HomeMy WebLinkAboutTrussvO,—A"
14'-0" 4'-4' 21'-4'
39'-8"
Total Truss Quantity = 72
P SHINGLE ROOF
�F'—'-
HEED-3/
--" 0
PLUMB C
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
0
i�
a Reviewed for Code
Compliance
C4 Universal Engineering
93 Sciences
H d dAAc.I,:1 ( hAd-j-," 411"
Pt., (_cL k -0o 1-73ej—
Labeled End Marie
NOTE -
DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFlCE. 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.
\a"
General Notes
1) ham flat band flat
96dere bare the ty cud partlaly P*W 7—
to be l I I peen raids hp
2) shah- to ha Snpam HMO U*W athaetee
3) ANbm yeas, is 24' 0.6 endue aft
4) PPW nTmRob beh3b BMI-61 temmtihdotim
pemhment X-bang ebace be pl=W d a
hhhmhheen yang IV (LQ ammo Bn epm, to
be at a
� ' mmhurn of bstaw each
tah(r to BL4nB1 tar my adeMme ka6m
ROOF LOADING SCHEDULE
TCLL = 20 PSF
TCDL = 7 PSF
BCLL = • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 X
WIND SPD/TYPF 160
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESIDENTIAL CAT H
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 pSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Truss member desiggn &connector plates
arcdesigned cit Aomp7-18 and maximum
forces from both mmponenrs anJ claddings
and main wind forts resisting system.
• These tmsscs have been reviewxd m arty an
addifional 10# psf non-concurtent bottom chord live
load.
FLOOR LOADING SCHEDUL
TCLL � PSF
TCDL PSF
BCDL = PSF
TOTAL PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS AND UPLIM
ARE BHOWN ON ENG1NKM NG
01 PALL KEY
O8-8"
® 0
DESCRIPTION INrT. DATE
hem a�z aanh elVle
hen acts mh arum
s
CARPENTER
CONTRACTORS
OF AMERICA
39CO AVENUE 11 N. V.
WINTER HAVEN FLORIDA 33880
PHONEt(BOB) 959-8806
FAX d863) 294-2488
BUILDER D.R. HORTON SPATEWEDE
PROJECTCREERMS
MODEL 1828/CAL[/4EBB
CCA PROJ/MODEL/ALT
7A5/ 182EC,E/ 02
ALT DESC
OTC 33N' t'I1t doff] ' 5* LAM
LOT 94 BLOCK
DESIGNER
PAGE
RFS
1
DATE
3 30 17
LAN6SCALE
4501R
1 4 "=1'
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
IDR HORTON /STATEWIDE
7A5�32O�_ CREEKS IDE__�.......�........_...M.................�...�._.....__._....__..���._.._._._..k._,_..�..�_.._)
182EC,E
02H
Lot: _ 94� Block: Unit:
_ Unit:
Address: E:-
_i -sue
................ _.................................................................... __....................................
JobNumber: 'N334501
:.........................._...._.._................_...._................_..._.__.................................... -_
Revision Date: New Load #: R101
Reviewed for Code
Compliance
In 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
ALPINE
March 13,20.19 AN rrWC&1P,;N'V
MK Bob. Michaelis
Carpenter 'Co.ritract6r'$ of America,:Ind..
3900 Avenue 0 -Nbrfhwast.
Winter HaiV6n,Fl_ 33880-6201
Re: Alternative in SAdlMions..for 6 single ply carried truss with a width Jess t . hari
blocking *
the m hanger width, -and'.
wood.lu achieve f6l) design loadvalldo: oun h Ig Jorfoce.m thadhh!6rit66--a one ply
supporting girder. (Reference Mail WA37-02)..
Dear Bob,:
For 'a single ply carried truss with 'a width less than the hanger "width you can prefabricated jack
sblab.truss: -for woo. ,d.flller blp'ckihgi.-The, chord: sites;,.chqrd..grpOes, and -AlpirfEi..!Ob'hh6�btbr.pitif6(s) to.
. . :.- . i* , ii i * a be-the-sarnei as the single truss. The have
length of 4W and will have a. minimum .pitdh-:of.I5/1 2.1 -carned'.,tr.,q§s shall have
The single ply q.a reaction of
3,.500# or less. Attach prefabricated, jack :8cab:truss. with. two. rows of 0.128"x3ff"GUn Nails atT
-..---,.,,.O,.C..pipe_rbW.,.stagger'e'd_l":(See Figure I belbW). P16as&.fef&161he SihipsonStrong Tie Catalog 0-0'
2Q1,9j-page 21 rig iel:ior more information..
Figure 1
For-4 single- p Iy,,&d ierthat requires woo dblooking to,bdhiOYe.,,*fUIl design load value for flap -mounted
the. sjng1q::pIy girder with the: -an 'hang.Qr,�-aftach. one wood.. block to he face of h esamesize _d
grade..;as-the' bottom. chbtd', Of'the. single. ply girder. Thie.--Wodd: block length to. be such that -*the --wood
blockihg -extends to each adjacent panel p6oihts:(websAh'd bottom .chord intersections):. Attach wood
blo,ck: -rows.-of 6.1 28', x3. 9' Oun Nails per:row,,staggstaggered,e 3.0"* applied to. the
6760'Forum Drive Suite 905, Orlan.d.q; FL. 32821 --(OQP) 621-9100'863.,42278685
,wwwApirleitm,com
1.
'
ALPINE
^
single ply.,girder facej with-pri additional (.2.*Q) 0, 1.2WOU` Gun " Nails at:each- pan6i ppirif appfied-lo the,
,-d--.-^ '=,-61 _for .._--'-_.--_..
_ _ __... ... .... ... .... ......... _......... _______________________________ _
The of- pWabftated kaok scabt��§ofor\�oud���rl�oc�' '�r`��md .t� fbU
deahxn knad�value for ' ngqrs Muat the. hardware manu
Ail 6ddie-'-and brid: distances,
and' f or ' all naU must be sufficient to 6f
If I can.beofanyfurtbeF assistance,or if you'h.1ve anyquestions. please7give (me a '
'
'Ghief Engineer,
Oelandoi FL
STATE
NAL
6750P6�U��Ohv� ��obdo`FL����1- �W�90-(863)4-22'8685
ALPINE
A"qWCOM-PANY
April 261-:2019-
Mr. Bob Michaelis
CarpenterCohtractors of.America, Ind.
39O.0 Avenue G:; NorthwestWinter Haven, FL 33860-6201:
Dea.r. Bob,.
Re- Stro'nobabk bridging'. -on fbibf trusse$.
I understand -there is some. concern over our recommendations f6rstrorigback. bridging ' on, : 'roof'tru' sses,
'Stron quIremen
goAck bridging for roof trusses is not.,?:.req4jreMent of:A.roN.SkTP-c! 2014nor is i ' t* are tof -the,
Building Component -Safety' InfotmatiInformation(13C.S.1), .But stngbak. bridging!' '66 roof- trusses is
recommended.. ck .,by. Carpehte� Cohtrddtdet of. Am66 : a-Str.6nigba bridging serVe"stheJoil in
_-9-w .g,,twp
functions:.'
One—bfidging aligns the bottom chords. after they are- set -so t.b,ev are uniform along the e
line and .h&ipswith ***:*c"e.ili*'ng'serv.ibO'cib.ility.
Twoj bridging reduces r6fativ& deflection of adjAbe'fit-trUss6s.,
Strongback bridgingJAo6s: not: prevent or reduce overall indiVidual deflection, especially -an
y' roof truss6§,
pfl_eqtj_g. rn
fhIn.j(T-I c-11
Strpngbaqk- bridging in roof. trusses does not serve As feftiobiary:.o e. perm
anent bracing and is; not'
.intended td..di.§tribute. or share design loads, -between truss.es. Consequently, no design loads 'have:
-been accounted for -With this. detail and continuous s'trdhgback.bHdgihg shdUldnot bd. att*6
ached between-
cofriftion And girder trusses.. The use :of strongback . .;ridging shall not. `interfere with other
erdesi
gn
cbnsideraii6nis Is specified :by the Filgiheer'of Record or the Building: Designer.
The outer ends of the strongback bridging Shall 'be. attached. to a wall .:or anoftr:secure end.-res- or
trWnt,
a.s..specified.by th6 Engineer d Record or.thd Bu*ildin9.D6§Jjh&r.
Str6nig*back- bridging -shall. be -'a minimum of M borhimf lUmb6r, oriented with the d'
epth Vertical:. Attach
with f6d common nails.'(0A6ZX3.S1 nails 4t_ each intersecting rhemb&. 'When -extending the
s gbatk bridging overlap by at.a.minimpm t n k bridling:
trdn -of two trusses.. The-loca iol of. fbQ.. strongbac : n gjng.�
maybe be specified�by*-the.Tru§s Manufacturer,. Engineer Building De§i�ii*e'r,-F5l.otis"*-tef6e-t'o-
Y. e
SCSI "Strangbatking Provisions" or to A Mokjgmi:4 d f6 - i
.... . pin , e.. etallformorein information. The. grqphid�
shoWh -(Figure-. 1) is for -gen.6r1c:ilWtrativ0 purpose only.
,6750 Fbrum DriveSuite 305, Qr%ndo, -FL 3282I.- (800)521_9790 (863) 422-8685
ALPINE
%lot
Figure -I..
If I.t*in bb of any furthbt assistance' or "if have: -.any questions,* ple.ase.give. rrie a call
Willi6ft H..,Knck- O.:E.
STATE,0
Chief'Engiheer
0 1
RIeK
S
Alpine an ITW.:Company
Engineerin 6pa"irtmie
g-*D n-t
-Ofla:n.do:,. FL 3282.1.
N A-1-
676.01 - Forum Drive S'ujte,366, Cd6rido; FL 32821 (800). 521'-9.790'- (863)422-8685'
www,a1PihjE4 .COrr1i
STRONG -BACK. 'RIDGING RECOMMENDATIONS
BUTT
0- All . sc6b-.on blocks shall: b.ew (x minimum.
STRONGBACK
BRIDGING TOGETHER
Stress gt7i;decl -lumber-,:,'
-AW_'.-_,stronqback 13r1dq1hg .and bracing 'shalt be:
6 61 CI'(uHbe;r.,'
•mInhum 2 'st,re�$Sr grq.e.
0�--The. purpo�. of strondb.ack- brlclglhg Is, to.
ATTACH SCAB WITH* 10d:BDX�GUN
deve6p 'too. -cl sharing e d" ldUdA
ar g between V. trusses,:
:41 P_x6- Ca,tpa,xav). NAILS IN- ROWS.Af
SCAB .6' D.C.
resiLit' t1no In -an b-�&r4Lt .1n&0as,e In the
NOTE, :IN LIEU.'DF- SPLICING AS SHOWN,
45S- oP':the.'floor s.ystek
LAP*1TRaNGBACK-'RRIDGING MEMBERS-
F13R:A r'*LEAST 13NE TRUSS,;SPACING
a r . g ng; p 's
st?.,ongb c'� b 161*1 -1 0 ItlohOcl. As --s�,hii.�Yfjh In
S.T.-REINGBA:CK BRIDGING' -SPLICE DETAIL i.
di-ta'lls, Is recommended .at' 101 =01'.o*.C' Kmax;>
NOTD Details 1'. and R.-arIP the ;PrPfgrreb1 attwthmenit meithbds'®The
terms 'brIb1b1h.9' and 'bracing' 'are sometimes
ATTACH-STR13NGBACK TO
WEB W,, 10d:COMMON
takeni:�used
mistakenly'
-Y`-Interchange�abty` "'Bracing'Is..'an
.(3)
re�Ulrqmeht of y floor
'io'.-
—rDM.4'28fx&D'),. NAILS
or roof em.
t Refer +kL.;: Trus5. 8igh
-Dr.g*Ing- (TDD) for 'the.'.bracing r for
each
a. h In.d1V1c1C4,PA truss cQmporieni. "BrICI*qlng',f
o
particuLckr�ly g
bac 'stron k'abrIcIging' :Is:Is..
Q:
rec6.mmizncIQtjdh fo . a -truss system -to help
r
control .Vibroctiot). In: adblition;. to aiding. An. the:
distribution of point' loads between adjacenttruss.
-strongback bridging servesto reduce
Na.,
qTS
-d
M P*'s)
14 Mkiw
a *w
:MDNGDA4k BkI-b61NQ- ATTAbHmENT. ALTERNATIVES
ANtTW4MMMW w!orcr,ill#1 A41/74 �Ih►;
hstihw — -.7
.A argil' a ihw, Ck-&*Q' ce'cavlw V= O_FtbV Of drOWkigs. hd=US; DiCCOPUMW OP PrOP029kVial
137Z1fj1viipoADdva
)� tw TM. SkAt6" aM usk 0-*Q
P_ Amarm.Vstaz
Situ 200
MaqlandMelghfa.M063043 :J'oe sore brFofnnWn ser:iNs: Jeb's o'^c'al :rwfis pope an0 these self sH�a .
ALPINENO sssJwafeory
bounce. .or r.-eslau. a v.l.bdtlb.
n 'r0sulting, from
moving point Ibqcsj:such as footsteps.
The Performance of all floor sy
stems -are
enhianceci .y b '(bh 6oft.ir6nq4cL'cjk-
the. Im t. alliat
brIcIgIng and therefore is. s'troi'
n9ty recommended
by Alpine,
For aaclltion6t In'f.drma-tidh il�e'cjqr�dlng. strongbo
, bridgingrefeir"P t'.. ]3CSI, (Building
ulcling Component
'Safety'Information).
W1 ry
IV4'ni
LC PSF REF
N6. T0861. T z DL zPSF -DATE.
A
IIRWG C M PSF
PSF
ETA F, - ' ...: '. L - '
D, PSF
FAC..
lip P, I A
V
-TH fib!' �'G0A .Aral— BE RL.AC -CYN 4 QA'. ci@J s'G ,. Sti 1AINa
'.. t `4C hf t 1 i ':l? 1 '."rC ::lD i? ' -'F , p '.�• 9—,STAti��iTCN. MATCAIAL.-
r� E� 4k �a 6 �' d ` z-g C., v ov a �' .h9 M
F 'AST 2-TRUISM
[ CM! 24� -APPROP�i'TA' ,T� i .d t QA ::i 1 F B.A, PLATES Atlqa.�
txiit SrrF% 'Yl r t� 11(�� .. ..., N x SHtl rt 4'. t T i�ti� 0M -A
lip.p°R:;i,d,' `�.. A7 gEALL. �tfC�F tlilLZtl d,,
ar.lsnr #�4iN.F�ps�'�'Sf!'!7aitcr if '.'F114'1'DSi. At
71
Tani
L-H
. z .
- .: ;. �:►"^ x++•L'.�'�}""�"'�.:a.i:�c � u R� . _ _ _ own.wml.w4�"T1 r�_.�T'r:Fr•'---.-� wrwi�•7•��i�. - - _ _ _ _ .
• ' _. , . , ]�•--4 ,fir•
JMl
:
VALE
ALP
LIXEL,��.'E. EE
...
' •r�'.�it �' r..�i' i-i r'--1 z'.''.':i. Cal
. aki-ji; "'TAIL
RE
Cracked or Broken
This drawing specifies repairs for a truss with broken chard
or web member,
This design Is valid only for single ply trusses with 2x4 or
2x6 broken members, No more than one break per chord panel
and no more than two breaks per truss are allowed,
Contact the truss manufacturer for any repairs that do not
comply with this de -tall.
(B) = Damaged area, 12' max length of damaged section
(L) = Minimum nailing distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member. Apply one scab per face,
Minimum side member lengths) = (2)(L) + (B)
Scab member length (S) must be within the broken panel, f
Nall Into 2x4 members using two (2) rows at 4' o.c., rows stagggered;
Nall. Into 2x6 members using three (3) rows at 4e ac., rows stagger`•,ed.
Nail using 10d box or gun nails (0.1281x3', min) Into each side member;
The maximum permitted lumber gradR for -use with this
de -tall Is limited to Visual grade #l1 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,
s•
L ! r- L
41 �Typlcal
+ 0 + o + o' + 0
0 + 0 + o + 0 +
Ss
t gger
+ = Back Face lad Box (0.128' x 3', min) Nailsi
o = Front Face 2x6 Mermiber, - Double
Row Staggered
Nail Spacing Detail
Mernber Repair Detall
Load Duration = 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#
1055#
1495#
1745#
Web or, Chord
2x6
1465#
1585#
2245#
2620#
Web or Chhord
2x4
30'
1910#
1960#
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36,
2470#
2530#
2930#
3210#
Web or Chord
2x6
1 3539
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
43954
4500#
5225#
5725#
Web or Chord
2x4
'4 B'
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
1 5280#
6095#
6660#
� $UNnun H I I ,
L Dlctonea `
Hlntnun
L Db:tnnee
e
ON NCLUDINN(i�T$OiI
-rig, RAVING O
REF MEMBER REPAIR
AALLL"0WRACTORRt IINSTALLERS,
NOWORTANTswA MUM
DATE 10/01/14
incases require awtreme care in Fabricating, ha daft, shlpp,o Install and braeln0. Refer to and
follow tin laist edition at 3CS1 OJIdMp Coroonent Safety 1n(ernaticn,'by TPI and SHCAf for safrty
!
pgrroa282 prior to performing those functions. Installers shall provkM .tenporory �braeho par 1CSL
unlinoted otwrolea, top chord shall how properly attached stricta;r•al sMatlMng and bottom chard
DRWG REPCHRD1014
w
n r—�
QI I I lJ l�
L_ !�
shall $love a properly attac$Rd rrold a•1lInr�o., Laeatlons shown For prrmonent lateral rostrolnt of webs
shall have bracmg hstalied per SCSI wet'ifar+s 13. 17 or 330, aw aPtucabl►. ry platys to each face
of truss and posltlen as shown above and an the Jolni Detols, W Is$ h0taaaC btMrvlso
Rehr to dratlnoi 1e0A-2 far standord plat- positim4
AN r1W�MP+"NY
Alpine, a dNblon of ITV 7uAdMC Components grow Inc, shall not be responslble for o davlataxh Fran
SNs drawing, any (allure to build the truss In aanformancr with ANSI/TPT 1, or for handd 9. sNPPhO,
.
'
hLtallallon I.'bradng of trwsrea.
A seal•on this drawk* or D5over pope Usthg this drewFp, Mdcatas oeceptanes of profasslonal
an0trrariw n,po,•nibik ., ad,lY for the dralan sMwn. Tha =Atohllty and use of tNs drasFy
any siruetu°, Is tin rnpane> icy oP iFx DJkMp D&Svm*r IR Per ANSPI I Sect.
'
,
I
S
SPACING 24,0' MAX
133ag Lakefropl Wyefor
EadhcKy.M00304s
far non Infornailon see tins? Jab'? general note? ppopoe 04 these rob CUSP
ALPINE www,►I neltw,eonl TPli vee.tpinat,orgl SIG, vvw,sbclnductrynro, 106 wwWUsafamrg
.
\ '
04.
AXIVA
ind
i.:
Face -Mount Hangers - I -Joists, Glulam and SCL
• These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
Carved.
,Dirriensions ''•
'Fas'teners
Allowable Loads
,,Actual
Member
(in,)
(in.)
- Joi5t .;
. :Model
Min./
:! DFlSP, ""'''
SPF/HF
Code
Size:
No
E
y Web
Max
,
Species Header A
"
Species Header r
-Ref:;
(m)
_
-6Siiff
W
H
B
Face
Joist
Fri
Regd
Uplift°
Floor Snow;
Roof
Floor
.Snow
(i60)
(1100), ill,5
"(125)
(100}
(115) ,,(125);
Min.
(14) 0.148 x 3
-
70
1,660 1,805
1,805
1,425
1 1,555
11,555
IUS2.56/16
-
2%
16
2
Max.
(16) 0.148 x 3
-
70
1,805 1,805
1,805
1,555
1,555
1.555
21/z x 16
MIU2.56/16
-
29/16
151AG
21/z
-
(24) 0.162 x 31/z
(2) 0.148 x 11/z
230
3,455 3,920
4,045
2,970
3,370
3,480
U314
✓
29A6
101/z
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11h"
970
1,945 2,205
2,375
1,675
1,895
2,045
HU316 / HUC316
✓
TA- .
141/e
21h
-
(20) 0.162 x 31/z
(8) 0.148 x 11h
1,515
2,975 3,360
3,610
2,565
2,895
3,110
C.
MIU2.56/18
- ;
29%i6
177/16'
21/z
`=
' (26) 0162 x 31/z
'(2) 0.148 x 1'1/z `
23Q "
3.745 4,045'4,045
3,220'
3;480
, , 80
LA
21h x 18
HU316 / HUC316, :_
✓°
2946
}. '14
21h
s;-
". (20)q;162 x.311z.'
. ,(8) 0148 xyJ'1h",
,1515
.2;975 3,36{3
3,610,1"2565
j 2;895
3,110"'
21h x 20
MIU2.56/20
-
29ti6
197H6
21h
-
(28) 0.162 x 31/z
(2) 0.148 x 11h
230
4,030 4,060
4,060
3,465
3,49513,495
21h x 22
26,
MIU2-56/20 "
✓
21'J
2_
1611,
a (1 '0.148 x1-
2
0)4,06
3,465
3495to
3,495
L
29/16 X 91/4
to 26
21A6" wide joists use the same hangers as 21/z" wide joists and have the same bads.
MIU31219
-
p 3t(a
" _ 91h6�
,21/a=
,=
(16) t1162
230
2z305
2,615�
2 820
1;080"
2,245
L2;425=
3x91/z
.HU210-2 f HUC2iD�-2 -
✓ "
3%
8t3ha,
21/ -Max.'=
(18)-0;162"z 31h
(10) 0;148 x 3 =`,;
fft 5"
2,680
"3,020'
3,25012,30512,605
2,800=
IBC,
MIU3.12/11
-
31/8
11'/a
21/z
-
(20) 0.162 x 31/2
(2) 0.148 x 11/z
230
2,880
3,135
3,135
2,475
2,695
12,695
FL,
3 x 117/e
HU212=2 PHUC212--2 '
"
"• "✓
31/9
101A6
21/z
Max.
(22) 0.162 x 31/i,
(10),OJ48 x-3-
-1,795
3,275
3,695
3,970
Z820
,180-
3,425-
_LA-
' w
'HU3.25/171 HUC3.25/12
o- " "
."
31/4
113/4z
21/z
"-
(24),OJ 62 z 31/z.
- (12) 0148 x 3 " '
_ , 5
31,570
4,030,
4,335
3,075
3-470
,3,735'
HU3 25/16 l
Min
; (20) 0162131/2
{8)'014$ x 3
1515
2;975'
:3,360
3 610
2,560
2,890'
3,105.
.
tlUC3 25/j6 :,
31/4
131�
2M'
:
, `,
Max.
(26) 0162 x 31/z .
(12) 0148,x 3 :
17 5
3;870
4,365
4,695
3,330
V55
A,040!,
-
31A glularn
HUG0210-2 SDS
•
31�a
9
3
-
(12)1/4," x UP SDS:
(6)"/a" x 21h"SDS-
.z >'
4,a1a
9: �1a j
1,"_1F
3,£ ts0
710
> 710
FL
4=
" (46) 0.162 z 311z`,
(16) 0.162 x 311z
4 095
9,100
9,100.9,100
7,825 "l
7,825
7825'
IBC,
"'
HrI KA �0Ff1�' - <,
.
-; . .- -
E n1/
S ""7n5/
"' 4
.-.
(RFYn'IF9 v 41% :
i�f i n yr,,) v I1/ .
5 llan
:Q dn(1'.
"a anvil
a dnn
i A.:f1RF
A nAF
I A nAFI.
FL
HHU846 - 3% 51/a 3 - (14) 0.162 x 31/z (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 2,395 2,715 2,930
31/z x 51/a HGUS46 • - 35/a 47/ta 1 4 1 - 1 (20) 0.162 x 31/z (8) 0.162 x 31/z 12,155 14,360 14,88515,230 13,750 14,20014,500
f -- �HUS48' .` � • ; - .3sh6 6t5li6,` �2 " -, (6):0.162 x 31h. (6) 0.1`62'x 31% 1a320 1i595 1,815 1,960 1 365 i 1;555 �:1,680i
IUS3.56/9.5
MIU3.56/9
U410
HUS410
31h x 91/z HHUS410
HU410/HUC410
HUCQ410-SDS
HGUS410
LGU3.63-SDS
MGU3.63-SDS
• •
-
/s`l
YV16�(3b)U1bGX
ih;`
- (1G)U.1bL"x3h""<;3,L3o
:(,4bU,
./,4bU'
1,4b0
"br4lS
b.415_E.b�4l�,'
• -
35/8
91/z
2
-
(10)"0.148 x 3
-
70
1,185
1,345
1,455
1,020
11,160
11,250
•
-
39ti6
81%16
21/z
-
(16) 0.162 x 31/z
(2) 0.148 x 11/z
210
2,305
2,615
2,820
1,980
2,245
2,425
•
✓
39/16
83/a
2
-
(14) 0.162 x 31h
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
1,965
2,120
•
-
39ti6
81-546
2
-
(8) 0.162 x 31/z
(8) 0.162 x 31/z
2,990
2,125
2,420
2,615
1,820
2,070
2,240
•
-
3%
9
3
-
(30) 0.162 x 31/z
(10) 0.162 x 31/z
3,565
5,635
6,380
6,445
4,845
5,486
5,545
•
✓
3%
8%
21h
-
(36) 0.162 x 31h
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
16,415
6,415
6,415
• •
-
39ti6
9
3
-
(12)114" x 21h" SDS
(6)114" x 21h" SDS
2,265
4,500
44.1500
4,500
3,240
3,240
3,240
•
-
3%
91M6
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
7,825
7,82 5
17,825
IBC,
•
-
3%
1 8 to 30
41h
-
(16)114" x 21h" SDS
(12)1/4" x 21/2" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
•
-
35/s
91/4 to 30
41/2
-
(24)1/4" x 21h" SDS
(16)'A" x 21/z" SDS
17,260
9,450
9,45019,450
6,805
6,80516,805
46 See footnotes on p.150.
Simpson Strong-TieO Wood Construction Connectors
Adjustable Truss Hangers
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
CSee Corrosion Information, pp.13-15.
v Installation:
tv
•: Use all specified fasteners; see General Notes. .
C The following installation methods may be used:
0
N •. Top -Flange -installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
t= Install top and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
cc- z - •the THA29, nails used for joist attachment- must -be driven eat an
O. angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half.of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 3/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be -filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
3W (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
Double -
Shear
Nailing
Top View
Double -Shear
Nailing
Side View;
Do not
bend tab
13/a° Tor
THAC422
for
422-2
426-2
THAC422
Face nails Top nails
per table per table
_.
13/i typical
21/2'torTHA422-2
and THA426-2
THA418
a q
� % c
11�
e
W 21i
THA29
Double 42 — 2 face nails
Use full table value (total)
Single 4><1 ' 4 top nails
See " � (totaq
nailertable , �'°i-
'Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of hea6
Dome Double -Shear
Nailing Side View
(Available on
some models)
Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
rypu:dr r mica
Top Flange Installation
er to
tnote 5
p.187
86
THA/THAC
Adjustable Truss Hangers (cont.)
0
101
These products are available with additional corrosion protection. For more information, see p.15.
i't�n- +�
1- 1
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 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 11h" nails- in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Joist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
18
•
(3
z
z
a
0
0
U
w
F7
c5
z
0
cc
m
z
0
2i
rn
N
m
O
U
U.
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers
`�FERFp
�G This product is preferable to similar connectors because
�+ of a) easier installation, b) higher loads, c) lower
v> a installed cost, or a combination of these features.
b`
T'ne double -shear hanger series, ranging from ti 3e fight -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovafi::a doubly shear nailing that distributes the load through
two points on each foist nail 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 ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
W 'NoT_de'sig_n6_J br.welded or nailer applications.
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
�Do
not bend tab
Dome Double -Shear
Nailing Side View
(Available on
Op
some models)
1°for 2Xs
11A for 4x's
0
m'
: H
mow/ B
LUS28
HHUS210-2
HGUS28-2
MUS28
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
Simpson Strong -Pee Wood Construction Connectors
0
Face -Mount Joist Hangers (cont.)
Mm: `
Model Heel`
No Height
f
6a ;
Dimensions (i(t.)-`-
Fasteners
W
t
H
g
Darrymg
Member
Carried
Member
Single 2x Sizes
18
19A
. 3'!a "
13/4 : -
3'
LOS26
`41/4,
` 1 s/ie ,
-' '43A
. 3, /4 "
- (4);0 148 x 3` J�
(4j 0:148 x 3
MUS26
411Aa
18
19tia
53A6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
45/ia
16
15/e
53/a
3
(14) 0.162 x 3'/2
(6) 0.162 x 31/2
H�US26 %
%
12 _'`
15/a„ ^
,, 5a/a
-,5
_(20) 0,162x 31h
"@)) P;162-x3Yz
LUS28'
, 43A6
18 " !
1IN
6%
', 13,K ;
- '(6) 61`48.z 3 '`
" {4)`01:98 x 3 < ?
MUS28
ru/
18
1 a/ia
6':'i6
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61h
16
15/a
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
HGUS28
M9 6
12
15/a
7Ye
5
(36) 0.162 x 31/2
(12) 0.162 x 31/2
1
7' a,
n1N
(8)0.148x3
{4)=Q148x3`;;
HUS21("
8-%
16
: 1la
(30)'0.162X31�,'
(10)0:162x31%i�
HGU8210j
8% -
12 "
15%
1. See table below for allowable loads.
`-Single-2k Sizes " -.-5".
These products are available with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
& with Strong -Drive® SD Connector screws.
See pp. 335-337 for more information.
1,165
865
1 990
1,070
1 1,355
1,165
1 935
1 1,070
1,150
1,475
865
1 635
725
1 785
1,000
1 IBC, FL,
9s :
.-7,295-
"° 1;480"
,1;560''
.'1.56t7 ,
• 9�Q "
" 1 405,
`."
1 so3
'I 60:
`Sir
' 955
1'090
1"-180
35i? ,
LA
1,320
2,735
3;095
3,235
3.235
1,320
2,960
3,280
3:280
3,280
1,150
2,350
2 660
2,780
2,78O
8iw. -
; .4,340
4,850:,
'5,110"
; 5,390, ,
, 87� _
- 4,6�0,
, 5 220 .
;"5, 0 v
-'5,390
;78Q ..
;3,225
3,61p .
3,B7p,"
3,985-;,',
IBC, FL
1,165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1,465
1,730
865
810
925
1,000
1,270
1.32t?=
1,73a
''1,975
2,125`'
2,255
1,3Z ;
,'1 8767,
7 ,135 ,,
2,255
° 2,2
1,7y{t
1,270y'
'" 1;4,55
1;575 -
"1,955 :
IBC, FL,
LA
1,760
4,095
4,095
-A.95
4;095
1,760
4,095
1 4;095
4,095
4,095
1 1.480
3,520
3,520
3,520
3,520
7,275•'
,7,275"
7,275
1, i .
,,r,t.,�.
"7.r;-
7,275
'7,275
1.325"
3,670-
''3,820
31915
4,250,
IBC, FL
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
'865
985
1,120
1,215
1,500
2A35
s,450,
5 '95.
5,8 Q
830
' 2635
5. 95 ,
S,780
'5;C30
° 5,830
2.220
2,33`
2A5s
2rS
2,8252,090
qCA
9,100
9,100
9:100
9,100
2,090
i):100
9,'v0
9,100
9,100
i,5";5
6,340
6:730
6:730
6,7:',(i
1. For dimensions and fastener information, see ,table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp. 98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45°
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 Ib.
• The joist must be bevel -cut to allow for double shear nailing
• HGUS - Skewed Seat
• HGUS hangers can be skewed. only to a maximum of 45°. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
' W > 6" Bevel cut 0.85 of table load 0.41 of table load
94
Acute
'side
apecuy angle
Top View HHUS Hanger
Skewed Right
Uoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
0
z
�Z
a
2
0
O
w
H
Z
0
O
0
0
N
a
0
N
0
Simpson Strong -Tie® Wood Construction Connectors
These products are available with For stainless Many of these products are approved for installation - - - -.
ED additional corrosion protection. steel fasteners, E with Strong -Drive° SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
SS
SS°
0
z
r
z
a
O
U
Ui
z
U)
z
0
CO
CO
0
N
0
0
U
U.
Double 2x Sizes
HHUS26-2 I 45/i6 1 14 1 35/is 1 5% 1 3 1 (14) 0.162 x 31/z 1 (6) 0.162 x 3?h 11.3.20 12,830 13,190 13,415 14,25011,135 12,435 12,745 12,935 13,655
HGUS26-2 4-116 1 12 3-51s 1 57/is 4 1 (20) 0.162 x 31/z (8) 0.162 x 31h. 12,155 4,340 4,850 5,170 15,575 11,855 13,730 14,170 14,445 14,795
IBC, FL,
LA
LUS210-2 06 18 31/a 9 2 (8) 0.162 x 31/z (6) 0.162 x 31/z 11,445 11,830 12,07512,245 12,830 1;245 11,575 11,785 11,930 12,435
HHUS210-2 i 83/s 14 35A6 87/e 3 (30) 0.162 x 31/a (10) 0.162 x 3'/z 3,550 5,705 6,435 6,485 6,485 3,335 4,905 5,340 5,060 5,190
HGUS210-2 8; 12 35tie 9ais 4 (46) 0.162 x 31h (16) 0.162 x 3'/z 1 4,095 9,100 1 9,100 1 9,100 1 9,100 3,520 7,460 7,825 17,825 7,825
Triple 2x Sizes
=(LU)U.',14Cx 3;/2
I-tiSl U.IUL C-3 %2
14033
4;J4U'
4,i5DU
;i /V
a,D/
'A;t1O3
'J,t
14,; IU
;4,44'J
4,!`J.7,`
IBC, FL,
HGUS28 3 '" '
'613Ac
12
415/i
71a
4"'
{36) 0.162 x,31/z
(12) 0:162 X 3'h
3 235
746Q
7 460
7460 `
7;460.
2,7$0
6 415
6,415
r$;47 �5
6,415
LA
HHUS210-3
'8a/s'
14
417/k
87A
3
(30) 0.162 x 31/z
(10) 0.162 x $'Iz
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
813/ia
12
1415,ie
91/4
4
(46) 0.162 x 31h
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
19,100
3,520
7,825
1 7,825
7,825
17,825
Quadruple 2x Sizes
npuam-4..% ayz . ,-. r�_ o�c; ona ., t _.l�uluao�;x�iz Ars),uao�x s:rz,. �1po;34u: 4aau _a,1ru o,ola �i,aoo 3,r3u; •4,lru,4ep; 4,hap IIBC, FL,
HGUS28-4 71/4 12 69/�s 7a/ia 4 (36) 0.162 x 31/z (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA
HHUS210-4 8a/s 14 61A 87/8 3 (30) 0.162 x 31/2 (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL
4x Sizes
IBC, FL, j
LA
IBC, FL
LUS48
4a/a
1 18
1 3a/ts
1 6a/a 1
2
1 (6) 0.162 x 31h 1
(4) 0.162 x 31/z 1
1,060
11,315
11,49011,61012,0301
910 11,130
11,280
11,38511,745
IBC, FL,
HUS48
6'/e
14
3'Ar,
7
2
(6) 0.162 x 3'h
(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
61/z
14
35/a
7IA
3
(22) 0.162 x 3'/z
(8) 0.162 x 3'h
1,760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
67/is
12
35/8
7'/is
4
(36) 0.162 x 3'/z
(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
HGUS412 107/is 12 1 3% 1064 1 (56) 0.162 X 3'/a 1 (20) 0.162 x 31/z 15,695 1 9:045 1 9,045 19,045 1 9,045 1 4:900 1 7,7180 1 1,780 71'780 7,780
HGUS414 117A. 1 12 1 35/a 127/a 1 4 1 (66) 0.162 x 31Iz 1 (22) 0.162 x 31h 5,695 10,125 10,125 10,125 10,125 4,900 1 8,190 8,190 1 8,190 8,190
Double 4x Sizes
IBC, F
LA
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 rimit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162' x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
' designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/s". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is'/s" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information. .
Material: 16 gauge
i Finish: Galvanized
v1ristallation:
_ Use all specified fasteners; see General Notes
CCan be installed filling round holes only, or filling
V round and triangle holes for maximum values
N See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
d
d • HTU may be skewed up to 671/2'. 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
dGm
Min. heel
height
per table
Typical HTU26
Minimum Nailing
Installation
HTU26
"/a"nick. gap tiei�en end`of`-`""
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
t Many of these products are approved for installation with Strong-Drivee
SD Connector screws. See pp. 335-337 for more information.
Standard Allowable Loads (1/8" Maximum Hanger Gap)
HTU28 (I
HTU28 (t
HTU210'
°HTU216-
HTUA-'2
.HTU26-2
HTU28-2
HTU28-2
HT112i0?
Single 2x Sizes
37/s 1 % 71A6 31/2 1 (26) 0.162 x 31/2 (14) 0.148 x 11/2
71/4 1 % 71A6 31/2 1 (26) 0.162 x 31/2 I (26) 0.148 x 11/2
Double 2x Sizes
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
}aYieit tigv1;111, `tiV'fU,' "I,JJJ L,JJV,-.: G�CI ill S? 1.�i �"fu IBC,
3,895 3,895 3%5 1,060 2,865 2,920 2,920 2,920 FL,
4,315 4,655 5,435 1735 3,285 3,710 4,005 4,675 1LA
37/s 1 3s/16 1 71/is 1.31/2 (26) 0.162 x 31/2 j (14) 0.148 x 3 1,530 3,820 1 4,310 4,310 14,310
71/4 1 3-A. 1 71/is 1 31/2 (26) 0.162 x 31/2 i (26) 0.148 x 3 3,485 3,820 1 4,315 4,655 1 5.825
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 %" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may fmit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Ties Connector Selectors software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
96 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. -
IBC,
FL,
LA
HTU
Face -Mount Truss Hanger-(cont.)
MMany of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
/11LdlIIdLtj IIISLdII&LIUlI IctUIC IUI ctllU LXU UdlIYlllly. MCIIIUCI
HTU26 (Min.) 3'/a (2) 2x4 (10) 0.162 x 3'/z (14) 0.148 x 1 1/z 925 ! 1,470 1 1,790 1,875 795 1,265 1,430 1 540 1,615
HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 3'/z (20) (3.148 x 11/z 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,510 1,910 IBC,
unr)A'rnn 1- �1i i1� a rirn :lane` i�` i��ln n❑ iei_=`'.1-aan' ')onn"; Kn) �`on�" iaok° o." aora' �,1ont`' �,�cz' FL, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
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 'A" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads 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.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/s" nails in the header and
reduce the allowable download to 0.70 of the table vabie. The allowable uplift is 100% of the table load.
8. Fasteners: Nail dimensions In the table are listed diameter by length. See pp. 21-22 for fastener information.
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/16" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W -dimension
is less than 25/15" at 100% of the table load. Specify as an W
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and Y<" x 21/4" Titen 2
screws (Model T TN2 25234H) fcr GFCMU. Follow all
installation instructions and use the loads from the saom
lumber or E,11p sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/1s"-diameter hole to the specified embedment
depth plus 1/2
• Alternatively, drill the 3/%'-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
z will reduce or eliminate the mechanical interlock of the
z threads with the base material and will reduce the anchor's
load capacity.
o Titen Installation Tool Kits are available. They include a
P 3/ie" drill bit and hex -head driver bit (Model TTNT01-R6);
o a 3/16" x 41/2" drill bit is also available (Model MDB18412).
t A minimum edge distance of 11/2" and minimum end distance
0 of 37/3" is required as shown in Figure 1 for full uplift load.
:5 • Where no uplift load is required, a minimum end distance
m of 11%i' is oermitted.
Codes: See p.12 for Code Reference Key Chart
m
b
N
U
U.
Concealed flanges
HUC410
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers (cont.)- -
These products are available with additional corrosion protection. For more information, see p.15.
�....,,
.
HU26
HU26X
(4)114 x 23/4
(4)114 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
HU2(6)✓4X23/a
-
i (6��%a,x-1344
(4)0148X1'�h
545
7500s,:
760
2;400
HU24-2
HUG24-2
(4)1/4 x 23/a
(4)1/4 x 13/a
(2) 0.148 x 3
380
1,000
380
1,545
(, HU26-2(Min) : `
HUC26 2
(8)1/4x23/4 ..
(8)1/ak-1314 .�
' (4) 0148 x3
760 ' '
2,,000 ' ,
" - 76,0
3,200
HU26;2_{Max)
HUC26 2
(12)'/a x 23/4, ,,.
(12)1/a x l3/a
;(6) 0.14$ x3
1,135,__3
000::
1;135
3 950
HU26-3 (Min.)
HUC26-3 (Min.)
(8)1/4 x 23/a
(8)1/4 x 11/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)1/4 x 23/a
(12)114 x 13/a
(6) 0.148 x 3
1,135
3,000
1,135
3,950
i i-(U28-2 {Max.}
;HUC28 2 (Max.} , ; °'
(14)114x 23/4, •
{14)'/a xA Y4
F(6) 0.148 x`3
1135,
3500
-1,135-
- , 9,920, ,
HU210
HU21OX
(8)1/4 x 23/a
(8)1/4 x 13/4
(4) 0.148 x 11/2
545
2,000
760
2,415
HU210-2 (Mini
NUC210-2 (Min,)" _
(14)1114 x 23/a =;
_ (14}
148,x 3
i35' 1,
3 500° •
..- i,135 _ r
4,920 ;
HU210 2 (Max:)
HUC210:-2 (Max.)
(18),11a x 23/a
(1$),1/a Xi♦ 3l4
(10) 0148 x3
1 800
4 500
11800
5 085
HU210-3 (Min.)
HUC210-3 (Min.)
(14)114 x 23/a
(14)1/4 x 13/a
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUG210-3 (Max.)
(18)1/4 x 23/4
(18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
,, 7HU212'
HU212X'
<,
'(10)1/d ,23l4 ,
(10)1I4 X 13/a
, -
(6) 0d48 x 1`111z '
1135
2,5Q0 "'
1,135
12 665
HU212-2 (Min.)
HUC212-2 Min.)
(
' 3
(16) /a x 2 /a
1
(16) /a x 13/4
(6) 0.148 x 3
1135
,
4000..
,
1,
,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22)1/4 x 23/4
(22)1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU212`.3 (Min:) `
HUC212-3 (Miri:) ,1
(16)'Ax`23/4
(1,6)'llax 3/a
(6) 0.148 z3
1135
4000 `i
1,135,
4 920
1U212-3 (Max.)
HU6212-3 (Max)
(22)1/4 x 231a
(22)1/a x 11/4
(10) 0:1'4 x 3
1,800
5 085 `'
1,800
5 085
-
HU214
HU214X
(12)1/4 x 23/4
(12)1/4 x 13/4
(6) 0.148 x 11/z
1,135
2,665
1,135
2,665
HUC214-2 (Min) ,.
(18} 1/q x 23/4 ..
(18)'%a,xgi Y'a
(8)e0148 X 3
7 515 ., -
4 500:
1515
5,085
HU214 2 (Max.),,:,,
HUC214 2 Max
24 1/a x 23/a
24 114 x 13/4
12 0.148 X 3
2 015
5 085
. _e
2 015
5,085:,
HU214-3 (Min.)
HUC214-3 (Min.)
(18)114 x 23/4
(18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)1/4 x 23/4
(24)114 x 13/a
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216,
HU216X
{1$)?/gx23/a„,(18)1/ax13/a
x1;1h,,
1,515_'�
2920_;
:-1,515920
HU216-2 (Min.)
HUG216-2 (Min.)
(2 0) 114 x 23/a
(20)114 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216 2 (Max.)
HUC216 2 (Max.)
(26)1/a x 21/a
(26)1/4 x 13/4
w-
(12) 0.148 x 3
2,015
5,085
2,015
5,085
j
HU7 (Min.)
(Not available)
(12)1/4 x 23/4
(12)1/4 x 13/a
(4) 0.148 x 11/z
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16)1/4 x 23/4
(16)1/a x 13/a
(8) 0.148 x 11/z
1,085
3,485
1,085
3,485
(Na#available),
{18j'/, x 2lh
{18} 1/4 X 11/a,.
{6) 0.148 x 11h
1,i35'r $
3;230:`1„'
1,135 .
3,230
HU11 (Min.)
(Not available)
(22)1/4 x 23/4
(22)1/4 x 13/4
(6) 0.148 x 11/2
1,135
3,230
1,135 1
3,230
HU11 (Max.)
(Not available)
(30)1/4 x 23/4
(30)14 x 13/a
(10) 0.148 x 11/2
1,445
3,735
1,445
3,735
HU14 {Mm:) ""
{Not available)
(28)114 X 2314
(28)1/4 x 1?/a
(8) 0~i,48 x 11/21
515
3,485
1,515
3,485
HU14�Max)
(Notavailablej(36}1%ax23/a
(36),'J4x1/4._
{1�l)0148x1�11s
2fl15
4245r;�2,015
"
.'�4245'ti
ti
z
z
d
0
0
U
F-
0
z
0
z
CO
a
C
0
N
m
N
U
ti
STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRUSSES
-SEE PLAN
UPLIFT/SHEAR ANC
SOFFIT/FASCIA- SEE ARCH.
W N
RIBBON BOARD -
N
SEE SCHEDULE
FOR SPACING d
IBBON BOARD- 5EE FASTENING TO w N
CHEDULE FOR SPACING 4 TRU55E5
ASTENING TO TRUSSES WALL SHEATHING -SEE PLAN
MIN. 15/32' CDX PLYWOOD OR
1/I6' OSB WITH 8d GUN NAILS
Y
(0.131' X 2 1/21) a 6' O.C. TO '
UPLIFT/SHEAR
GYP. CEILING -
EACH
RIBBON BOARDS VTR"S-
NCHOR EACH SEE PLULE
EACH TRUSS -SEE B/SKI SEE PLAN SEE PLAN
PLAN DO NOT FASTEN RIBBON BOARD
NOTE: ADD'L FRAMING NOT INTO END GRAIN OF ROOF TRU55 ASONRY WALL -
SHOWN FOR CLARITY BOTTOM CHORD EE PLAN
RAISED HEEL TRUSS BEARING A RAISED HEEL TRUSS BEARING E3
SCALE, NTs11 SKI SCALE, FITS SKI
RIBBON SCHEDULE;
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(Vasd=128 MPH)
(2) 12d GUN (0.131' X 3')
EXP. B,
2 �4 5PF2
24'
TO EACH TRUSS, (4)
ENCLOSED
NAILS AT JOINTS
Vult=180 MPN
(VasXP. MPH)
(2) 12d GUN (0.131' X 37
E
EXP. G,
2X4 5PF2
16,
TO EACH TRU55, (4)
ENCLOSED
I
NAILS AT JOINTS
VI
tie
O
U
<<Z8
Z E 0
0 La
wQ«
W , p d
I— o
�w
w z
(L 3
Q
U
u
W � .
i7 �N
m� s
W
SHEET TITLE:
WBBON OEINLfCR
FIJSia HFF1 P O�G iR1155E5
MEET INFORMATION:
Deno_
ulE issuEo: u.oe.Ia
iENE1vfDBY;
SK. l
oil,
aaa�a�aaaaaaa■aaa�aaaaau
0
A, L
AN l:flW6vPANY.
January lGi2U20'
Carpenter Contractors dfAln6ri"cd, Inc..
390 O,AVjenoe`
Winterffiv6n FL-3 8G=-6
De.ar'Matt:
It..',ha§ Cometo my attention that -some questions were raised concerning 5diameter
(wide fac6lofsys42gable end trusses r. trpsS-P,St, Allow
iliread'edrods ti8�ed,for "tie ,downs '"If,the'S'e:g4b]een,ds.are,,over-,continuous support:
t,-�.J i h 0 hul"I sheathed 'tfa the 61,C -wj
a a are ddII6d.Ah6uM&,zent de
face l Q A, anagin Any"h'ectdi'pbbes,Orver w
webs.,no :repair is redired.Theirusswil supports: offtobf1b d,,ah&ndadditional
1.0014,
If you have any questions please give me a:call,,
5ilfcerelv.
Y
'675,0f6r-um Or,i,V,e,i S04006.i, Orlando, FL 3282.1- (OQQ) 521-9790,--,.(863)422--,8685
WW"Ipi I np*cp,m.;
0
Ths dDc€ mnt has been electoMc* signed
and Spieled Wng a otolt swet e. Riw d
gibs m tttod an otxgino4 silo nwstbe
verMed usingthe Oltgl 0 electonC Vermon.
}�ye►eu�t►�.�y�
¢� COA #0 278
..... 03/10/2021
` * "S,,i Z
r`
No. 70 ,
STAVE
-00
� �
jy111t�`y y"
ALPINE
ANITWCOMPANY'
Alpine, an Ii1N Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone:(800)755-6001
www.alpineitw.com
U
1,alte'Infbr>natio+�,
-
Pa a 1:
Customer.- Carpenter Contractors of America
Job Number.• N334501
Job be-sc ' ttion�70.51320 ,182EC,E ,02H ,R101 / 1828/CAL1/4EBB ELEV.C,E
Adaress-
Job En tneer n Criteria:
Design Code.' FBC 7th Ed. 2020 Res
IntelliVIEW Version: 20.02.00A
JRef'#: 1 X3L89750075
Wind Standard. ASCE 7-16 Wind Speed (mph). 160
Design Loading (psf): 37.00
Building Type: Closed
This package contains general notes pages, 33 truss drawing(s) and 4 detail(s).
Item
Qrawing Writber
Truss
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
069.21.1302,21436
A10
13
069.211302.22124
All
15
069.21.1302.23499
A14G
17
069.21.1302.21516
A16'
19
0%21.1302.22625
C1GE.
21
069.21.1302.23047
D2
23
069:21.1302.23000
V8
25
069.21.1302.21766
EJ7
27
069.21.1302.223.11
EJ3'
29
069,211302.21609
CJ3
.31
069.21.1302.22577
CJ1A
33
069.21.1302.22843
HJ3
3i 5
+37
GBLLETIN0118
VALTN160.118
item
Drawing,Number
'Truss
2
069.21.1302.22812
A1A
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
Al2
14
069.21.1302.21781
A13
1.6
069.21.1302.22421
A15
18
069.21.1302.23311
B1'GE
20
069.21.1302:23155
Dl
22
069.21.1302.22468
MG
24
069.21.1302.22405
V4
26 -
069-21,1302.23405
EJ7A
28
069,21.1302 21983
CJ5
30
069,21.1302,22407
CJ1
32
069.21.1302.21890
HJ7
34
A16015ENC160118
36
VAL180160118
" Fiarida Certificate of Product Approval #FL1999
Printed 3/10l2021 154:46 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,
41
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. oro.
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/defi = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).'
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1.
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
"2. ICC: International Code Council; www.iccsafe.orq.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
'4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 2496711 COMN Ply: 1
FROM: RWM Qty: 11
6'1"7
6'1"7
Job Number: N334501
,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
Truss Label: Al
12'11"15 19,10" 26'8"1
6'10"8 6101 610"l
=5X5
E
39,8"
10'
T 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 ft
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 It
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 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min:). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
91101,
Cust: R 8975 JRef:1X3L89750075 T10 /
DrwNo: 069.21.1302.22266
SSB / YK 03/10/2021
33'6"9 39,8"
6'10"8 6-17
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.222 K 999 360
VERT(CL): 0.385 K 999 240
HORZ(LL): 0.081 J - -
HORZ(TL): 0.140 J
Creep Factor: 2.0
Max TC CSI: 0.617
Max BC CSI: 0.882
Max Web CSI: 0.457
VIEW Ver: 20.02.00A.1020.20
03/10/2021
10, 1'
39,81,
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1711 /- /- /961 /309 /444
H 1711 /- /- /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1490 - 3155 E - F 1130 - 2029
C - D 1366 - 2875 F - G 1366 - 2875
D - E 1130 - 2029 G - H 1490 - 3155
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2759 -1207 K - J 2278 - 858
L - K 2278 - 879 J- H 2759 -1186
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 541 -134 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, 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 �ropg% attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracinp installed per BCSI sections 63, B7 or 610,
as applicabgle. 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$QComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the p woo..
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibilit solely or the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TA 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: 249704 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T25 /
FROM: ALS Qty: 1 ,7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22812
Truss Label: AlA SSB / WHK 0311012021
T112 12' 17'1"12 19'10" 23'8"
T11"2 4'0"14 5'1"12 2VA 3'10"
=6X6
F
39'8"
31'8"14 + 39'8"
60"14 T11"
�1' 8'11 39"3 2'1'12 3' + 8'8„7'11"5 '(1�
B'1"1 11'10"4 14' 17' 23'8" 31'8"11 39'8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; 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.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
Defl/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
EW Ver: 20.02.00A.1020.20
o
b
�8'8"
♦ 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 - I 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, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building —
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin 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 A LPI N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. -
Alpine, adivision of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawingor cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional encLsneering responsibilittyy solelyor the design shown. The suitability and use of This
drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 249705 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 Ts /
FROM: RWM Qty: 1 ' A5/320 ,182EC,E ,02H ,R101 / 18281CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22015
Truss Label: A2 SSB / WHK 03/1012021
6'1 "7
6'1"7
12'6"16 19' '1 20'8" 27'1"l
6'S"8 1'8'. 6'51
�1'. 10,
T 10,
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
:5M5�5X5
E F
39'8"
9.10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.172 L 999 360
VERT(CL): 0.321 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K
Creep Factor: 2.0
Max TC CSI: 0.480
Max BC CSI: 0.747
Max Web CSI: 0.625
Ver: 20.02.00A.1020.20
33'6"9 39'8"
6'5"8 6'1"7
10' 1'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /963 /310 /427
1 1556 /- /- /963 /310 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
I Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - 1 1542 - 2800
E-F '1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1262 L - K 2030 - 937
M - L 2030 - 957 K - 1 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
M - D
508 -119
L - F
548 - 356
D - L
521 - 683
L - G
521 - 683
E - L
548 - 356
G - K
508 -119
"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 satPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join 9Details, 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 ANMCOMPANY
truss in conformance with ANSI/ 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 encLsneering responsibilittvy solely -for the design shown. The suitabilil9y and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIlfPI 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: 249706 / HIPS Ply: 1 Job Number: N334501 Cusl: R 8975 JRefAX3L89750075 T22 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,R,01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21421
Truss Label: A3 �SSB / WHK 03/10/2021
67 12'0""15 I 2'71'71"
1 55317"17
6'11 19 1 "2
� 10
10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 It
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
;5X5 =5X5
E F
39'8"
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
9'10"
:: 29'0
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.171 L 999 360
VERT(CL): 0.319 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.124 K
Creep Factor: 2.0
Max TC CSI: 0.408
Max BC CSI: 0.748
Max Web CSI: 0.485
Ver: 20.02.00A.1020.20
• ,rjr
�A.
fy�i
e° dim. C�8 i
°
AT
CONQ
03/10/2021
33'6"9 39'8"
611 "9 6'1 "7
10, 1'
39'8"�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /965 /312 /407
1 1556 /- /- /965 /312 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
I Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1608 - 2796 F - G 1252 -1794
C - D 1497 - 2523 G - H 1498 - 2523
D - E 1252 -1794 H - 1 1609 - 2796
E - F 1245 -1635
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2439 -1329 L - K 2064 -1027
M - L 2064 -1048 K - 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
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI/ PI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing.this drawingp indicates acceptance of professional engineering responsibili{� solely or the design shown. The suitabili y and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec. 2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org• SBCA: sbcindustry.com; ICC: iccsafe org; AWC• awc org Orlando FL, 32821
SEQN: 249707 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRefAX3L89750075 T8 /
FROM: RWM Qty: 1 7A51320 ,182EC,E ,02H ,RIo1 / 1828/CALI/4EBB ELEV.C,E DrMJo: 069.21.1302.22267
Truss Label: A4 �SSB / WHK 03110/2021
7'10"14 17' 22'8"
7'10"14 9' 1 "2 5'8"
555X5 =5X5
D E
39'8"
31'9"2 39'8"
9'1"2 + 7'1014
V
M
m
1' + 10, 9110" 91101, 10' +1'�
10, r 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(L•L): 0.149 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.279 J 999 240 B 1552 /- /- /965 /318 /386
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.060 1 - - G 1552 /- /- /965 /318 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.112 1 Wind reactions based on MWFRS
Mean Height: 15.00 ft BuildingB Br Width = 8.0 Min Re 1.8
NCBCLL: 10.00 TCDL: 4.2 psf Code: Creep Factor: 2.0 9 q =
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.760 G in g Width = 8.0 Min Req = 1.8
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.755 Bearings B & G are i rigid surface.
MWFRS Parallel Dist: h to 2h 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 9.00 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 1673 -2755 E - F 1699 -2561
C - D 1698 - 2561 F - G 1674 - 2755
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1352 -1728
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
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 2393 -1373 J - 1 1695 - 842
be equally spaced. Attach with (2) 8d Box or Gun K - J 1695 -863 1 - G 2393 -1352
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 498 -448 E - I 770 -435
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web K - D 770 -435 I - F 498 448
member. Attach with 0.128x3" gun nails @ 6" oc. 0,Nj�i`tltt4irlltlirjr�
Fpd/f
Wind `�, H.
Wind loads based on MWFRS with additional C&C
member design. �'� �a •�` 4�° + !� <w
Wind loading based on both gable and hip roof types. a° '
aY 4
e
a e 4
r ayr O ° t2
COA� t t1 BL oiv�`
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached d id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANR COWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinccl1 of trusses. A seal on this drawin or cover paqa 675o Forum Drive
listing this drawing indicates acceptance of professional en meering responsibility solely -for the -design shown. The suitability and use oflftis
drawing for any structure is the responsibility of the Building�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: 2497081 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 1 WHK 03/10/2021
160"l 23'7"15 33'6"9 39'8"
9' 10"10 7714 91101,10
6X6 ; 6X6
D E
T2
6 12 T4
-5X5
Eo ,5X5 F
C p
W
W1
B G
A
15 H �8'8"
=4X6(A2) -5X5 =5X5 =5X5 =4X6(A2)
39'8"
10' 9'10" 9.10" 10,
+1'�
I
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): 0.156 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 l713 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.119 1 Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Br g Wi dth = 8.0 Min Req = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 G Brg Width = 8.0 Min Req = 1.8
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.745 Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.485
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1841 - 2852 E - F 1665 - 2513
C - D 1665 - 2513 F - G 1841 - 2852
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1456 -1829
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - K 2505 -1555 J - 1 1780 - 984
member design. K - J 1780 -1005 1 - 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 - 1 617 - 249
K - D 617 - 248 1 - F 512 - 469
��;itill{�Plgftdlo fr
ro PAS✓
r..r.
0®
a ~
r °g 9
p
7,08
0
..
0 �
e
Y s
a
0 yyq q{
b
�® W 0 Mom,
9 s
O
TTQR ® �i
tl�®4yi
Q!@�oQtftl,'���jL�4.�,p}e
COA
S meni
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI
an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per. BCSI: Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a
properly
attached rigid ceilin Locations shown for lermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply to each face o truss Join Details, Refer
Oates and position as shown above and on the unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
to ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the ANO COMVAW
truss in ANSI 1, for handling,
conformance with or shipping,. installation and bracinclof trusses. A seal on this drawmg or cover pa a 6750 Forum Drive
listing this drawing -indicates acceptance of professional engineering responsibilitt%y solely -for the design shown. The suitability and use of this - Suite 305
drawing for any sgructure is the responsibility of the Building -Designer ANSI/TP1 1 Sec.2.
per
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 249709 / HIPS
Ply: 1
umber: N334501
Cust: R 8975 JRef:1X3L89750075 T7 /
FROM: RWM
Oty: 1
F,71A5/220182EC,E 02H,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.21406
�SSB
Label: A6
/ WHK 03/10/2021
7'10"14 15' 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
liz5F5
o C
r`
i0
W 20
W1
B
A
G
t_e
M
H 8"
4X6(A2) = 5X5 = 5X5 = 5X5 =4X6(A2)
39'8"
�1' 10' 9'10" 9'10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA - PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240
B 1552 /- /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - -
G 1552 /- /- /962 /328 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.115 I - -
Wind reactions based on MWFRS
Height: 15.00 ft
Mean Hei
NCBCLL: 10.00 TCDL: ei Building Code: Creep Factor: 2.0
psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913
G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 1807 -2729 E - F 1827 -2537
C - D 1826 - 2538 F - G 1807 - 2729
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.0E;
D - E 1539 -1910
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - K 2363 -1483 J - 1 1847 -1110
member design.
K - J 1847 -1131 I - G 2363 -1462
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 394 - 358 E - I 628 - 300
K - D 628 - 300 I - F 394 - 358
fiJ]tryjr�ff
`�1tttitfl►tBtiN
� '�',.
�� a®a•mgew i
4 �
0. Z08 i
�i (f
e A
p Y
e Aq� 0 d
rt1 w
alee60w1/•AP••e
COA1' �liwb��
err Hi
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 BCSL Unless
per noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310,
as applicable. Apply to face truss the Details, Refer
plates each of and position as shown above and on Joint unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
to ALPINE
Alpine, a division of ITW Buildin$QComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure
truss in conformance ANSI 1, for handling,
to build the ANMCOMFANY
with or shipping,, installation and bracin of trusses. A seal on this drawing
listing this drawin indicates acceptance of professional en ineenng responsibili��r solely -for the design shown. The suitabilify
drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
or cover pa a 6750 Forum Drive
and use of This
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: 249711 / HIPS
Ply: 1
Job Number: N334501
Cust: R 8975 JRef:1X3L89750075 T6 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.22327
Truss Label: A8
SSB / WHK 03/10/2021
669"4 13' 19,10" 26'8"
32'10"12 39'8"
6'94 6'2"12 6'10" 6'10"
6'2"12 6'94
s 5X5 III 2X4 = 5X5
D E F
12
6 k'2X4 W
C
�2X4
co
G
to W3
B
H
71
=4X6(A2) -5X5 =5X8 =5X5=4X6(A2)
39'8"
�1'J 10' i 9'10" 9'10"
10, 1'
10' 19,101, 7 29'8"
r 39'8" i
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in ]cc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240
B 1556 /- /- /953 f716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 /- /- /953 /716
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.121 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
4.2
B Br Width = 8.0 Min Re
9 q = 1.8
Soffit: 0.00 BCDL: psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543
H Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ve,. 20.02.00A.1020.20
Lumber
B - C 2014 -2780 E - F 1973 -2289
C - D 1925 - 2523 F - G 1925 - 2523
Top chord: 2x4 SP #2 N;
D - E 1973 -2289 G - H 2O14 -2780
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2421 -1686 K - J 1982 -1323
member design.
L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 381 - 339 K - F 425 - 401
L - D 535 -183 F - J 535 -183
ticttaeranatp�de r�/tfi„
D - K 425 -401 J - G 381 - 339
� �.! •
rT 4:
E - K 585 - 391
'dl•��;
f>�4
��a�
� e�dno4oRRR*
04 o.7,08 1
e
�
o s
a
d�
R
T 0A.
���®Re®®a.. ■p�P�Sy
COA
`d�eratiaxats'
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition
Component Safety Information, r
of BCSI (Building
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 properly attached structural sheathing and bottom chord shall have a properly
attached rigctid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. AppTgy Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in ANSI 1, for
conformance with or handling, shipping, • installation. and bracinclof trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibilitty� solely -for the design shown. The suitabiliFy and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249712 / HIPS
Ply: 1
Job Number: N334501
Cust: R 8975 JRef:1X3L89750075 T21 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,RIO1 / 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 19,101, 27'7" 95
33'4"12 39'8"
6'3"4 5'8"12 7'9"15 7'9"15
5'8"12
5X5 II12X4 = 5X5
D E F
12
T
6 2C4 W
I
X4
co
"v
U)
ib
W3
n
co
B
t
H
A
3n
I 88
=4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
39'8"
10' 9'10" 9'10"
10 1
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,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: II Snow Duration: NA HORZ(LL): 0.066 J - -
H 1556 /- /- /947 /717 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.124 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 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 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.753
Bearings B & H are rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.999
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2102 -2791 E - F 2189 -2492
C - D 1987 - 2524 F - G 1987 - 2524
Top chord: 2x4 SP #2 N;
D - E 2189 -2492 G - H 2103 -2791
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2434 -1769 K - J 2065 -1444
member design.
L - K 2065 -1465 J - H 2434 -1748
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 498 -118 K - F 539 - 531
D - K 539 - 531 F - J 498 -118
E - K 685 -462
��tttt5ttif5i)Utttttdgppf
® p w
� w
6� V H it W p
. _�
so®
o
1q• �* �j
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information,
of BCSI (Building
by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide
bracing per BCSI. Unless noted otherwise, top chord shall have �roper)v attached structural sheathing and bottom chord shall
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections
temporary
have a properly
B3, B7 or B10,
as applicable. Applgy plates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. f�efer 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$QComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the M"co~
truss in conformance with ANSIlTPI 1, or for handling, shipping,, installation and bracinct4of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing drawing -for
Fos
this indicates acceptance of professional engineering responsibility solely the design shown. The suitability
drawing for any structure is the responsibility of the Building -Designer ANSI/TPI 1 Sec.2.
and use of this Suite
per
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
SEON: 249713 / HIPS
Ply: 1
Job Number: N334501
8975 JRef:1X3L89750075 T5 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
: 069.21.1302.21436
rDN
Truss Label: A10
/ WHK 03/10/2021
5'919'. 28'8"
33'10"12 39'8"
5'9"4 5'2"12 8' 9'8"
5'2"12 5'9"4
: 5X5 = 5X5 5X5
D E T3 F
12
6 � 2X4
T W
2X4
o C (a) (a)
G m
r) W3
i l
m
B
H
4X6(A2) -5X5 =5X8 -5X5 =4X6(A2)
39'8"
10' 9'10" 9'10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240
B 1556 /- /- /940 /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
NCBCLL: 10.00 Mean Height: 15.00 ft 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 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934
p
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
E - K 789 -534
member. Attach with 0.128x3" gun nails @ 6" oc. �tgg}efe(oup�ra,/e%'f
Wind
�' ''���
Wind loads based on MWFRS with additional C&C �,,•p•,��,efrPy.+
member design.
Wind loading based on both gable and hip roof types.
A 0
COAfi� NAt
a�artatta>3
03/10/21
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information,
by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. AppTgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN TYCOM�ANY
truss in conformance with ANSI PI 1, or for handling, shipping,, bracingof trusses. A this drawing
installation and seal on
listing this drawing indicates acceptance of professional.engineering responsibility solely for the design shown. The suitability
drawing -Designer
or cover pa a 675o Forum Drive
and use of This
Suite 305
for any shcture is the responsibility of the Building per ANSVTPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249714/ HIPS
Ply: 1
Job Number: N334501
Cust: R8975 JRef:1X3L89750075 T4 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.21875
Truss Label: Al2
SSB / WHK 03/1012021
9' 17' 30'8"
9' 8' S'8" 8'
9'
�6C6 T2 =5XD5 =4E4 T3
=6F6
T 12
6
T
b (a) W (a)
:a W5
B
T A
G
4X6(A2) =6X6 =_6X6 =6X6=4X6(A2) 1
39,8"
10' 9'10"
10,
10' 19,10" 29,8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240
B 1556 A /- 1921 f720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - -
G 1556 !- /- 1921 /720 /-
E
Des Ld: XP: C Kzt: NA 37.00 HORZ(TL): 0.150 I - -
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 1.8
9 q =
Soffit: 0.00 BCDL: 5.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939
G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.306
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): I
I Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2250 - 2705 E - F 2239 - 2478
C - D 2238 - 2478 F - G 2250 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
D - E 2906 -3233
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - K 2330 -1856 J - 1 3176 -2629
be equally spaced. Attach with (2) 8d Box or Gun
K - J 3174 - 2647 1 - G 2329 -1835
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
C - K 718 -428 E - 1 944 -834
for (2) CLR'S where shown. Scab reinforcement to be
K - D 940 - 832 I - F 718 430
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc. {tfi4lsttus#$itUtr�f
Wind`�� r.
Wind loads based on MWFRS with additional C&C .'� �$aa.s°a•.®
member design. +`��q*°�®n�i°•. B f 'yK
Wind loading based both hip types. • '�
on gable and roof a„® a
®
4 @ M
a
a �
a s
q
�p d
COA �ONA
`ittl�eatts�t�6
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 sa�ety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections $3, 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 Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the AN NW COMPANY
truss in ANSI PI 1, for handling,
conformance with or 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 responsibili solely -for the design shown. The suitability -and use Nis
drawing for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2497151 SPEC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T2 !
FROM: RWM Qty: 1 7A51320 ,l82EC,E ,02H ,Rl0l / 1828/CALIAEBB ELEV.C,E DrwNo: 069.21.1302.22124
Truss Label: All SSB / WHK 03/10/2021
I
60
ED
l�
5'7"4
5'7"4
1' 10,
10,
10'8" 11'3'15 16'0"237'15
5'0"12 1
7'�15 1 4'8"2 f 7714
29'7"15 + 39'8"
6' 10'0"1
5X5
p5E5 =4F4 =5X5 =5N5
9'10"
19,10"
39'8"
9'10"
29'8"
10' 1
39'8"
Loading Criteria (psi)
Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell 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 f716 /257
BCDL: 10.00
Risk Category: II
Snow Duration: NA HORZ(LL): 0.076 K - -
1 1556 /- A /930 1718 /-
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 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: 0.820
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 a rigid surface.
Bearings B & I require a seat plate.Members
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes Max Web CSI: 0.811
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 #1;
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
1t1e►srctnrsra
rrar
M - E 760 - 872 K - H 693 -431
M - F 856 - 742
�A
a p 6
o � w
0 7
t, AT 0
�$8@itnfDa458k
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, hand)!% 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 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, adivision-of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSIl� PI 1, or for handling, shipping,, Installation and bracinp� of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawingg indicates acceptance of professional engineering responsibilit� solely or the design shown. The suitability and use of iris
drawing for any sfructure 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: 249716 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T20 I
FROM: RWM Qty: 1 7A51320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E Dnallo: 069.21.1302.21781
Truss Label: A13 SSB / WHK 03/10/2021
5'7:4 1 10'8" 13'3"1�5 21'7"15 317'15 39'8"
5'7"4 1 12 r 2'7"1 8'4" 10, 8'01 'I
T
co
1_4-5
108"
5X5
D
20'8" 5'8" 13'4"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T3 2x4 SP #1;
T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #2 N; B1 2x4 SP #1;
Webs: 2x4 SP #3; W7 2x4 SP #2 N;
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x25%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
5'4" T10" 7-10"
16' 23'10" 31'8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.043 M 999 360
VERT(CL): 0.080 M 999 240
HORZ(LL): 0.017 J - -
HORZ(TL): 0.028 J
Creep Factor: 2.0
Max TC CSI: 0.957
Max BC CSI: 0.647
Max Web CSI: 0.546
EW Ver: 20.02.00A.1020.20
LJ .-••,•j}f
�d9 �jr.
s
0
r
o. 708 1
6
0
tp tT
COA J '`pN A�i.11100 IIAAATa.,`
03/10/2021
TT
8'
39'8"
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 840 /- /- /551 /397 /257
N* 315 /- /- /159 /140 /-
H 585 A /- /436 /242 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
N Brg Width = 68.0 Min Req = -
H Brg Width = 8.0 Min Req = 1.5
Bearings B, N, & H are a rigid surface.
Bearings B, N, & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 959 -1265 E - F 645 - 628
C - D 755 - 932 F - G 648 - 471
D-E 808 -911 G-H 324 -611
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 1088 - 733 K - J 924 - 213
M - L 931 - 620 J - H 455 -107
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - M 396 - 367 L - F 903 - 565
D - M 619 -454 F - K 1390 -1254
M - E 442 - 299 K - G 854 -1043
E - L 449 - 564
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for Permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the ANMCOMPANY
truss in conformance with ANSI 1, or for handling, shipping,. installapon and bracin4of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili�y solely -for the design shown. The suitability and use ofihis
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: -alineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249734 / HIPS
Ply: 2
Job Nmber: N334501
Cust: R 8975 JRef:1X3L8975o075 T12 /
FROM: JRH
Oty: 1 J.7A,5/3�20
,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.23499
Truss Label: A14G
SSB / WHK 03/1012021
2 Complete Trusses Required
7' 17' 22'8" 32'8"
39'8"
7' 10, S'8" 10,
7'
—6C6 =8X8 =8X8
=6X6
12 T2 D T3 E T4
F
T 6�
o
T
B
G v
1 3� A
H
=4X6(A1) -8X8 =8X8 =8X8-4X6(A1) 1
39'8"
�1' 10' 9110" 9'10"
10,
10' 19110" 29'8"
39'8"
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 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
HORZ(TL): 0.121 1
Wind reactions based on MWFRS
Mean Height: 10.51 ft
NCBCLL: 0.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 gCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676
G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507
Bearings B & G are a rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.760
Members not listed have forces less than 375#
Loc. from endwall: NA FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 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;
Sot chord: 2x6 SP SS;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Nailnote
B - K 2752 -1257 J - 1 4769 - 2187
Nail Schedule:0.128"x3" nails
K - J 4768 - 2187 I - G 2753 -1258
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Maximum Web Forces Per Ply (Ibs)
Use equal spacing between rows and stagger nails
Webs Tens.Comp. Webs Tens. Comp.
in each row to avoid splitting.
C - K 1287 -417 E - 1 727 -1297
Loading
K - D 727 -1298 I - F 1287 -417
#1 hip supports 7-0-0 jacks with no webs.g�$titlltfiifetlftdi�
Wind y
Wind loads and reactions based on MWFRS. ��.®°4 °•+p� °^�
'%
Wind loading based on both gable and hip roof types. �
«'
s 0. 7.08 1
R
W
v �
n qsw
�
Q gaw
ONA
COA t i
et+aa sL
(3/10/2021
'*WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
*"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
shipping,
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 r
and SBCA) sa 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 ri4!d ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections
QDetails,
temporary
have a properly
B3, B7 or B10,
as applicable. Applgji plates to each face, of truss and position as shown above and on the Join unless noted otherwise.
Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOW-Y
truss in
conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:249717/ COMN Ply: 1 Job Number: N334501 Cust:R8975 JRef:1X3L89750075
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22421
Truss Label: A15 SSB / WHK 03/10/2021
5'7"4
10'8" 15'3"15
23'3"15
nwi 32''8"
39'8"
5'74
5'0"12 4'7"15
8'
8'4"2 11 15
7'
=5X5
D
T
T6
%2X4
;5 E4
-H0510
=5X10(SRH)
r
m
C
T3 F
T4 C'
(a)
"r
B
I M
I
� A
J 111�8,8„
3X6(A1)
=5X8 =5X5
=4X6
=4X4L =5X5
=3X6(A1)
21'
5'
13'8"
�1,
g
8'
5, 5,
1,�
8'
16'
21' 26'
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 A !- /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 it
HORZ(TL): 0.031 K - -
L 629 /- /- /238 /218 /-
NCBCLL: 10.00
TCDL: .psf
Building Code:
Creep Factor: 2.0
1 534 /- A 1399 /245 /-
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.701
Wind reactions based on MWFRS
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Sid: 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
Wind Duration: 1.60
WAVE HS
Bearings B, M, L, & I require a seat plate.
�uuwer
Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
iviemoers not Ilstea nave Torces less than 3/bit
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 - 0
936 - 827
M - L
464
- 410
0 - N
570 - 442
L - K
530
- 367
N - M
598 - 426
K - 1
451
- 326
Maximum Web Forces Per Ply (Ibs)
Wind M01 •'7f�4iff Webs Tens.Comp.
� r�rr
Webs Tens. Comp.
i 0
Wind loads based on MWFRS with additional C&C � ®♦ 0"o - r.* �� s,. C - 0 502 - 291
member design. �a°�� q" ,i 'r. O - D 469 -387
®e�
M - F 909 - 732
L - G 947 -898
' E - M 1635 -1574
Wind loading based on both gable and hip roof types. �'
a
c
e
p off"
COA AL
03/10/2021
**WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an r7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless
per 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 bracing installed per BCSI sections 53, B7 or B10.
as applicabgle. Apply to face
plates each oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildi/$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 bracing trusses. A
ANOWCOMPAW
and of seal on this drawingor cover paWe
listing this drawing indicates acceptance of professional en ineering responsibili solely -for the design shown. The suitabiliy and use of this -
drawing for any structure is the responsibility of the BuildingDesigner ANSI/T�l 1 Sec.2.
675o Forum Drive
Suite 305
per
For more information see these web sites: Alpine: alpineitw.com: TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.cra: AWC, awc oro
Orlando FL, 32821
SEQN: 249718 / SPEC Ply: 1 Job Number: N334501 Cust: R 8975 JRef.,1X3L89750075 T18 /
FROM: RWM Qty: 1 .7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21516
Truss Label: A16 SSB / WHK 03/10/2021
17'3"15 23'6"39'S"
4 5012 6'7"15 662"1 6'2"1 2'11"1 7'
19'3"15
=5p5
6 � TY -5L5
O =8X8 -8X8 ®5X10(SRS T
rn
E F G H I J K
o �
g 2 AB AE M�
39 A N
Y X W V U T S R Q P O 1
=3X6(A1) =5X5 =5X5 =4X6 1112X4(4)�" 4 =5X5 =3X6(A1)
=
Loading Criteria (psD
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 "
21'
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: 3.97 ft
Loc. from endwall: Any
GCpi: 0.18
end Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
(") 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
1'3"15
17' "15
3'8"1
21'
5'
13'8"
5' 3'6"5 i 8' +1
29'6"5'l
31'8'
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.037 Y 999 360
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.069 Y 999 240
B 774 /- /- /508 /355 /317
Snow Duration: NA
HORZ(LL): 0.016 0 - -
U 1323 /- A /633 /586 A
HORZ(TL): 0.030 0
R 711 /- A /257 /237 A
Building Code:
Creep Factor: 2.0
M 531 A /- /381 /247 /-
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.948
Wind reactions based on MWFRS
TPI Std: 2014
Max BC CSI: 0.636
B Brg Width = 8.0 Min Req = 1.5
Rep Fac: Yes
Max Web CSI: 0.584
U Brg Width = 8.0 Min Req = 1.8R
Brg Width = 8.0 Min Req = 1.5
FT/RT:20(0)/10(0)
M Brg Width = 8.0 Min Req = 1.5
Plate Type(s):
I
Bearings B, U. R, & M are a rigid surface.
WAVE
IVIEW Ver: 20.02.00A.1020.20
Bearings B, U, R, & M require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 1118 -1151 F-G 823 -776
C - D 1027 - 960 G - H 834 - 791
D - E 791 - 722 K - L 681 - 548
E - F 823 - 777 L - M 628 - 571
°„ d 1•
a 9 �I ii
7 i Op
a
o 7,08 1
a
"o
v
• t'
COA L ' QTONAL s
03/10/2021
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - Y
978 - 830
T - S
585
- 491
Y-X
627 -411
S-R
584
-491
X - W
462 - 350
R - Q
424
- 356
W - V
462 - 350
Q - P
424
- 355
V - U
462 - 350
P - 0
424
- 356
U - T
589 - 490
O - M
445
- 354
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - Y
445 -257
U -AB
611
- 605
Y - D
453 - 285
AB- H
504
- 522
E - Z
1516 -1447
R -AE
930
- 947
Z - U
1536 -1466
AE- K
910
- 826
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted o herwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for �ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. o truss and position as shown above and on the Joint Details, unless noted otherwise. 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 Buiidin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the Aw CGWAr
truss in conformance with ANSI/ PI 1, or for handling, shipping,installation and bracin of trusses. A sea( on this drawing or cover pate 6750 Forum Drive
listing -this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitability and use of this
drawing for any structure 1s the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Odando FL, 32821
SEQN: 249737 / GABL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3LB9750075 T1 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,Rl01 / 1828/CALIAEBB ELEV.C,E DrwNo: 069.21.1302.22625
Truss Label: C1GE 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 "
f— 1
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
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.
T
7'
(TYP)
=4X4
D
14'
14'
14'
:)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
rw Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
14'
7'
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.007 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.014 J 999 240
B* 129 /_ /_ /40 /50 /12
HORZ(LL): -0.004 H - -
Wind reactions based on MWFRS
HORZ(TL): 0.009 H
B Brg Width = 168 Min Req = -
Creep Factor: 2.0
Bearing B is a rigid surface.
Max TC CSI: 0.392
Members not listed have forces less than 375#
Max BC CSI: 0.242
Maximum Top Chord Forces Per Ply (Ibs)
Max Web CSI: 0.142
Chords Tens.Comp. Chords Tens. Comp.
C - D 376 -199 D - E 377 -199
VIEW Ver: 20.02.o0A.1020.20 Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 -403 H - E 511 -403
03/10/2021
**WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
)er BCSI sections B3, B7 or B10,
iless noted otherwise. Refer to
ine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
sin conformance with ANSI PI 1, or for handling, shipping,installation and bracin4of trusses. A seal on this drawing or cover page
ng this drawin indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this
Ning for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org• SBCA: sbcindustry.com• ICC: iccsafe.org• AWC: awc.orn
ALPINE
MMCOWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249721 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRefAX3L89750075 T13 /
FROM: JRH Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23155
Truss Label: D1 KID / WHK 03/10/2021
5'
5'
=4X4
C
10,
5'
12
6
u)
ih
B D
4 E 8'8"
F
2X4(A1) 1112X4 - 2X4(A1)
10,
5' 5'
5' 10,
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Sid: 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 ft
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: 1.80
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
♦ 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
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin4c�Components Group Inc. shall not. be respponsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installatlon and bracin of trusses. A seal on this drawinq or cover paqe
listing this drawing, indicates. acceptance of professional encineerino.resoonsibility solelv or the design shown. The suitabili£v and use of This
drawing for any sfrctw
For more information see
SBCA:
ALPINE
ANR COMPANY
6750 Forum Drive_
Suite 305
Odando FL, 32821
SEQN: 249722 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T14 /
FROM: JRH Qry: 1 ,7A5/320 ,182E,,E ,02H ,RI01 ! 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23047
Truss Label: D2 KD / WHK 03/10/2021
T
M
O
N
T 4y3
5'
5'
4X4
C
10,
5'
12
6
117
(`7
B D in
,01
4 E8,8„
F
1112X4
2X4(A1) = 2X4(A1)
10,
1, 5 5
T
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
E
XP: C Kzt: NA Mean Height: 15.00 ft
ei
ei
HORZ(TL): 0.006 F - -
NCBCLL: 10.00
TCDL: psf
Building Code:
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.2 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.345
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.257
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSi: 0.081
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 434 !- /- /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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for ermanent lateral restraint otYwebs shall have bracingq 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 Joins Details, unless noted otherwise. Refer to ALPINE
,
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPP�I NN
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracingq� of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional an meenng responsibili solely for the design shown. The suitabilify and use of this -
drawing for any s9ructure is the responsibility of the Building�7esigner per ANSI/TI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249735 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX3L89750075 T17 /
FROM: JRH Qty: 1 ,7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22468
Truss Label: D3G KD / WHK 03/10/2021
0
4
3' 7' 10,
3' 4' 3'
4X6 ; 4X6
12 C D
6
LID
B E
Li
F8 8
H G
2X4(A1) 1112X4 1112X4 =2X4(A1)
10,
�1 I 3'112 388
3'1 "12 610"4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwali: 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 pif 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.
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):
3'1 "12
10, 1 'i
Defl/CSI Criteria
PP Deflection in loc Udefi U#
VERT(LL): 0.022 H 999 360
VERT(CL): 0.044 H 999 240
HORZ(LL): 0.008 C - -
HORZ(TL): 0.016 C
Creep Factor: 2.0
Max TC CSI: 0.288
Max BC CSI: 0.365
Max Web CSI: 0.059
VIEW Ver: 20.02.00A.1020.20
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 625 /- /- /- /316 P
E 625 A A A /316 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 8.0 Min Req = 1.5
Bearings B & E are a rigid surface.
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.
B - C 467 - 962 D - E 467 - 962
C - D 3B9 -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
"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
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS! sections B3, B7 or B10, _
as applicable. Apply lates to each faceotruss and position as shown above and on the Join Details, unless noted otherwise. Refer to �� -�
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPPII NN
Alpine, a division of ITW Buildin Components Group Inc. shall not. be, resp. onsible for any deviation from this drawing, any failure to build the nN nwcoEu
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawingor cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en meering responsibili(� solely for the design shown. The suitabiliffy and use of this
drawing for any structure is the responsibility of the Building�esigner per ANSI/TPl 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249723 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 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 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 "
12
6
----4X4(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 9.00 It
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):
7'11"
3' 11 "8
\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
9 6'3
D
♦ 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
Ver: 20.02.o0A.1020.20 I Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - C 330 - 393
�h���1 DT ���oasa •/1J�����0'
j 0
,g o 0. 08 1
O
• •
a e
w
a
i
1 e
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 BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed. per BCSI sections B3, B7 or B10,
as applicabtie. 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 ANRWCOMPANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installs ion and bracin4 of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Buildinguesigner per ANSUT�l 1 Sec .2. Suite 305
For more information see these web sites: AI ine: al ineitw.com; _ TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821
SEQN: 249724 / VAL Ply: 1 Job Number., N334501 Cust: R 8975 JRef:1X3L89750075 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 KID / 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
Soacina: 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
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.
1111"8 3'11"
1'11"8 + 1'11"8
12
6 = 4X4
B
4X4(D1)=4X4(D1)
A C
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 L/defl L/#
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
VIEW Ver: 20.02.00A.1020.20
o° AT 01
.�
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, handlinqg shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) f-or 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 ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ' -
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincL Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI1TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal.nn.this drawin or cover page
• listing this drawing indicates acceptance of professional engrneenng responsibilitt�y solely -for the design shown. The suitability and use Nis
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: alpineilw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: [CC: iccsafe.ora: AWC: awc.ora
- ALPINE
ANMCOWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249725 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075
FROM: RWM Qty: 8 , A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21766
Truss Label: EJ7 SSB / WHK 03/1012021
C
127'11
12
6
M
_O to
Cl)
B
A $,8"
D
1 � 7,
7'
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 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SIP #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.
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
VIEW Ver: 20.02.00A.1020.20
o.708 4
w
®•m mmmm,��ltl®�P®y
COA(Yj�1NAL �,,•�
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /- /249 /108 /208
D 125 /- /- 173 /- /-
C 174 /- /- /128 /169 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
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)Y attached structural sheathing and bottom chord shall have a properly
attached ngid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply plates to each face. ovtruss and position as shown above and on the Join QDetails, unless noted otherwise. Refer to A LPI N E
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 ANMCOWA
truss in conformance with ANSI 1, or for handling, shipping,. Installation and bracinlof trusses. A seal on this draw
in or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solely for the design shown. The suitabili y and use of This
drawing for any structure is the responsibility of the Buildinggesigner per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.or Orlando FL, 32821
SEQN: 249726 EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRefAX3L89750075 T11 /
FROM: LPM Qty: 6 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23405
Truss Label: EJ7A �JB / 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 "
T3
=2M(A1)
1
7-
r
7'
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
Speed: 160 mph
Pf: NA Ce: NA
Enclosure: Closed
Lu: NA Cs: NA
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Mean Height: 15.00 ft
BCDL: 4.psf
Building Code:
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WANic
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.
B
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.016 C
HORZ(TL): 0.030 C
Creep Factor: 2.0
Max TC CSI: 0.738
Max BC CSI: 0.513
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
12711
c+�
o_
co
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
A 270 /- /- /179 f71 /186
C 126 /- /- 176 A /-
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#
d ' o.708 1
a
e
• e
a °
0 4
COA `tdel.W2 pt\
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 saiPety 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.shail have a properly
attached rigid ceiling Locations shown for permanent lateral restraint oywebs 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
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingg or cover pa a
listing this drawing indicates acceptance of professional enpineenng responsibilittyv solely or the design shown. The suitability and use of -this---
drawing for any structure is the responsibility of the Buildings esigner ANSUTPI 1 Sec
ANNW COMVANY
6750 Forum Drive
Suite 305
per .2.
For more information see these_web.sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbc!ndust .com; ICC: iccsafe.or ; AWC: awc.org
Orlando FL, 32821
SEQN: 2497271 EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T28 /
FROM: JRH Qty: 3 7A5/320 ,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
3'
3'
l!
10'2"11
fl)
o Ln
CV
8.8"
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 188 /- /- /157 /71 /100
BCDL: 10.00
Risk Category: II
g ry
Snow Duration: NA
HORZ(LL): -0.001 D
D 52 /- /- /28 /- /-
Des Ld: 37.00
E XP: C Kzt: NA
Mean Height: 15.00 ft
HORZ(TL): 0.002 D - -
C 65 /- /- /45 /66 /-
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.248
B Br Width = 8.0 Min Re
9 q = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.112
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
C Big Width = 1.5 Min Req = -
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Bearing B is a rigid surface.
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 IVIEW
Ver: 20.02.00A.1020.20
L-w"uer
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.
0
`tl• g� • 'r��rr
is P'4� V
fir .
oa�j•�mep��At.
lP ��®•�
tatraefil"1411
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 sa ety practices prior to performing these functions. Installers shall provide temporary,
per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
d r! id ceiling Locations shown for ermanent lateral restraint ofywebs shall have bracin installed per BCSI sections B3, B7 or B10,
rcab�e. Apply p,a. ; to each face oTtruss and positionasshown above and on the Join Details, unless noted otherwise. Defer to
)s 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
conformance with ANSI 1, or for handling, shipping,. installation and bracing4of trusses. A seal on this drawing or cover pacgle
its drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of uls
I for any sfr'ucture is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2.
e information see these web sites: Alpine: alpineitw.com: TPI: toinst.om: SBCA: sbcindustrv.com: ICC: iccsafe_am, Awc awn am
-.
ALPINE
ANNW COMGANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249728 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T35
FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21983
Truss Label: CJ5 KD / YK 03/10/2021
C
11'2"5
12
6
M
CV c'7
Cl)
B
1 A 8'8"
D
1, I 4'11"4
411 "4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 it
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 Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 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
Ve r: 20.02.00A.1020.20
o�
®.708 1 `
9 �
e
A%
q 1q l
COA fit V�4t$v N AA
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 256 /- /- /200 /88 /152
D 89 /- /- /51 /- /-
C 118 /- /- 185 /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 n id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as appllcab�e. Applgy plates to each face, of truss and position as shown above and on the Join f 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 AN—COWAW
truss in conformance with ANSI1 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 en meering responsibility solely -for the design shown. The suitabilif9y and use of this
drawing for any structure is the responsibility of the Building Designer per ANSVTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249729 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L69750075 T34 /
FROM: LPM Qty: 4 7A5l320 ,182EC,E ,02H ,RI01 / 18281CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21609
Truss Label: CJ3 SSB / WHK 03/10/2021
C
T
M
2' 11 "4
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in ]cc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.001 D
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.001 D
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: 0.234
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.105
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall: Any
FT/RT:20(0)/l0(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
IArAv�
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"4.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
H. «jffR
`\ Ppfff®Of PP
d 'P
o.7Q� 1
•
ma
COA W", A "Msn�� �•
03/10/2021
10'2"5
M
04
8'qn
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /-
/156 f71 /99
- D 50 /- /-
/27 /-
- C 63 /- /-
/44 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width =1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, 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 SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall hav bracin installed per BCSI sections B3, B7 or B10,
as applicabge. AppTy pOates to each face o1 truss and position as shown above and on tI a Join Details, unless noted otherwise. Refer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincL Components Group Inc. shall not. be responsible for any deviation from.this drawing, any. failure to build the AN"WOOWV
truss in conformance with ANSII PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa gge 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyv 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 ANS11TP1 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: 249731 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T27 /
FROM: LPM Qty: 4 .7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22577
Truss Label: CAA 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
Soacino: 24.0 "
12
6 � C
43
T
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
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):
co
Defi/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
VIEW Ver: 20.02.00A.1020.20
03/10/2021
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- /145 /76 /4:
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#
"`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 ceilin Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10 —
as applicable. Applgy plates to each face of truss and position as shown above and on the Joins Details, unless noted otherwise. f�efer to ALPINE!
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the MN ICMMA
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover paqa 675o Forum Drive
listing this drawing indicates acceptance of professional enoneenng responsibilitty�r solely -for the design shown. The suitability and use of this
drawing for any s ructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ine!lw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249732 / HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX31-89750075 T26 /
FROM: HMT Qty: 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"l 1
C
12'2"3
12
4.24 a 2X4
C
v
ih
v
B
T
4� 3 A 8,81,
FE
2X4(A1) =4X4
9'2"2
9'2"2
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 it
NCBCLL: 0.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: No
Loc. from endwall: NA
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 2400f-2.0E;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") nails at bottom chord
7"14
9'10'1
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.040 F 999 360
Loc R+ ! R- / Rh / Rw / U / RL
VERT(CL): 0.076 F 999 240
B 326 /- /- /- /154 /-
HORZ(LL): 0.010 C - -
E 364 /- /0 /- 184 /0
HORZ(TL): 0.018 C - -
D 214 /- /- /- /177 /-
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.546
B Brg Width = 10.6 Min Req = 1.5
Max BC CSI: 0.416
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.260
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#
VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
,ems. �• .,,fr�f
�ti� �°y�°aeoea°•�•'
. P
w Q. ! 08 1 �q/�o
�y q
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
i
il�,N • � t e•
COA
mesa¢nt�e��
03/10/2021
-WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless noted top have
per otherwise, chord shall proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
App�y to face
as applicable. Oates each of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 16OA-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
truss in conformance with ANSI/ PI.1.,_.or for handling, shipping,, Installation and bracingp� of trusses. A seal on this drawing or cover page
listing this drawing
ANRWcoMF/.NY
6750 Forum Drive
indicates acceptance of professional en meenng responsibilittyy solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2.
Suite 305
For more information see these web sites: Alpine: aloineilw.com: TPI: toinsl.ora: SBCA: sbcinduslrv.com: ICC: iccsafe.oro: AWC: awc.oro
Orlando FL, 32821
SEQN: 2497331 HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T29 /
FROM: JRH Qty: 2 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22843
Truss Label: HJ3 SSB / WHK 03/1012021
T
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
i
�--- 1'5"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 0.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
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.
19 C
4'2"3
4'2"3
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 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
, "p f 1, `rrri
� lea t 1 �'��,•.
s
,y e
o.708 i '
a
• v
i
�� hoar°'artYu rlP'e+ e
COA�lbaal�IAL
10'2"6
i�
(V
81811
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 84 /- /- /- /45 A
D 28 /- /- /7/-
C 64 /- /- /- /48 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
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) toy safPety 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. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Aline, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover page
listing this drawing indicates acceptance of professional engsneering responsibilittyy solely for the design shown. The suitability and use Nis
drawing for any structure is the responsibility of the Building esigner per ANSVTPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com: TPI: tpinst.orq: SBCA: sbcinduslrv.com: ICC: iccsafe.ora: AWC: awc.ora
AL NE
ANMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
Gable Stud Reinforcement Detail
ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
nr, t?n mnin wi. A CL_ J irl Nil, ,,. LJe1 "."� o...,.tl..11.. r.__I_-__,
S
2x4 Brace
Gable Vertical
pacing Species Grade
No
Braces
(1) ix4 'L' Brace dl
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace xx
U) 2x6 'L'r Brace dl
(2) 2x6 'L' Brace x
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
S P F
#1 #2
<J
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' I''
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'
o
Standard
3' 8'
4' Il'
5' 3'
6' 7'
7' 1'
8' ill
9' 6'
10' 4'
11' i'
14' 0'
14' 0'
—J
S P
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
#2
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12, 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
d
P
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' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U
_
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P P
#3
4' 2'
7' 1'
7' 9'
1 8' 9'
9' 1'
10' 5'
10' 10'
1 13' 9'
14' 0'
14' 0'
14' 0'
U
LJ P
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10, 5'
10, 10'
13, 9'
14' 0'
14' 0'
14' 0'
�l
Standard
4' 2'
6' 1'
6' S'
8' 1'
8' 8'
10, 5'
10, 10'
12' 8'
13' 7'
14' 0'
14' 0'
\
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
ill 1'
14' 0'
14' 0'
14' 0'
14' 0 '
/
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
ill 0'
13' 11'
14' 0'
14' 0'
14' 0'
D_
#3
4' 4'
6' 5'
6' 10'
6' 6'
9' 1'
10' 6'
10' 11'
13' 4'
14' 0'
14' 0'
14' 0'
Q1
r
D r 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'
Ill 10'
12' 7'
14' 0'
14' 0'
S P
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10, 2'
10' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
_
P
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
LD
U
LJ P
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
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'
.91 9'
10' 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
O
#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 rr L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' G'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0' 1
13' 7'
14' 0'
14' 0'
14' 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 600#
at each end. Max web
total length Is 14',
Vertical length shown
In table above.
Connect diagonal at
AN ITW CO
\\ 5141 Earthl Cityl Expressway
11 Suit6242
11 Earth\ City,\ MO\ 63045
About
I
18'
L
'L' Brace End
Zones, typ.
2x6 DF-L #2 or
better diagonal
'i-
brace) single
8,
or double cut
(as shown) at
upper end.
14` `P, Refer to chart irk
"VARMDX "READ NO FDLLDV ALL NaTES IN TM BRAVDICiI
■wD0'DRTAfTTww FURMSH THIS BRAVDfG TO ALL CRTTRACTMS DA:LUDDG THE INSTALLERS
Trusses require extreme care In fabrlceting, handling, shipping, Installing and bracing. Ref r ,
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo sr
practices prior to performing these functions. Installers shall provide temporaryy bracing pe. B
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo ,
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f
shall have bradng Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to eaES
of truss and position as shown above and on the Joint Details, unless noted otherwise.
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatl,
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship{
'nstallation & bracing of trusses.
A seal on this drawing or cover page listing this drawing, indcates acceptance of professional
engineering responsibility solely for the design shown The sultnbdlty and use of this drawng
For any structure Is the responsibility of the Budding Designer per ANSI/TPI 1 Sec2.
__ for more Information_ see this Job's general notes page and these web sites,
Bracing Group Species and Gradest
Group All
S ruce-Pine-Fir Hem -Fir
#1 / #2 istnndnrd #2 Stud
#3 Stud #3 Stnndnrd
Dou las Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Stnndnrd
Group BI
Hem -Fir
#1 & Btr
#I
Do" u Ins Fir -Larch Southern Plnewwx
#1 #1
#2 #2
1x4 Braces shall be SRB (Stress -Rated Board).
■wFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values maybe used with these rndes.
Gable Truss DetaiL Notes:
Wind Load deflection criterion Is L/240. .
Provide uplift connections for 75 plF over
continuous bearing <5 psf TC Dead Load):
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3.0' min) -.nails.
)K For (1) 'L' brace, space nails at 2' o.c.. -
In IS' end zones and 4' o.c. between zones.
)K)KFor (2) 'L' braces, space nails at 3' o.c.
In 18' end zones and 6' o.c, between zones.
'L' bracing must be a minimum of 80% of web
member length.
Gable Vertical Plate Sizes
NtPH
f41% J
Vertical Len th
No Slice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11' 6'
3X4
Greater than 11' 6'
4X4
t `/ice II + Refer to common truss design for
U6 Li peak, splice, and heel plates.
•+ Refer to the Building Designer for conditions
nbl ve ti♦ le~ th, not addressed by this detail.
REF ASCE7-16—GAB16015
m 4 DATE 01/26/2018
T 0 +•o � �= DRWG A16015ENC160118
jr
♦ � C
MAX, TOT. LD, 60 PSF
tat 10/2021
r MAX, SPACING 24,0'
'T'
Reinforcing
Member
Gable
Truss
Gab�e Detail
For Let -in VPrtir-n I cz
Gable Truss Plate SI7es
pproprlate Alpine gable detail for
:e sizes for vertical studs.
Engineered truss design for peak,
rb, and heel plates.
vertical plates overlap, use a
Lte that covers the total area of
lapped plates to span the web.
ei 2*2X4
2X8
Provide connections for uplift specified on the engineered truss design
Attach each 'T' reinforcing member with
End Driven Nallsi
10d Common (0,148'x 3.',min) Nails at 4' o.c. plus
(4) nails In the top and bottom chords,
Toenalled 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 detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 8 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 ifi19P,nB',�f a
S11530ENC100118, S12030ENC100118, S14030ENC * 30 1w00112'
S18030ENC100118, S20030ENC100118, S20030US O1 4�QP b10
See appropriate Alpine gable detail for maxi r^#..9.f
eIt�41Q��&LRie; d4ri�
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End -pall
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
Examples
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 30% = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Relnf.
Mbr. Size
'T'
Increase
2x4
30
2x6
20
-DPORTANTw� �°nuS I1RAREAD `N13 TFOLLUV OO AALL�CaNTR�ACTMS �UDING nE INSTALLERS9 ;
0' rU0 4
REF LET -IN VERT
"��,,+�r4
follow the latest edition of HCSI (BuOding Component Safety Informaton, by
Trusses require extreme care In fabrlcating, handling, shipping, Installing and bracing. Refje.,
• e
TPI and SBCA) fdRat)w
practices prior to performing these functions. Installers shall provide temporary brndng pLSL •
Unless rated otherwise, top chord shall have properly attached structural sheathing and bm chop
>
,ate.
DATE 01/02/2018
DRWG GBLLETIN0118
shall have a properly attached rigid telling. Locations shown for permanent lateral restraiso
shot[ have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to ea�
P'
of truss and position as shown above and on the Joint Betalls, unless noted otherwise. ��
Refer to drawings 160A-Z for stnndord plate positions.
Alpine, a dlvlsion of ITV Building Components Group Inc. shall not be responsible for any devlatio r
o �i •
•• / t •+ !"�
•o••w b aoo• S�\i
AN ITW COMPANY
this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin
Installation 6 bracing of trusses.
A this drawing
•••++•®•' i 1�
S
MAX. TOT, LD, 60 PSF
l \ 514\ EaRh\ Cil \ Ex resswa
seal on ar cover page llstig this drawing, Indcates acceptance of professlannl
englneering for the
� �10/2021
DUR. FAC. ANY
Y P y
\\Suite\242
responsibility solely design shown The suitability and use of this drawling
far any structure is the responsibility of the Building Designer
" /�' `N
per ANSI.TPI 1 Sec2.
r�IPi�4i11b11Y`
MAX. SPACING 24,0'
\ \ EaRh\ City,\ MO\ 63045
For more Information see this Job's general notes page and these web sites
ALPBJEi www.alpineitw.coml TPI, rww.tpins_or" SBCA. wrr.sbclndustry.org) ICO wwwlccsafe.org
(- e
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 H2,5A or
equivalent connector for
ASCE 7-16 180 mph, 30' Mean Height, Part, Enc,
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00
Or
ASCE 7-16 160 mph, 30' Mean Height, Part. Enc.
Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members.
All plates shown are Alpine Wave Plates,
3X4
12
12 Max.
2X4 X4
!ww — 8-0-0 max
4X4
20-0-0 (++)
Supporting trusses at 24' O.C. maximum spacing,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of
web, same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
Installation,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
WWW Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
nVARIUNGIO READ AND F(L_W ALL NQTES DH THIS DRAVM
■.mlPMUNT" FUMSH THIS DRAVM M ALL CUNTRACTMS DICLUDING THE RCTALLER&
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer
follow the latest edition of BCSI CBuOding Component Safety Information, by TPI and Stir far f
practices prior to performing these functions. Installers shall provide temporary bracing per SL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bott ch
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint aS
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to eachof truss and pposition as sham above and on the Joint DetaRs, unless noted otherwise.PI Refer to drawings 160A-Zforstandard plate positions.
Alpine,ndivision of ITV Building Components Group Inc shall not be responsible for any deviati
tuts drawing, any follure to buRd the truss in conformance with ANSI/TPI 1, or for handling, shipping,
AN ITW COMPANY installation R bracing of trusses.
\\514\Earth\Ci \Ex Expressway A seal on this drawing or cover page Ustig this drawing, Indicates acceptance of professbnal
b P y en8—vgng responsibility solely for the design shown. The sultabltlty and use of this drawing
\\Suitel 242 far my structuir Is the responsibility of the Building Designer per ANSI/TPI 1 SecB
VA Earthl City,\MCI 63045 For no" Information see this Job's general notes page and these web sites,
ALPINE wwwatpineltw,coni TPI, www,tpinst,orgi SECA,—bclndustryargi ICC, wwwJccsnfe.org
Square Cut
Bottom Chord
Valley
wwh
pip _ iE�i
09
2X4 4X4
Stubbed Valley Optional Hip
End Detail Joint Detail
�1'L!fHQ.0sbffiala�lMENNEENEEN
„
I•
n
ON
MEMO
MEMO
:�;...�
•
T 1S
0� 1 gr
ccN.y\_vl
%M V II /10/2021
Partial Framing
Plan
T,C--LL 30 30 40PSF REF VALLEY DETo
TC DL 20 15 7 PSF DATE 01/26/2018
BC DL 10 10 10 PSF DRWG VAL180160118
BC LL 0 0 0 PSF
TOT, LD, 60 55 57PSF
DUR.FAC.1,25/ 1.3311.15 11.15 1
24,0'
r Q
'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,
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:
(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 locationt
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 N-i
4X4
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web, same species and grade or better, attached with 10d box
(0.128' x 3.0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014.
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
Installation.
Or
Purlins at 24' o,c. or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
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
4X4
Valle
2X4
Spacing
Square Cut Stubbed Valley
Optional Hip
Bottom Chord End Detail
Joint Detail
oe-** filed
Valle
I
� I I I I I I I I I I I I I
I I I I I I I
12 - LUIFUM9 n l —USSeE
12 Max. t 2 ' o, .
X3
1X3 12 clL4Set
6-0-0 10 Max. a 4
1X3 (Max Spacing) 2X4
1X3 5X4/SPL 1X3 SQt�t►slstcaFaiir►/er�,�J
y�`��' H. %Common Trusses
)
20-0-0 (++ Partial Framing
Z��YyO`�jG at 2 ' O.C. Plan g
Supporting trusses at 24' o.c. maximum spacing, e• + �`
..vAMMM LOUSH THIS
AID1 FOJov ALL TMTN=S RS ITMSNa- DRAVTt ; 4S. LL 30 30 40PSF REF VALLEY DETAIL
+.IlPQ2TANTv F'URlIISH TFQS DRAVING TO ALL CUITRACTIX2S UR:LIIDING TFf INSTALLQ2�
Trusses require extreme care In fabricating, handling, shipping, Instatling and bracing. Red aAda TC DL 20 15 7 PSF DATE 01/26/2018
Calla. the latest edition of BCSI (BuOding Component Safety Information, by TPI and SBCA) f e
practices prior to performing these functions. Installers shall provide tenparary bra dng BLSL
Unless noted otherwise, tap chord shall have properly attached structural sheathing and b ton ch
shall have a properly attached rlgld telling. Locations shown for permanent lateral restrain of�e bS �j 0 e BC DL 10 10 10 PSF DRWG VALTN160118
• shall have bracing Installed per BCSI sections 113, B7 or 1310, as applicable. Apply plates to et h eS. s [� 1v
of truss and position as shown above and on the Joint Detafts, unless noted otherwise. .� �" 1.�✓ 'fir BC LL 0 0 0 PSF
IAILPI E Refer to drawings 160A-2 for standard plate positions. {spy ♦ V
Alpine, n division of ITV Building Components Group Inc. shall not be responsible for any devlatl f"�"w s+
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for Inandung, shlppt a++++a+p" � �� TOT. LD, 60 55 57PSF
AN ITW COMPANY Installation 6 b
r
ad
ng of trusses.
A seal on this dra.4g or cover page listing this drawing, trxgcates acceptance of profes
l\514\Earth\City\Expressway engineering resporisbRlty sdely far the desl� sham The suit !ty and use of this ��2�21
\1suite\242 VIZ structure is the responsbplty of the BuRding Designer per ANSI/TPI 1 Sec2 j DUR.FAC.1.25/1.33 1.15 1.15
1\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites SPACING 24.0'
ALPIND w.wAlpineitw.comi TPD www.tpinstorgi SBCAi www.sbcindustry.orgi ICC- vdccsafe.orrg
VALLEY FRAMING & BRACING DETAIL
Lumber Size and Grade Minumum Requirements
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this Is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing Into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05,140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-01, 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)
pnection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(**) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
3 16d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
Cr i I t rl'
416d toe -nails
316d t it
pp e o t' to oe-naI s
""`r`— — "".I 13. 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" long
x4
nailed w/ 2 -10d (0.148"x3") nails. Or 2,r, or scab reinforcement nailed to flat edge
of cripple with 10d 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress
graded lumber & box or common nails.
,Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
Installed into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples if cripples fall between
lower truss top chords and lateral bracing is not used.
-Apply all nailing in accordance to current'NDS requiremen
Nails are common wire nails unless noted otherwise. N•
`� •Na•tree• �i
' JeNARNDIfIu R£AD Alm FT1110V ALL IQIES ON ras nRAVDri
Jc�f'QirANfra FIRMSH TIM BRAVD16 TD ALL CDNTRACTURS DIC1tMNS THE INSTALLERS.
Trustee regil-e extreme care In fabrrathp, harMlnp, sNppFq, instatt4p acid bra
ckg •Refer toaorl
(dace the !elect per f of SCSI se fun WmCopInt Safety all protlen. a or and mcln for m jt
praeticas prior he Ise, top
these functions. Installers shad provWe tempos t bradn0 per B 2
shiers rated otherelse, tap chord shall have propeNs attached strueturnl slat t tp st bottom 9h
f� shall have n ackg lY attached rlpld sections
Locations slam for perronent lateral restto e h
17 j71'� rt ,�-J sMrl have bracY'iG ketnlled per BCSI seetlons B3, )7 or H10, m nPWkdde. Maly plates M each f
i� Ill! 1U1�\vl l l dL=� of truce and ppnosalon ns chasm above and an the Jdnt Detaft, unless noted atherstce.
Refer to aYveirths 16JA1-2 far standard plate posttlons.
AIpM, a dMslon of ITV BWldrnp Cwpormts Croup Inc shad not be responsble for arty deviation, f
AN ��NY tMs d 'Zg, wy folure to bald the truss In conformance with ANSUMI L or for hwxbv, sfdyipinp,
hstaltall— J1 bracing of trusses.
A." on this droehe or cover pope Usthp this draehp, hdlmtes acceptance of professional
—WY for the en. stoThe suttablhty and use of this d-We
r'
13389 Lakefront Drive for 4i• tY of "� Ad Dasfprrr per AtLS[/iPI I Seel.
Earth City, MD 63045 For more Inf—ton see this Job's general notes� p�a•g�e and these eeb slim
AtPM mdpheits.com TPI, ese.tpFxtorpJ SBGv e.s.sbdr1, tr " B]] ess.kcsafearo
* • 1y
STATE OF
201
C
LL
20
30
40
54
iC
DL
10
20
7
7
PC
DL
0
0
0
0
BC
LL
0
0
0
0
TOT.
LD.30
50
47
61
DUR. FAC. 1.25/1.15
SPACING SEE ABOVE
REF VALLEY FRAMING
DATE 10/01/14
DRWG VACNVI801015