T2 T3
T 12
6
o (a) W (a)
t2
I� W5
B
M
G I�
A
H
1�
1�6'8"
4X6(A2) = 6X6 = 6X6 =
6X6 = 4X6(A2)
39'8"
10' 9'10" 9110..
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in Ioc L/defl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240
B 1556 /- /- /921 1720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - -
G 1556 /- /- /921 /720 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.150 1
Wind reactions based on MWFRS
Mean Height: 15.00 ft BuildingB
NCBCLL: 10.00 TCDL: 4.2 psf Code: Creep Factor: 2.0
Br Width = 8.0 Min Re
9 q = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939
G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.834
MWFRS Parallel Dist: h/2 to h
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
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 I - G 2329 -1835
naiis(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 I - F 718 -430
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.�j18i�titPiH}f11®1o1,yf
Windy.QQ�� R
's�e�•me®eo'ri
Wind loads based on MWFRS with additional C&C �Y
member design. ®+° `
• �,°•.
Wind loading based both hip types.; ° �r� i' �•'�" "N
on gable and roof
4
0. 7108 1
® t
ffi �
�Q mpg
tttt�4
4P1B1iB�iD§L/�
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 saty 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
Locations
attached rigid ceiling shown for permanent lateral 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,
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
A LPI N E
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANf COMPANY
truss in ANSIfI PI 1, for handling, installatlon bracingof
conformance with or shipping,. and trusses; A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this
-Designer Suite 305
drawing for any structure is the responsibility of the Building per ANSIfTPI 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: 249715 / SPEC Ply: 1
FROM: RWM Qty: 1
5'7"4
5'7"4
En
Im
Job Number: N334501
,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
Truss Label: Al
10'8" 11V'15 16'0"1
5'0"12 7' 15 4'8"2
237'15
77' 14
Cust: R8975 JRef:1X31_89750075 T2 /
D rwNo: 069.21.1302.22124
SSB / WHK 03/10/2021
297' 15 39'8"
6' 10'0"1
5X5
5X5 =4X4 =5X5 =5X5
D F F C H
39'8"
10' i 9'10" 10,
10' 19,10" 29'8" 39'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.229 L 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.427 L 999 240
B 1556 /- /- /932 /716 /257
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.076 K - -
1 1556 A /- /930 /718 A
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.142 K
Wind reactions based on MWFRS
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Building Cade:
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: 0.820
1 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: 0.802
Bearings B & I are i rigid surface.
Bearings B & I require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.811
Members not listed have forces less than 375#
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE 18SS
VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2225 -2806 F - G 2509 -2878
C - D 2062 - 2521 G - H 2O44 - 2305
Top chord: 2x4 SP #2
N; T5 2x4 SP 2400f-2.OE;
D - E 1917 -2214 H -1 2093 -2649
Bot chord: 2x4 SP 91;
E - F 1976 -2258
Webs: 2x4 SP #3;
Wind
Maximum Bot Chord Forces Per Ply (Ibs)
Wind loads based on MWFRS with additional C&C
Chords Tens.Comp. Chords Tens. Comp.
member design.
B - M 2452 -1880 L - K 2805 - 2204
Wind loading based on both gable and hip roof types.
M - L 2814 -2230 K - 1 2266 -1674
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 1699 -1345 G - K 774 - 669
M - E 760 - 872 K - H 693 - 431
�q�8tttusituptrltrfif
M - F 856 -742
Truss
Comp
bracir
attach
as apl
drawii
Alpinq
truss
listing
drawn
For m�
\ !!
\_ �,,1r o'aaa:A®sitltl � /,ice
� i0�hy +gam'{fey yqq sps
�•A . Y WV ♦Y
O
• v
m
• e
aK ®0
(3/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
lent Safety Information, by TPI and'SBCA) for safety practices nor to performing these functions. Installers shall provide temporary.
�er BCSI. Unless noted otherwise, top chord shall have properPY attached structural sheathing and bottom chord shall have a properly
ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
c r e. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to ALPINE
s 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANMCOWAW
conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
its drawing indicates -acceptance of professional erigneenng responsibili(� solely -for the design shown. The suitability and use of This Suite Fos
for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
information see -these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249716 / COMN
Ply: 1
Job Number: N334501
Cust: R 8975 JR&AX31-89750075 T20 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo:
069.21.1302.21781
Truss Label: A13
SSB /
WHK 03/1012021
574 108 _- 13'3"1�5 217'15 317'15
39'8"
5'7"4 5'0"12 r 2,7„1 8,4„ i 10,
r 8'0„1
"1
5X5
D
T 12 =5E5 T3 =HOF10 T4
6 �2X4
=6G
G
C
-umi (a) W
B
v
H v
3X6(A1) B1 =_3X8 =5X5 N =4X6
=5X5
=3X6(A1)
20'8" 5'8"
13'4„
1018" 5'4" 7-10" 7'10"
8'
10823'10" 3'R
'" 16'
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions
(Ibs), or*=PLF
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity
Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.043 M 999 360
Loc R+ ! R- / Rh
/ Rw / U / RL
BCLL: 0.00 -- Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.080 M 999 240
B 840 /- /-
/551 /397 /257
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 J - -
N* 315 /- /-
/159 /140 P
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.028 J - -
H585 /- /-
/436 /242 /-
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Cade: Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.957
B Brg Width = 8.0
Min Req = 1.5
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.647
N Brg Width = 8.0
H Brg Width = .0
Min Req = -
Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.546
Bearings B, N, & H are
rigid surface.
Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0)
Bearings B, N, & H require
a seat plate.
GCpi: 0.18 Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.o0A.1020.20
Maximum Top Chord Forces
Per Ply (Ibs)
Lumber
Chords Tens.Comp.
Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T3 2x4 SP #1;
B - C 959 -1265
E - F 645 -628
T4 2x4 SP 2400f-2.OE;
Sot chord: 2x4 SP #2 N; B1 2x4 SP #1;
C - D 755 -932
F - G 648 -471
Webs: 2x4 SP #3; W7 2x4 SP #2 N;
D - E 808 -911
G - H 324 611
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to
Chords Tens.Comp.
Chords Tens. Comp.
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
B - M 1088 -733
924
K - J 924 213
and attached at both ends to a suitable support by
M - L 931 -733
-213
J - H
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
Maximum Web Forces
Per Ply (Ibs)
restraint. substitute (1) scab for (1) CLR and (2) scabs
Webs Tens.Comp.
Webs Tens. Comp.
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web � �tct+ttOtttefttrrrrrFrrP
396
C - M 396 -367
L - F 903 565
member. Attach with 0.128x3"gun nails @ 6" oc. ,�
-367
D - M
M - E 442 -299
F - K 1903 --565
1254
K - G 854 -1043
,rq1
Wind °p E"r°e®ea ° rjA rris
Wind loads based on MWFRS with additional C&C�+e`/
`+
E- L 449 -564
member design. `®°
ti va
Wind loading based on both gable and hip roof types. °
m
r
° aqp gp�oyp 0 ��y
Oil A @\• P
COA L
/e€ssa►sa�ita`t�
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 )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 BCSIsectionsB3,
as applicable. Apply Oates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise.
B7 or B10,
Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin$gComponents Group -Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
truss in ANSI/TPI 1, for handling,
AN NW COMPANY
conformance with or shipping,, Installation and bracin of trusses. A seal on this drawing or cover pa a
listing-this-drawinp indicates acceptance of professional en9ineenng responsibilitty� solelylor the design shown. The suitability and use of this
675o Forum Drive
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: 249734 / HIPS
Ply: 2
Job Number: N334501
Cust: R 8975 JRef:1X3L89750075 T12 /
FROM: JRH
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.23499
�SSB
Truss Label: A14G
/ WHK 03/10/2021
2 Complete Trusses Required
7' 17' 228" 1 32'8"
78"
7' 10, 5'8" 10,
7'
6 T2 -8X8 =8X8
12 —6CDT3 E T4
=6X6
F
6
T
p
T
N
io B
h
G v
1. T3 A
H
4X6(A1) =8X8 =-8X8 -8X8 =4X6(A1) 1
i_
� - 39'8"
10' 9'10" 9.10"
10 1
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 360
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 /-
Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 10.51 ft HORZ(TL): 0.121 1
Wind reactions based on MWFRS
NCBCLL: 0.00 Building Code: Creep Factor: 2.0
TCDL: psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676
5.0
G Br Width = 8.0 Min Re
9 q = 1.8
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.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Max Web CSI: 0.760
Members not listed have forces less than 375#
Loc: from endwadwall: NA FTlRT:2T:20(0)O)/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 SP SS;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Nailnote
Nail Schedule:0.128"x3" nails
B - K 2752 -1257 J - 1 4769 - 2187
Top Chord: 1 Row @12.00" o.c.
K - J 4768 - 2187 I - G 2753 -1258
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 - I 727 -1297
Loading
K-D 727-1298 1 - F 1287 -417
#1 hip supports 7-0-0 jacks with no webs. gttittttlltlitttrt��t$r
LJ
Wind � F1'
�?}
Wind loads and reactions based on MWFRS. {� ®ea'"°°ao°0°>,&��t�r*�
E S
Wind loading based on both gable and hip roof types.' o•�'��1�{
� ,ry�p�y
9 ■ a
s p V. (pg08
0 a
■
p 0
p ® w
p
yq� _w
�00 �m
.a V ®ov
pae»4■d®®�t1'1`VVy'4
COA tit �`%
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety
Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections
as applicable. Apply plates to each.face of truss and position as shown above and on the Joinf9Details, 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
Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANT COWA.
truss in ANSI/1 PI -1, for handling, installation
conformance with .or shipping,. and bracinnn of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional enqineering responsibilittyy solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:249717/ COMN Ply: 1 Job Number: N334501 Cust:R8975 JRef:1X3L89750075 T19I
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E Dnallo: 069.21.1302.22421
Truss Label: A15 SSB / WHK 03/10/2021
f
57'4
5'7"4
10'8" 15'3"15
5'0"12 I 47'15
=5X5
D
T 12
"_,�,2X4
ED
=3X6(A1) 0
5X8
21'
8'
167
=5X14
E
5X5
23'3"15
31'8"1 1 378"
8'
8'4"2 11'15
7'
=H0510
=5X10(SRH).
T
T3 F
T4 G
(a)
cq
M M I
J 1118,8„
=4X6
=4X4L =5X5
=3X6(A1)
�- 5'
13'8"
5' 5'
5'8"
8' 1 1'�
31'8"
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): 0.038 0 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 745 /- /- /497 /341 /276
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.072 0 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.017 K - -
M 1429 /- /- /726 /654 /-
Des Ld: 37.00
EXP: C Kzt: NA Mean Height: 15.00 ft
HORZ(TL): 0.031 K
L 629 P /- /238 /218 /-
NCBCLL: 10.00
TCDL: psf
Building Code:
Creep Factor: 2.0
1 534 /- /- /399 /245 P
Soffit: 0.00
5.0
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.701
Wind reactions based on MWFRS
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.635
B Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.703
M Brg Width = 8.0 Min Req = 2.0
Loc. from endwall: Any
FT/RT:20(0)/10(0)
L Brg Width = 8.0 Min Req = 1.5
1 Brg Width = 8.0 Min Req = 1.5
GCpi: 0.18
Plate Type(s):
Bearings B, M, L, & I are a rigid surface.
VIEW Ver: 20.02.00A.1020.20 I
Wind Duration: 1.60
WAVE HS
Bearings B, M, L, & I require a seat plate.
"unmeI
Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
IVlemuers not nsTea nave TOrces less tnan 3/b7f
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - C
1109 -1100
E - F
800
- 732
C - D
1003 - 901
G - H
766
- 618
D - E
835 - 674
H - 1
595
- 577
Maximum Bot Chord Forces Per
Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
B - O
936 - 827
M - L
464
- 410
O - N
570 - 442
L - K
530
- 367
N - M
598 - 426
K - 1
451
- 326
Maximum Web Forces Per Ply (Ibs)
NIP" "f°''A+,fy
Webs
Tens.Comp. Webs Tens. Comp.
Wind
Wind
ley a
" r 'rr��
C - O
502 -291 M - F 909 732
loads based on MWFRS with additional C&C
member design.®
9ffiao0®r4�r0R
k`°� ' . � °« i% .,
°.�, a� °®�
®
O - D
E - M
469 -387 L - G 947 -898
1635 -1574
Wind loading based on both gable and hip roof types. o °
r q 9 q
X : tJ. 08 1
9
� s
a
v �s f"i 1 0 •a ..
g
dig®°p P
�L7 ®�rrrrn.rir6�Ma��`�y+'f°rs
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Frusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
.omponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
tracing. er BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
tttached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3; B7 or B10,
is applicab-le. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
irawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
kIpine, a division of ITW Buildin$Components Group Inc. shall not, be responsible for any deviation from this drawipg, any, failure to build the
russ in conformance with ANSI 1, or for handling, shipping,, installs ion and bracingof trusses. A seal on this drawn& or cover pa e
isting this drawing indicates acceptance of professional engineering responsibilittyy solelyor the design shown. The suitability and use of1ps
frawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
ALPINE
AN M COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249718 / SPEC
Ply: 1
Job Number: N334501
JRefAX3L89750075 T18FROM:
RWM
Qty:17A5/320,182EC,E,02H,RI01
! 1828/CALI/4EBB
ELEV.C,E
lust:R8975
rwNo; 069.21.1302.21516
Truss Label: A16
SB ! WHK 03/10/2021
5'7'4
10'8" 17'3"15
23'6"
29'8"1 32'8" 39'8"
5'7"4
5'0"12 6'7"15
6'2"1
6'2"1 2'11"1 7'
19'3"15
=5p5
P )
T6 �
—5L5
T
0 l
m
=8X8
=8X8
=5X10(SRS
T
Ln
E
F G H I
J K
_
B
Z AB
AE
0 0
fN�
s� A
1
3X6(A1)
Y X W
=5X5 .5X5
V u T S R Q P O
=4X6 1112X4((24 =5X5
=3X6(A1)
21'
6.
13'8"
8' 1'3"15 53'6"5
8'
8'
16' 17' "15 26' 29'6"5
i 3'8"1 i 2'111
t 21, '7 F8'W
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): 0.037 Y 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.069 Y 999 240
B 774 /- /- /508 /355 /317
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.016 O - -
U 1323 /- /- /633 /586 P
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.030 O
R 711 P P /257 /237 /-
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
/- /-
M 531 P /381 /247
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.948
Wind reactions based on MWFRS
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.636
B Brg Width = 8.0 Min Req = 1.5
U Brg Width = 8.0 Min Req = 1.8R
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.584
Brg Width = 8.0 Min Req = 1.5
Loc. from endwall: Any
FT/RT:20(0)/10(0)
M Brg Width = 8.0 Min Req = 1.5
GCpi: 0.18
Plate Type(s):
I
Bearings B, U, R. & M are a rigid surface.
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.o0A.1020.20
Bearings B, U, R, & M require a seat plate.
Lumber
Members not listed have forces less than 375#
Top chord: 2x4 SP #2 N;
Maximum Top Chord Forces Per Ply (Ibs)
Bot chord: 2x4 SP #2 N;
Chords Tens.Comp. Chords Tens. Comp.
Webs: 2x4 SP #3;
B - C 1118 -1151 F - G 823 - 776
Plating Notes
C - D 1027 -960 G - H 834 -791
All plates are 2X4 except as noted.
D - E 791 - 722 K - L 681 - 548
E - F 823 -777 L - M 628 -571
(**) 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
Maximum Bot Chord Forces Per PI Ibs
requirements.
Chords Tens.Comp. Chords Tens. Comp.
Wind
B - Y 978 -830 T - S 585 -491
Wind loads based on MWFRS with additional C&C
Y - X 627 -411 S - R 584 -491
member design.
X - W 462 -350 R - Q 424 - 356
Wind loading based on both gable and hip roof types.
W - V 462 -350 Q - P 424 -355
{q!€6ti4ulrll8gtitii/�r�lFf
V - U 462 -350 P - O 424 -356
U - T 589 -490 O - M 445 - 354
ok+�°•�' 'y_
Maximum Web Forces Per Ply (Ibs)
°o• �,. e:
Webs Tens.Comp. Webs Tens. Comp.
�' ® ®. +
g ® 0.
C - Y 445 - 257 U -AB 611 - 605
Y D
f
- 453 - 285 AB- H 504 - 522
« r
m
E - Z 1516 -1447 R -AE 930 - 847
« s
m
Z - U 1536 -1466 AE- K 910 - 826
TruSS6
Comp(
bracin(
attach(
as app
drawin
Alpine,
truss Ir
listing
drawin
For mo
COA AL
t 311 16titi'` taae
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
ripid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
cable. Apply ?fates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
Is 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildin Components Group Inc. shall not be respponsible for any deviation from this drawing, any, failure to build the AMMCOW—
conformance with ANSI/ PI 1, or for handling, shipping,. installatlon and bracin of trusses. A seal on this drawing or cover pagqe 6750 Forum Drive _
vs drawing indicates acceptance of professional enprneering responsibility solely -for the design shown. The suitability and use of this
I for any structure is the responsibility of the Building'-DDesigner per ANSI/T 1 1 Sec.2. Suite 305
e information see these web sites: Alpine: alpineitw.com; TPI: tpinsl.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 2497391 GABL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T3 /
FROM: HMT Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23311
Truss Label: 131GE SSB / WHK 03/10/2021
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
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.
Truss
Comp
bracir
atta&
as apl
drawn
' AlpinE
truss i
listing
drawn
For mi
10,8"
10'8"
21'4"
10.8"
(TYP) =4F4
21'4"
21'4"
21'4"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or*=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.005 R 999 360
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.011 R 999 240
B* 125 /_ /_ 139 /48 /11
Snow Duration: NA
HORZ(LL): 0.004 L - -
Wind reactions based on MWFRS
HORZ(TL): 0.006 R
B Brg Width = 256 Min Req = -
Building Code:
Creep Factor: 2.0
Bearing B is a rigid surface.
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.323
Members not listed have forces less than 375#
TPI Std: 2014
Max BC CSI: 0.197
Rep Fac: No
Max Web CSI: 0.091
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
i
E'�.`
4
a
a a
•
a
®1°asr�•s�®®PAPA tl1,`�_
COA�0,i,AL�t..
atrea saio'," �a
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition c
nent Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall prc
Sri SCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall
tl ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracingq installed per BCSI sections I
Icab�e. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherw
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Build inccL�Components Group Inc. shall not. be responsible for any deviation from this drawing, any. fai
conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin
nis drawin indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabili y
I for any s ructure is the responsibility of the Building DDesigner per ANSI/TPI 1 Sec.2.
e information -see these web sites: Alpine: alpineitw.com; TPI: tpinst.org• SBCA: sbcindustry.com• ICC: iccsafe.org• AWC: awc
lure to build the
or cover pa44e
and use Nis
ALPINE
PN IIW COMVANV
6760 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249737 / GABL I Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX3L89750075 T1 I
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22625
Truss Label: C1GE SSB / WHK 03/10/2021
T
7'
14'
7'
�— 5- 2' ---i
(T1'P)
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: ii
Des Ld. 37.00 EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
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.
TruS9E
Comp/
bracirn
attachi
as apt
drawin
Alpine
truss ii
listing
drawin
For ma
=4X4
D
14'
14'
14'
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.007 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.014 J 999 240
B* 129 /- /- /40 /50 /12
Snow Duration: NA
HORZ(LL): -0.004 H - -
Wind reactions based on MWFRS
HORZ(TL): 0.009 H
B Brg Width = 168 Min Req = -
Building Code:
Creep Factor: 2.0
Bearing B is a rigid surface.
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.392
Members not listed have forces less than 375#
TPI Std: 2014
Max BC CSI: 0.242
Maximum Top Chord Forces Per Ply (Ibs)
Rep Fac: No
Max Web CSI: 0.142
Chords Tens.Comp. Chords Tens. Comp.
FT/RT:20(0)/10(0)
C - D 376 -199 D - E 377 -199
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20 I Maximum Gable Forces Per Ply (Ibs)
Gables Tens:Comp. Gables Tens. Comp.
C - J 511 -403 H - E 511 -403
-•+z
Vr
a. ►tip »
0 Q
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
> require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary.
per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
U rigqid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
icab�le. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Pefer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildi?$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI 1, or for handling, -shipping,. installation and bracingof trusses. A seal on this drawing or cover pa e
his drawinq indicates acceptance of professional -engineering responsibility solelyor the design shown. The suitability and use of this
I for any sCructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
e information see these web sites: Alpine: alpineilw.com; TPI: tpinst.or ; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
ALPINE
AN COMPANY.
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249721 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T13 /
FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02H ,Rl01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23155
Truss Label: D1 KD / WHK 03/10/2021
5'
5'
=4X4
C
10,
5'
12
6
(7
B D
q E t_v
8
F
2X4(A1) 1112X4 - 2X4(A1)
10,
1 + 5' T 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 999 360
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
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.345
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 It
Rep Fac: Yes
Max Web CSI: 0.081
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/l0(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 /286 /202 /134
D 434 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, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) r saty 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 bracin installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face.of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANM OW -
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawingg indicates acceptance of professional engineering responsibilittyy solelyor the design shown. The suitability and use of o is
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; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249722 / COMNI Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T14 /
FROM: JRH Qty: 1 ,7A5/320 ,182EC,E ,02H ,RIO1 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23047
Truss Label: D2 KD / WHK 03/10/2021
5'
5'
=4X4
C
10,
5'
12
6
ih
B D
BI
E8,8„
F
2X4(A1) 1112X4 =2X4(A1)
10,
51 e}' S
5' 10,
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Sid: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.007 F 999 360
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
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.345
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
�a ®86oasAs.es@.
b
i �j
0. t �}08 1
P s
0 6
9gi
o� 04 ®`sue�e
rs
COA'#(�a�.8_!Je®iUAL _ <aat;V'�s
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 434 /- /- /286 /202 /134
D 434 /- /- /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, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly _
attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections 53, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the m wcowM
truss in conformance with ANSI4PI 1, or for handling, shipping,. installation and bracin4of 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 )his
drawing for any sfructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 249735 /
HIPS
Ply: 1
Job Number: N334501
Cust: R 8975 JRef:1X3L89750075 T17 /
FROM: JRH
Qty. 1
7A5/320 ,182EC,E ,02H ,Riot
! 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.22468
Truss Label: D3G
KD / WHK 03/10/2021
3'
7'
10,
3'
4'
3'
.4X6
; 4X6
12
C
D
T
6
LO
B
E M
_o
a A
N
F 8
�8
2X4(A1)
1112X4
1112X4
=2X4(A1)
10,
1
3'1 '12
3'8"8
3112
1
3'1 "12
610"4
10,
'Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
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 plf 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 plf at
11.00
BC: From 20 plf at 0.00 to
20 plf at
3.03
BC: From 10 plf at 3.03 to
10 plf at
6.97
BC: From 20 plf at 6.97 to
20 plf at
10.00
TC: 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.
TrussE
Comps
braciN
attachi
as app
drawin
Alpine
truss u
listing
drawin
For me
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.022 H 999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.044 H 999 240
B 625 /- /- /- /316 /-
HORZ(LL): 0.008 C - -
E 625 /- /- /- /316 /-
HORZ(TL): 0.016 C
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.288
E Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.365
Bearings B & E are a rigid surface.
Max Web CSI: 0.059
Bearings B & E 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.
VIEW Ver: 20.02.00A.1020.20
B - C 467 - 962 D - E 467 - - 962
C - D 389 - 842
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
COA OW
03/10/2021
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT- FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
CrklBer BCSI. Unless noted otherwise, top. chord shall have propery attached structural sheathing and bottom chord shall have a properly
rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310
e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to '
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildin$gComponents Group Inc. shall not,be respponsible for any deviation from this drawing, anyfailure to build the
conformance with ANSI 1, or -for handling, shipping,, Installation. and bracin4of trusses. -A seal on this drawmo or cover pa e
his_drawing indicates acceptance of professional engineering responsibilityy solely for the design shown. The suitability and use of this
I for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
ALPINE
ANO COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249723/ VAL Ply: 1 Job Number: N334501 Cust: R8975 JRef:1X3L89750075 T33
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23000
Truss Label: V8 KD / WHK 03110/2021
12
6
------A4X4(D/
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/2 to h
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
Valley truss connection to truss below shall be
designed and furnished by others.
3' 11 "8
3'11 "8
4X4
B
7'11"
7'11"
7'11"
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):
\4(D1)C
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.028 999 360
VERT(CL): 0.051 999 240
HORZ(LL): -0.010 - -
HORZ(TL): 0.019
Creep Factor: 2.0
Max TC CSI: 0.321
Max BC CSI: 0.374
Max Web CSI: 0.000
03/10/2021
Ve r: 20.02.00A.1020.20
D9'6"3
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 75 /- /- /35 /26 /8
Wind reactions based on MWFRS
D Brg Width = 95.0 Min Req = -
Bearing A 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.
A - B 506 - 366 B - C 503 - 366
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - C 330 - 393
**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
Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise, top chord shall have Fr roper attached structural sheathing and bottom chord shall have a properly
4id ceiling Locations shown for permanent lateral restraint of webs shall have bracinn installed per BCSI sections B3, B7 or B10,
3 e. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Pefer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ivision of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
lformance with ANSIIi PI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover page
drawint indicates acceptance of professional en�neering responsibility solelyor the design shown. The suitability and use of This
any s ructure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2.
ALPINE
A nw Co_V
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249724 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX3L89750075 T16 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22405
Truss Label: V4 KD / WHK 03/10/2021
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
SPacinrl: 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 9.00 ft
GCpi: 0.18
end Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Sot 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.
111"8 i 311"
1'11"8 T 111"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): 0.004 999 360
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
Ver: 20.02.00A.1020.20
a O. T0$ 1
m
. qr �^y
s t o.
r°
COA
03/10/2021
♦ 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#
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have �roper)Y 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 applicable. AppTplates to each face oT truss and position. as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW
truss in conformance with ANSI/TPI 1, or for handling, .-shipping,. installation, and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional enprneering responsibili((�� solely -for the design shown. The-suitabilify and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: 1pinst.org; SBCA: sbcinduslry.com; ICC_ iccsafe.org AWC: awc.org Orlando FL, 32821
SEQN: 249725 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T15 /
FROM: RWM Qty: 8 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21766
Truss Label: EJ7 SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
12'2"11
12
6
M
O_ Lo
M M
V'
B
AB.B..
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.
7
T
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
Ve r: 2 0.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 331 A /- /249 /108 /208
D 125 /- A /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#
03/10/2021
"*WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating handlin shipping, installing,and bracing. , Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) for safety practices nor performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
U rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
cable. AppTy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
Is 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildin$Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI 1, or for handling, shipping,, installation and bracin44of trusses: A seal on this drawin or cover page
ils drawing indicates acceptance of professional engrneenng responsibility solely -for the design shown. The suitability and use of This
I for any structure is the -responsibility of the Building Designer per ANS11TP1 1 Sec.2.
AL EMN��
_6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249726 EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T11 /
FROM: LPM Qty: 6 7A51320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23405
Truss Label: EJ7A �JB / WHK 03110/2021
B
T
I_
7'
I
7'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA _ Ct: NA CAT: NA
PP Deflection in loc L/def! L/#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.016 C
Des Ld: 37.00
P:
EXC Kzt: NA
Mean Height: 15.00 ft
HORZ(TL): 0.030 C
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.738
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.513
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
IVIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
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.
�tiSittf7tl�t,(rt16/�/f;
�Y "Qs�MOM90 rpa�p`'�rj�
�r
m
& s o.7,08 i
Q
�
e 0 0
e � m
8
• A� 0 p
COAL $ NAIL a�a�
03/10/2021
127 11
M
O
ce)
8'8"
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
A 270 /- /- /179 /71 /186
C 126 /- /- /76 /- /-
B 177 /- /- /132 /171 /-
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 an r7 SBCA) fo�.sa shipping, practices prior to performing these functions. Installers shall provide temporary
bracing er BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attacher *rigid ceiling Locations shown for permanent lateral restraint o webs shall have bracingq installed per BCSI sections B3, B7 or B10, _
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted -otherwise. Refer to ALPINE�
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine; a division of ITW Buildin4QComponents Group Inc. shall not. be responsibl for any deviation from this drawing, any failure to build the MMCO.-
truss-in conformance with ANSI/TPI 1, or for handling, shipping,, installation an's bracing of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this.drawing indicates acceptance of professional enctineenng responsibilitty� solely -for the design shown. The suitability and -use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2497271 EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3LB9750075 T28 /
FROM: JRH Qty: 3 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22311
Truss Label: EJ3 �SSB / WHK 03/10/2021
4"3
V
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
3'
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
EQ
0
T
Defl/CSI Criteria
PP Deflection in loc L/defl 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
� ' +A*N,
a. 7,08 1
a m
a
S 0
� "a ^eraau aaP`O�+t
COA68NAd,.6eti>
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 188 /- A 1157 /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, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary,
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rib le ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicable. Applgy plates to each face of truss and position as shown above and on the Join- Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be res p.onsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in conformance with ANSI/TPI 1, .or for handling, shipping,, installation. and bracingof trusses: A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional enguleering responsibilitt�y solelyor the design shown. The suitability and use of this
drawing for any structure is the responsibilit of the Building Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821
SEQN: 249728 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 J Ref: 1XX89750075 T35
FROM: LPM Qty: 4 .7A5l320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21983
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 "
T
1 411 "4
411 "4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
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
03/10/2021
Ve r: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /- /200 /88 /152
D 89 /- /- /51 /- /-
C 118 /- /- /85 /116 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid 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 Joinf9Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITVU Buildin Components Group Inc. shall not be res onsible for any deviation from this drawing, any failure to build the AN MN CO -ANY
truss in conformance with ANSI 1, or for handling, shipping,. InstallaFiion and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. Suite 305
For more information see these web sites: Aloine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ]CC: iccsafe.ora: AWC: awc-oro Orlando FL, 32821
SEQN: 249729 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T34 /
FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21609
Truss Label: CJ3 �SSB / WHK 03/10/2021
4P
2' 11 "4
211 "4
C
10'2"5
co
d7 �
� M
CV
81811
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 /71 /99
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.001 D
D 50 /- /- /27 /- /-
Des Ld: 37.00
E XP: C Kzt: NA
HORZ(TL): 0.001 D - -
C 63 /- /- /44 /64 /-
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.0 psf
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.234
B 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: 0.105
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 It
Rep
Rep Fac: Yes
Max Web CSI: 0.000
Brg Width =1.5 Min Req = -
Bearing B is a rigid surface.
Loc. from endwall: An y
FT/RT:20(0)/10(0)
Bearing B requires a seat plate.
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20
Lumuer
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.
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 BCSt. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components. Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANIMCOWANY
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracinq of trusses. A seal on this drawing or cover pa a
listing this drawing indicates acceptance of professional engineng responsibilitty�r solely -for 6750 Forum Driveor the design shown. The suitability and use of This -,
drawing for any sgr'eri
ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora• AWC• awa orn Orlando FL, 32821
SEQN: 249730 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T32 !
FROM: LPM Qty: 4 , A51320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22407
Truss Label: CA KD / WHK 03110/2021
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 "
12
6 C
B M
rn
A
D
2X4(A1)
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.
1, 11114
11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
Ve r: 20.02.00A.1020.20
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- /145 [76 /45
D 11 /-2 /- /14 /10 /-
C - /-15 /- /29 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
03/10/2021
**WARNING"'* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
require extreme care in fabricating handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI anc7'SBCA) r safety practices pnor to performing these functions. Installers shall provide temporary.
Criper BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
d rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW BuAding.Components.Group-Inc. shall not,belesponsible,for any -deviation from this drawing,any.-failure to build -the
conformance with ANSI - PI 1, or for handling, shipping,, Installation and bracin4 of trusses. A seal on this drawing or cover page
1is drawing indicates acceptance of professional ancLsneering responsibilitty�r solely -for the design shown. The suitabilioy and use Nis
I for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more
ALPINE
- M M COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249731 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T27 /
FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALIAEBB ELEV.C,E DrwNo: 069.21.1302.22577
Truss Label: CAA KID / WHK 03/10/2021
43
V
0
12
6 F7-
C
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
1, 11114
11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
Ve r: 20.02.00A.1020.20
°4
§•�`tis
QO 9
o.7.08 9
B '
s
e
COA X"Iffi SXA
�{�/�i�,�.�pA
03/10/2021
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- /145 /76 /45
D 11 /-2 /- /14 /10 A
C - /-15 /- /29 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"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 �roperr 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 applicabgle. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components.Groupinc. shall not,be responsible for any deviation from this drawing, any failure to build the ANI COAWANY
truss in conformance with ANSI Q PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .corn; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 249732 / HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRef: 1X3L89750075 T26 /
FROM: HMT city: 2 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21890
Truss Label: HJ7 KD / WHK 03/10/2021
5'3"5
5'3"5
9'10"1
4'6"11
IC
12'2"3
12
4.24 a 2X4
C
v
v
B
T
4•s A 8-8"
FE
2X4(A1) = 4X4
1'5N 7 9'2"2 1 7N14
92"2 9-10.1
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: 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 2400f-2.OE;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0.162"x3.5") nails at bottom chord
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): 0.040 F 999 360
VERT(CL): 0.076 F 999 240
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C
Creep Factor: 2.0
Max TC CSI: 0.546
Max BC CSI: 0.416
Max Web CSI: 0.260
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 /-
E 364 /- /0 /- /84 /0
D 214 /- /- /- /177 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10
as applicable. Apply plates to each face of truss and position as shown above and on the Joinl Details, unless noted otherwise. Flefer 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 ANSI 1, or for handling, shipping,. installation. and bracinn of trusses. A seal on this draw
or cover pa e
listing this drawing indicates acceptance of professional en rneering responsibili�v solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building �esigner per ANSI/TPI 1 Sec.2.
-AL NE
ANf COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249733 / HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRefAX3L89750075 T29 /
FROM: JRH Qty: 2 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22843
Truss Label: HJ3 SSB / WHK 03/10/2021
i7 C
4.24 1 0'2"6
�r
ti
B
pT� N
D
4'2"3
� r5rr ��
4'2"3
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: 0.00 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..
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)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D -
Creep Factor: 2.0
Max TC CSI: 0.120
Max BC CSI: 0.074
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 84 /- A /- /45 /-
D 28 /- /- /7 A /-
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#
o . g 'bg
g' 8
a t
Y ♦ ID
♦ {q� d
� � a
Ai V e
♦ ti
G(77111333Qip� �t h } Q�•1`1M�'
COA
t `1 getH9i18t99#1E
03/10/2021
"WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT'` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in -fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached Locations for
rigid ceiling shown ermanent-lateral restraint of webs shall have bracin installed per BCSI sections B3,_B7 or B10,
as applicabgle. Apply plates to each face of truss -and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z forstandard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildinggComponents Group Inc. shall not. be respponsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,, mstallatlon.and bracin of trusses. A seal on this drawingor cover pa a
-for
ANMCOWV
6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilityy solely the design shown. The suitabiliy and use of )his
drawing for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2.
Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org
Orlando FL, 32821
e w
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
Ort 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or: 120 mph Wind Speed, 15' Mean Height, Partially Enclosed Exposure D Kzt = 100
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace w
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace ww
(1) 2x6 'LBrace ■/
(2) 2x6 'L' Brace ■il
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
p
SI F
#1 #2
31
8
U
#3
3' 8'•
5' 9'
6' 2'
7' 8'
7' 11'
9' 1''
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
QI
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
e' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
1 12' 4'
12' 9'
1 14' 0'
14' 0'
—�
S P
#2
3' 10,
6' 7'
6' 10,
7' 9'
8' 1'
9' 3'
9' 7'
12, 2'
12' 8'
1 14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
d
oj
D F L
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' ill
9' 8'
10' 4'
13' 1'
14' 0'
U
S P P
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10' 10,
13' 9'
14' 0'
14' 0'
14' 0'
U
IJ [
Stud
4' 2'
7' V
7' 6'
8' 9'
9' 1'
10' 5'
10' 10'
13' 9'
14' 0'
14' 0'
14' 0'
0)
O
I� 1
Standard
4' 2'
6' 1'
6' S'
8' 1'
8' 8'
10' 5'
10' 10'
12' 8'
1 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' G.
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
0)
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10' 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10, 10,
11' 10,
12' 7' 1
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
_
S P P
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
Lf
U
H P
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
�I
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10, 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
.--I
D F L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' V
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
Aeot!�
able Truss
Diagonal brace option,
vertical length may be
doubled when diagonal 18'
brace Is used. Connect
diagonal brace for 600#
at each end. Max web 'L' Brace End
4
total length Is 14'. Zones, typ.
2x6 DF-L #2 or
better diagonal T'
Vertical length shown bracer single 8,
In table above. or, double cut
45' (as shown) at L
i upper end.
Connect dlagonnl at
midooint of vertical web.
AN ITW COMPANY
\ \ 514\ Earth\ City\ Expressway
\ \ Suite\ 242
\ \ Earth\ City,\ MO\ 63045
14M `N Refer to chart jk
wwVARNING" READ AND FOLLOW ALL NOTES ON THIS DRAW1W
"DWORTANT . FURNISH THIS DRAVIW TO ALL CONTRACTORS INCLUDM THE INSTALLERSC
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Ref " t
allow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fo si
actices prior to performing these functions. Installers shall provide temporaryy bracing pe B
des. noted otherwise, top chord shall have properly attached structural sheathing and bo
roll have a properly attached rigid ceiling. Locations shown for permanent lateral restraint t
Intl have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plates to ea
trss and position as shown above and on the Joint Details, less noted otherwise.
fuun
er to drowings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatl
Is drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, sNpi
;tnllatlon 8 bracing of trusses.
A seal on this drawling or cover page Usti g this drawing, Indicates acceptance of professional
gineeri g .esponsWlity solely for the design sham The suitability and use of this drawing
r any structure Is the responsibility of the Meting Designer per ANSI/TPI I Sect
For more Information see this Job's general notes page and these web sites,
ALPINE www,nlpinettw.coml TPB www.tpinst.orgl SBCAt www.sbclndustry.orgl ICO www.iccsafe.org
t1t ea "4;
_N.
b �J
ow
1w P •G����� y,�
L ��. 10/2021
Bracing Group Species and Grades)
Group At
S ruce-Pine-Fir Hen -Fir
#1 / #2 IStandaril 1 #2 1 Stud
#3 1 Stud #3 IStandnrd
Dou las Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Standnrd
Group BI
Hen -Fir
#1 & Btr
#1
Dou ins Fir -Larch Southern Plnewww
#1 #1
#2 #2
lx4 Braces shall be SRB (Stress -Rated Board).
wwFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values may be used with these rades.
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with IOd (0,128'x3,0' min) nails.
)K For (1) 'L' brace, space nails at 2' o,c.
In 18' end zones and 4' o.c. between zones,
)K)KFor (2) 'L' braces, space nails at 3' o.c,
In 18' end zones and 6' o,c, between zones.
'L' bracing must be a minimum of 807 of web
member length.
11 Gable Vertical Plate Sizes 11 1
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 for
peak, splice, and heel plates.
Refer to the Building Designer for condltlons
not addressed by this detail.
REF ASCE7-16-GAB16015
DATE 01/26/2018
DRWG A16015ENC160118
MAX, TOT, LD, 60 PSF
MAX, SPACING 24,0'
'T
Relnfoi
Memk
Gn
Tr
Gable Detail
Fnr I Pt -In \/ar+irn I c
Truss Plate
pproprlate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
,b, and heel plates,
vertical plates overlap, use a
to that covers the total area of
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 Notts
lOd Common (0,148'x 3,',min) Nails at 4' o,c, plus
(4) nails In the top and bottom chords,
Toenalled Nallsi
10d Common (0,148'x3',min) Toenails at 4' o,c. plus
(4) toenails in the top and bottom chords.
This detail to be used with the appropriate Alpine gable detall for ASCE
wind load,
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015END10011� 1!
S11530ENC100118, S12030ENC100118, S14030ENC 301001�9;j/
S18030ENC100118, S20030ENC100118, S20030 O1 a* (ajQP Lao
See appropriate Alpine gable detall for maxims els0ak8e �dor-0
■wWARNM- READ AND FOLLOW ALL It1TES ON THIS DRAVINGI "' ° 0. ( V0 I
UND0'ORTANTEN FURNISH TNIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSE p
Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Refj'CSL
a n�
follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fat)q
practices prior to performing these functions. Installers shall provide temporary bracing pw
Unless noted otherwise, top chord shall have property attached structural sheathing and bnchol%od'6shall have a property attached rigid calling. Locations shown for permanent lateral restraiI
'`i� !'1 ll'
IL
shall have bracing Installed per SCSI sections H3, B7 or H10, as applicable. Apply • "i!
P> unless
PP Y Plates to e¢
of truss and position as shown above and on the Joint Details, unless noted otherwise. s�j
PI Refer to drawings f IT for ing Cop pints positions. Alpine, a dvislon of ITV Building Components Group Inc, shall not be responsible for any devin®�00.this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shipeoa�+anw` �a
AN ITW COMPANY Installation b bracing of trusses. / p+
A seal an this drawing or cover page Usti g this drawing, Indcates acceptance of professloenl i � �
115141 Earthl City\Expressway engineering responsibility solely for the design shown. The suitability and use of this drawing�4FjgfS..�H9fV`�^7 �14 �10/2
1\Suite\242 for any structure Is the responsliblUty of the Building Designer per ANSI/TPI 1 Sec2. �$$l�alapnit�
\ \ Eanh\ Cily,1 M0163045 For more Information see this ,Job's general notes page and these web sites,
ALPINE. www.a(nineltw.cam, TPL ro.tninst.ere, SArAi rrr....i-------
'T' Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord,
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member,
eb Length Increase w/ 'T' Brace
Examptet
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
1.30x8' 7'=11'2'
'T' Relnf.
Mbr. Size
'T'
Increase
2x4
30
MAX, TOT, LD, 60 PSF
DUR, FAC, ANY
MAX, SPACING 24.0'
F LET -IN VERT
TE 01/02/2018
WG GBLLETIN0118
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.
Dot 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,
535# connection or
with (1) Simpson H25A or
equivalent connector for
ASCE 7-16 180 mph,
30' Mean Height, Part, Enc,
Building, Exp, C, Wind
TIC DL=5 psf, Kzt = 1.00
Or
ASCE 7-16 160 mph.
30' Mean Height, Part. Enc,
Building, Exp, D, Wind
TIC DL=5 psf, Kzt = 1.00
Bot--om chord may be square or pitched cut
as shown,
VaUl -ys 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
l.,— 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,
property 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.
WW)K 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
Valley I
Spacing
Square Cut
Bottom Chord
Vallev
Q o-G\��/{9tTTTtTTeT.
ow
ArKWARNINGI" READ AND FTB.LDV ALL NQTES ON THIS DRAWDIGI 9
rtDFMTANT" FI.MRSH THIS DRAWING TD ALL CONTRACTDRS INCLUDDTG THE INSTALLERS N
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer
follow the latest edition of BCSI Building Component Safety Information, by TPI and SBCA) For I
practices prior to performing these functions. Installers shall provide temporary bracing per Unless noted otherwise, top chord shall have properly attached structural sheathing and boltshall have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint or
a: shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to enchn
of truss and position as shown above and on the Joint Details, unless noted otherwise.
PI Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Bullding Components Group Inc shall not be responsible for any deviation i
this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,
AN ITW COMPANY Installation & bracing of trusses.
A seal on this draw* or cover page Ustig this drawing, Wilcates acceptance of professional
11514\ Eadh\ City\ Expressway engineering responsibility solely for the design shown The suttab0lty And use of this drawing
\ 1 Suite\ 242 for any structure is the responsbllIt" of the Mating Designer per ANSI/TPI 1 Sec2.
1 \ Eadh\ City,\ MO\ 63045 For more information see this Job's general notes page and these web sitesi
ALPINE, w—alpineltr,coml TPD rrr.tpinstcrgl SBCA, www.sbclndustry.orgl IC6 wrudccsafe.org
u'10N A w �3�5
rsAe.,.� ,—o— /10/2021
2X4
Stubbed Valley
End Detail
4X4
Optional Hip
Joint Detail
n I24'ulol,
i i �usses Partial Framing
24' o,c, Plan
JC-LL 30
TC DL 20
BC DL 10
BC LL 0
TOT, LD, 60
30
15
10
0
40PSF
7 PSF
10 PSF
0 PSF
57PSF
REF VALLEY DET�
DATE 01/26/2018
DRWG VAL180160118
55
DUR,FAC,1.25/1.3311.15 11.1'
SPACING 24,0'
C 1b
Valley Detail - ASCE 7-161 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,
)K)K Attach each valley to every supporting truss with:
(2) 16d box (0,135' x 3,5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TC DL=5 psf, Kzt = 1.00, Max. Wind Speed based on
supporting truss material at connection location:
170 mph for SP (G = 0.55, min,),
155 mph for DF-L (G = 0,50, min,), or
120 mph for HF & SPF (G = 0.42, min,),
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses.
Bottom chord of valley trusses may be square or
pitched cut as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max, I
2X4 X4
8-0-0 Max
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,
ww* 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
n n
Square Cut Stubbed Valley
Bottom Chord End Detail
oe-nailed Valley .
12
10 Max, 1
SQp.L�ys�aataalraa
H.
"WARNDKil— READ AND Fut-LaW ALL NaTES w THIS DRAvnxa
w TANPn RAMSH THIS DRAVIM TO ALL CONTRACTORS INCLUDING THE INSTALLER
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SHCA) kb
practices prior to performing these functions. Installers shall provide temporary bracingUnless noted otherwise, top chord shall have properly attached structural sheathing and shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraof
shall have bracing Installed per BCSi sections B3, B7 or 310, as applicable. Apply plates to ed^a;W
of truss and
position as shorn above and on the Joint Details, unless noted otherwise.
I p' Refer to drawings 160A-Z for standard plate positions. 111
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devintl
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlpj
AN ITW COMPANY Installation R bracing of trusses.
A seal on this drawing or cover page Usthg this drawing, Indicates acceptance of professional
11514%Eadh\City\Expressway engineering responsibility solely for the design sham. The sWtnblUty or,d use of this drawing
\\Suite\242 for any structure Is the responsibility of. the Hultding Designntr per ANSI/TPI 1 Sec2.
\\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites
ALPINE, www.nlpineitw,comi TPD www,tpinst.orgi SHCA, www.sbclndustry.orgi ICC, wwwlccsafe.org
❑ptional Hip
Joint Detail
24'
`*,.Common T usses Partial Framing
I
°°• f o,.. at 24" o,c, Plan
41.
ILL 30
30
40PSF
REF VALLEY DET
TIC DL 20
15
7 PSF
DATE 01/26/2018
0®�c
BC DL 10
10
10 PSF
DRWG VALTN160118
BC ILL 0
0
0 PSF
55
•°°rc•A`4
TOT, LD, 60
57PSF
DUR,FAC,1.25/1,3311.15 11.l
SPACING 24,0'
A
R
BC
Y:
of
VALLEY FRAMING & BRACING DETAIL
Lumber Size and Grade Minumum Requirements
GENERAL NOTES
Purlins required 2'-O" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is Impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05,140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7.10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
'ipples 4'-O" 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
(ee) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers 416d toe -nails
Sleeper to truss
416d 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
�'"' '""""" " "`r`� ��` �J"'t 23. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Ion
nailed w/ 2 40d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge
of cripple with 10d (0.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length:
Cripples over 10'-0' long require two CLR's or both faces wl "T" or scab. Use stress
graded lumber & box or common nails.
,Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
installed into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples if cripples fall between
lower truss top chords and lateral bracing is not used.
-Apply all nailing in accordance to current NOS require
Nails are common wire nails unless noted otherwisee q��
i
��GEbs4 �C>
(A)
I (B)")
+sVAtli t. Alm raL°" Au ttm>:ss U ftes BM DI _ •
oalfOrTANTws itli>taSH rw DRAVarG To ALL 131tRRACi6ts ,•+�, mrur T}E ntST-, -- •
a
.
TC LL 20
30 40 54
REF VALLEY FRAMING
Trusses regL*-e e+Wne care In fabricating, harwElne, Wppkq, InstalUIiqq and bracwo " RefcS 11��aanZ
fallow the latest adUon of BCSI UhAl kp Crr%p t safety Wornatlon,'by TPI and SBGU foc;s f¢t�r
46
7G G
TC DL 10
20 7 7
DATE 10/01/14
pmctices prior to perfamkV these functions. Jnstatlers shalt provide tenpamry bradno pet: BCSI.
llntecs rated atM-.lse, tap chard shalt have properly attached structural sheathing and bot�,on chwrtl
sfvtx have a prapMY attached n-Ipld eelkia. Locations shown for Interol •
_
STATE OF •
BC DL 0
0 0 0
DRWG VACNV1801015
•,
f�
Q f� 2�t�
�O N1E
permnent restrohteyf
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