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PACK FOR
CONNECTION.
TYPICAL 7' SETBACK
CORNERSET LA..N
AND SPACING
PLUMB
SHINGLE R
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' 39'-8° REVIEW, ED
TABS Ir A TRUSS PLAcnv/T-.-PLAN to NW. m Am d tlE II6TALdaT1R1 ff rLaaSs L]f.D�iaD Ywns 11"VDcs I ARtlQTFt}LiGLT zt� YLas OaLraE7LT. Labeled End MGrk .
ETIE ES W PLAN IE LTI:OCAl7aN iRUs ESEA aLSFAAID PWA AYMM EN LA DWM-4affl ItE YLalSgi LDs alHl.� Y ARlZDT1X:lUM OE D@aIIiW TIE II>Gt7/IDifA SIPFAMI FSTE MMOMn
Total Truss Quantity 57.
NUNOy ®m. Oa16fOl -
Au taas awi.'w: ■ASIOm l�.T.W Olali, txas, Alm OA LtQd.VD
0a�lcf Qm a. ALM Y VV CYr m V TIC V LtQ
a.N¢s vat Lm X ArdTm vinOlr iwiai Wtn t AIT.IVAL n
MCM4
)LAfalw Yr. a NQf IE At]EYNTFLT a®m Ta UWt M lL1ES
WL "p
n" L 1a Dcm ml Ma rx,I - - An laA➢C /� AfRm R+ M
E>wLtsa ors¢�me aacru- •..esa¢
ttsvt[ wPARLLOR AT GYSE1.id mnRACfaa w Maack nC
n M twm ai nua�, Atw war i AloW
nc mavz M¢ xr IN 1=1 m Avt>m IaAaa
mCL]Oawi '
IE Ya>w IdT ..
,®a La wAs >}aa LawaY; .AwrAs ammam�vas r
ARYAII
PLC m M.rme LID laden m. R m .m Q [SM
S ACWTMLa GCf1ffi ANLEC✓IDEi Sm RY'Jmllmal PREVIA Fiq ESQaIa
{ uc twaaa s P®M61.m nod zsa »LAws AtIDM9MFlflC
PAM 11iVAR fans aAiGll[ ONfSfAs Pai las TAaa a 10®, r i7En .
AtaLi R u a6TAt�1 r CNIO S r/i9A M LAS
N1NS S 1CD®GC.>WCaatmA=
NF3 � �� 4]NIlm d Gtlp4NLd OIIRACLaa 6
W�aA'rMfM I/IS �Ia�Li IMfE3 4£ mE lIlf Ni1�T Z£
FI
General Notes
1) b Ted Wad Wuo, Ibt w�E atd flat
� =-
2) b hmm to be 9mpsat Hum Wm tw othwww
noted.
3) AI t m wav is 2v O.C. U.I athw+in
4) Rwr rueaT Nab iu6'hda BM-81 nmteiwdaFim
mabw WQCN 5 O =M ft8r ryas, to
be rWwW at a madman of 2T b.W wi °ah
X-hLme tlEa.glad M Ltruchaa
Naas Lde to B(S-Bt for my aditlad 4aatq
deck
ROOF LOADING SCHEDUL
TCDL = 7 PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION 1.25 %
WIND SPD/TYPE= 160
ENCLOSED
BLDG EXPOSURE — C
USAGE - RESIDENTIAL CAT H
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Tmss member design & connector plates
Le desiwed for ASCE 7-10 and madmum
forces tiomboth compone. end claddings
and main wind forte resisting systems.
-These basses hate been —i—d to cam an
additional 1 ON, psf non-concu"ent bottom eb&d tive
land.
FLOOR LOADING SCHEDUL
TCLL = PSF
TCDL PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
AIL REACTIONS AND TIPLUTS
ARE SHORN ON ENGINIMM NG
PALL KEY
8-8zonm
-
® 0
LARD DESCR1Pf ON INIr. DATE
Ma joum. flan a 14
Ian c 1AZ M LaY vAw w L 14
m oM C M! YVHLC
w>n eve m w = Yoa w 7V
m LCI twr vavLE
anal LCT a.r w;_-
id LCI A/IAIIA
In On®aLMMUICMwIC M ]/aOlfl
d NAl1XD lRV. YAiA lARitp
LOAD% 0-MMPMN INIr. ME
M M LPi 1/Ibn!
wm LN ru AL>awfDa JM aLans
RR ®AIM NCL6E .ENE YVAIM
ttm Lot m1 LVLVB
CARPENTER
R LOOM CONTRACTORS
OF AMERICA
3900 AVENUE G. N. W.
WINTER HAVEN FLORIDA 33880
PHOWD (8OO) 93"806
FAX. (863) 294-2488
BUILDER D.R. HORTON STATEWIDE
PROJECTCREEKSWE
MODEL 1828/CALI/4EBB -
CCA PROJ/MODEL/ALT
7A5/ 320/182EC,E
ALT DESC -
OTC 9512,POTOIM DRIVE
LOT 118„ BLOCK
DESIGNER
RFS
PAGE
DA
03017 '
I.'N6' 4496L
1 SCALE
"=1'
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE,
�DR HORTON / STATEWIDE
[7=A5/320 CREEKSIDE
182EC,E
Lot: �--118 1 Block: �� � Unit:.---_—��
Address:
JobNumber:N334496
...................................................................................................................................
Revision Date:
W
1
0
w
New Load #: RI01 _A
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ti
ALPINE
March 13,20.19 AN n-W COMPANY
Mr. Bob: Michaelis
Carp6htei(C-6.6traptbr's. 6fAm&rica,,.Ihd.
Avenue G,. Northwest
-
Wjhte:r Haven,,:Fl_ 33.860-620.1'
Re: single 01y carried Miss with a width less than the hanger -width, and..
Wbod.bIotki-g,tqpc iev6fijl)des.ignloqd'vaIUL=L,fdrfac'e-r*nd'uh"tod.*hgncierattadhh!6nt-6n.-aon . e ply
supporting girder. (Ref&6hidd detail WA37�02).-.,
Dear Bob,:
Fora single Ply carried truss "with- 'a width less than Width you .can. .in§4aW:a. prefabricated jack
stab.truss.-(?").fQrwood.filler Wookihgi.. The chord: sL_res-, -.chord.grpOes, and-AlpirtE:."tbhh'Odtbr.plat6(s) to -
be-th'e".seirrie'asthjes'irt6l6:plkcarrioatr.-Uss.Th6or6feib-Cidatijd.j kt':sdeibtnussC.Y:W.illhav'6.a..minimuM
length of 48" and will have p minimum .pit6h:of.,5/12. The *gIQ plycarriod'.,trusg shall haVe:.a. reaction of
3,500# or less. Attach prefabnca'tod.ja6k:scab:truss. wit4two. torus: of 0.1 28'x3.0'.?'GUn Nails at,2"
0.0. per row, -staggered I " (See Figure 1 b6I'6W). P16ase'-.fef6r to the Siftson Strong. -Tie Catalog C-ic
201#. page 216 I7igqre:-$*for more information.
Figure -1
F.ora single ply:- itder- 'that requires wood blockin *9 to,*a(jhiQ* e:�ftlll desigh load Value forface-mounted
hangers -attach one wood; block to'the backface of the single ply girder with the same sin: and
deade..a�!� the bottom.. chord, Of the single ply gitd6r. The.-Wo6d: block length to be such that 'Ahewood
. blocking: extends to eaqljadjacent; ihts(Webt.afid bottom chbrdintersecfions):- Attach wood
pen panel points Nail r e
block (�)4ith two-'.0 - dun Is at. per 0A. staggered, 3. 0" applied to: the
lJ760*Forum lb.dve'Suite 305, bdaindqi 17L. U12 8
* 21 -4800 621-9100 (8 3_)-,-42278685
mwmalpineitwxom
ALPI-N.E
.AN"CO~
singleply-girder face; with an additional (20) 0,12Tx3lo' Gun :Nails ateachpane*l'.point appjie applied tot he,
wood blobkfAbe (See Figdre�2 bblb*).Plea 6 refer :�r'to the Simpson $ttohg-Me:CataIog C-C,2019i
page 216,. ROP"re. 1'for More irif(it(nati6h.
FigymZ<
The -application of pt6f6bhc*a'tedjack "scab truss for wood fill&.13lodki n*g1*wqod ;blocking to: achieve fUll.
design load value for face-mo.unted h0gprp must be :approved by the. hardware manufacturer:
All edge -and end-. distances, and spacing 'for -aII riail connections must; be. su#ici6nt, td#OV6ht,spIitti'hg of
"Wood.,
If I can.be of any further assistance, -or if you have anyquestions, please . give -me a call..
r.
A.A.
I
:William H. kric'k-RE. ISTATE. S:.
Chief Engineer,
.A 1pip-e-an- lTv.v. C ompany
Engineering Department.
Orlando; FL
6750'F6'r'UM'' - DdVe.-Su_ it6'305',:O'r1and6...FL (800)'.5.21-.9790 - (863) 422-8685
Wvv*aip*in.e;1fw:d6.rh
IY
ALPINE
M"COW-1my
Apd] 261-:2019,
Mr. Bob Michafelis
Caip.ehter Contractors 'of.An' eric-4, Inc.
N.or.thwip4t
Wintet Hbvim FL 33880-6201
Dear Bob,.
.Rb'- Stiongback bridging. on tb6f trusses.
I understand -there is -soi-he. concern over our recommendations f6rstrofigbackbridging on roof trusises,
'Sirdrigback bridgingfor roof trusses is not.a.requirement ofANSkTPI 2014 nor is it areq uirementofthe.
P_ t strongback. bridgih
Building Component -Safety* Information (EX.$0, .8u '66 roof tr ugses is
.recoMm`eaceo_by Carpenter CoWktdrtofAmbdda:. Str6dqb�& bridging the - following
vI g JW.P..
functions:'
One, bridging aligns the bottom -chords after they are- set -so they are uniform along the, teilibg
fine and . h6los.'with:*c'e.iling-'serviceability
Twoj bridging redu.ces e6lativd d6flecti6fi of. adizfbei ht -ttUssdg:,
Str:pngba.ck: brid g*ingdoe`s: tiot...-Pr6Vent. or reduce -overall individual d0flecti6h, especially -an* *y" roof trusses!
'ij .: .. . rethain 1/4" inch.
n -M r pfle!;;f(,A — ..... . ............ .... ...
St rary. o permanent bracing
rongoaqX. bridging in roof. trusses doe's not serve as ferhob r 06t r �and Is not.
intended to . di'skribbui6 or share are - d. between trusses. Consequently, no desido lbad's—hay.6:
hten design loads.
been accounted for with this. detail and continuous- &6hgback 'bridging thickild hot:bd:.'1fta'ched between
cofnMon And Jrdpr 't.nusse..s.,-.. The.. use :of strongback bridging sfi�.(l not. `interfere with other design
considerations as specified
fidd'.by- th& Eh&iekr . .4 Record ort*kt' Building .. Designer.
Th& outer ends of the strongback bridging :shall be attached. to a wall or anothor%secure end. restraint;
t -or
as..sppcified:.Py the Engineer 6f Record or.the BUiIdinq.D6sj§h&r.
strongback bridging be f�i- minimum 2X6 horbihbf lumber oriented �Aifth 'hedepth
9 t .-VOiti .,Aftch
-
with1$d :common, nails (0J62N3.5-). nails at. each intersecting member: When extending the
strongbadk bridging overlap by. at' a minimum of two trusses. Thelocatiop. qf1ho,strong6ac ri-gnq.�
maybe: specified .by '�the- Truss . M.ahu'f6dur'.e'-r-,. Ehbi6e6r, of * Record,..or Building Designer: -Please refer to
BCSI "Strcingbacking'ProvWons" Orto...Al ine-.* STI�gq-18R.T.014 detaTI for more information. The. graphic
9 � . . 1. . . ... . .... detail �.. . information. . p
-§hoWh,(FlgUee_A) is for,generic:illustratNe on
ly.
y.
6750 F.6rurn Drive:Suite 305, Orlando, FL 328211- (800.) .521-9790.- (863) 422-81585
www..alPin&it%W.0m
A
ALPINE
I x --r V..; U L -L L- k,pt. I
Figure -I.,
If I: can_ bb of ahY futtlhbt assistance' or -if you 'have -any questions, please; give. me a call.
VVillWhi.R.Mck P.E.
PhiefEng'kileer
Atphe an 11TW. :.Company
En.'nqenng'Depa ment
-Q&ndo--,. FL. 39821'
No.70881
•
STATE.
0-111
ONA -
-6760 Forum Drive Suite..365, Cirl6ridb; FL 2282*1* -v (800)521-9.790 - (8153)422=8685*
Wwwblpin
M
S . TRON .. GBACK S . R , IDGI NG RECDMMENDATIDNS
m All scab -.on blocks shail; be, :cx rqinimum,I2IX4�
:BRIDdG
BUTT SNTRONGMACK TOGETHEq
'Stresss araded lumber'*
P-All.,strongback briolgIng .and bracing shioll :be :a.
minimum 2x6 'stress,; gra'de.6V luHbLr!
4, ram" 1 f strop 'back �brlcld
he 0�4�,p.o�L 0 nc,,
develop load sharing TQ trusses,:
ATTACH SCAR WITH 10d:BOVGUN between M
;4f ' -V N6. (0.128!x3.Q.'). 14AILS'3N-.E ROWS.Af . resulting In 'an 0,�,e;ratl Increase' Iri, the
SCAB* , .61 D.C.
NOTE, 'IN LIEVOP SPLICING AS SHOWN, stiffness -.:of' the.- floor systems �2k6,
tiAP'�*'qT*Rnt4r.RAr.IC.'I*RTnf'YNr �irMUrol� I i :
DETAIL
STRONG13A.PK PRIDGING- ATTACHMENT AL.T-.tRW'A-rI:-VL.S
AN 1TW00MN
13723 JM*� DfNa
SOiq 200
MRIVIaW H09hfs. MO 83043
ims hd=tM
:sh-n: nw.akta"
bA*Q'DMVjr W 2
web
stron
, * . QPO.CK PrIdgInIg, A�;. -!�.HoW.n In
cletalLs, is recommended a• t. 10' "C" o.c. <mo:x;>
*- The' -.ketrms. 'brWbInd! :and :'1br-dd -1-are. sometimes
hq
mistakenly' used :'fnterchoLngeabty. ' 'Brqdh6'% 1's an
fmportp:nt :structural requirement of :any floor
or roof 'system, Rtj�
.e�er lo. e Truss. R08-Igh
-brq;wing tTPD) fdt"the; ,bracing reqIrem. ents for
each IndIVIdU A. t truss component, 'BrIdgli
particLAaHg. y 'strong�.C*k'';Id.ri.systemdg!t?g."'l�S X
recommendation
mmiahc1ctJoh for 'a' `truss-tsystem to, help
c. ontr.jo(k "vibration. In: addition to: aidirig.. In the:
dIsttAlb.Utlan of point tbacls JpdtW.e&6 adjacent.
truss, -stromgback brId9ing sarve5=toreduce
bounce. or resl,cl.Uca wor f rom
ripylijg pq.n. 'l6adi�.j:5Uch a ffootsteps:-t
TKe Performance of all 'floor sys'tems -are
enhancedby. the InttaLlatbo of stronqlaatk
bric.1gin.9 and therefore :Ij9. strongly recommencle.ol
by Alpine.
For ja6lcfltion6.1 jnf-cif - �MQ:tibn e�ebar�c llhg -strongbQ.ck
brIcIgIng, refer to''..'BCS-1-GuRcling. 'Component
:Sa'fiety, Information).
V� 4F
LL
Psr'
No. 708.61.
T &S
.. - s: - 1) L -
PSIF
�C EDL
irULL
PSF-
nF
TE:F- . 4
X A
PSF
f
'%ln 'WF '-iF-' ft�LCE*$i VF -c-ONS'l-RUCT. dfl -9-A;�-941,44 _141,11W MORE
� I A To' C_§
SM 4E5
tl� Il ON MA"7t#IAL._
q 0.4 C. NTR 16L�00t#.- fb.'06A IOUNSTAU I
'' A 'MA
1.30 VE"R Q Mal -AR 0% -.MA. 7 i}VANXIMUM
4.`�PA
D"S "'0' T' -p-C-8 PALL ' IS gid
AT: VAST �-'TAUSSI*a'*
Sze -APPROPRTATA': AV-P $1
DAV-A WT.. MR,
WO i
6 'r AL ANO LAUQR'
Til, 114. TAU. It JID. -REROVIE. 11+1101
sum . 4p T F11 'I JO. X WPLIM.
V Off 0
a 1W V Top.: JU
b 0, Z&
b
2 0,
0 a-'U)qa8'f! 4`ym
.... ....... ... . *....j...'."..
----- . . . . .
t.
t.
FTI
a
AXA -OR- N 58
R-1
P -TS-13 #11:0.1'.Z.1'. 018 IS A-� V'-"'
AR S N
Zpa�'
T
-A
*ft-d
Cracked or Broken
This drawing specifies repairs for a truss with broken chord
or web Member.
This design Is valld only for single ply trusses with 2x4 or
2x6 broken members, No more than one break per, chord panel i
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
U = Minimum nailing distance on each side of damaged area (B)
M = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member, Apply one scab per face,
Minimum side member lengths) = MU + (B) i
Scab member length (S) must be within the broken panel,
Nall Into 2x4 Members using two (2) rows at 4' o,c., rows staggered,
Nall Into 2x6 members using three (3) rows at 4e o,c., rows staggered.
Nall using 10d box or gun nails (0.1281x3', rein) Into each side member,
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade #11 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 plate area.
Broken chord may not support any tle-In loads, .
S.
L L
`�Typlcal
+ o + o + o + o
o + 0- + o + o +
S2'
tagger
+ = Back Face i0d Box (0.128' x 31, min) Nallsl
0 = Front Face 2x4 Member - Double Row Staggerf
2x6 Member - Triple Row Stagoere
Nail Spacing Detail
a LPO
AN RYy COMPANY
13389Lake front odve fer SAY
Esdh CRY, MO 63045
■sVANQsK MP AND rMLOV ALL NOTES ON
■wWVRTANRNI
Tww FURNISH THIS DRAVM TO ALL CDNTRACTDRS
Mernber-1 Repair Detall
Load Duration = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Memloerli
Size
L
SPF-C
HF
DF-L
SYP
Web only '
2x4
12,
620#
, 635#
730#
8004
Web [Inly '
2x4
18,
975#
1055#
1295#
1415#
Web or Chord
2x4
24
975#
1055#
1495#
1745#
Web or Criord
2x6
1465#
1565#
2245#
2620#
Web or Chord
2x4
30'
191,0#
1960#
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36'
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
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#
5280#
6095#
6660#
IHSTAILERS,
re is bWi -the truss M�onlo'nnenee with MS /TPI 1,nx fmTshond e,cahlpl
Of irussss
np or soVer pepe UrW9 this draeYq. WknUs accsptann of peofax4oml
i solely fer the desl�pyn,shesn, 'The sWtohpty and usr of iWs drnwlro
iM rnpoeubl{ky of 'lFwr ➢ Wbg Dagner per ANSYTft I Seel.
i lnfsrnuilon see this .lob's oenoral notes oaoe ihd these web sites,
L Dlstone
NlNnuns H L
SPACING
Hlnh+un
L Dh:tnnu
8
24,0' MAX
F MEMBER REPAIR
TE 10/01/14
WG REPCHRD1014
EY D5'r f�
TA...
purnn.5otp I1 1:11,
.lTsft;:
RIDGE
BOARD
axi)
.GqLLARSEAM,4Vr%Ry MRCL
RAFTERS
FAIR -OF
tz
H619fiV
Valley11E
-twhero
of s-'.ma nail 00"rft-throughvioattkift into-purlin Wan a
rrj'
rm irfsapplies tovaliap wwthq(to
-heeNj-#F-.4&- %jr I?"
-Maximum diOAn'rd.6-f height; 3.0-foet
1,40 mphp.ErWosed, Cat H, Aid-0,- - Xt- -0
"XF'7-16, mPhifti0kd, ExP D; W41.0
by-vihem)
VALLEY -FRAWNG
P-OR FUDGE
rip0leb,41-0''Idr30 psf (T-L)A;id -26 pof (TDj
a'tliecrtpkd�.Ihtasichr*WsUtt§ fr.dm thtvd laYs 'Or's IGQP
wcrk(hV.jn tdto- "6 b�o ifiat cr*49 (ocatlons are
jerErj'bq'tweq.p rows,.
V-Ak
Aoqv - "LA-4
3.
- tifiieimflaii
'Attaciftent-biq'
0'.M'ad.e;'dFed-t1y
7.
425d'tO6-nails
4,
Mft&'t&tw0-2X6 sleeperi;-,
4 2 6d toe-�ta 13
5.
-swepo witwi,
4'16d td&r%114
TW6"-U
3 led td&
'naUs,ea.ch sleepe
::PAd9e:bohrd.,ia roof bldck
g led toe-TIHS
S.
.-Flufflh to (TM -
.10,
-rru3s.td;o1pptg�
4l6d Avlf4411i
'Trassfo dflo"Olp-
416l,I*e7h4fb
.
.(ApTkE4 1.� S LESPERSAREUSED)
.13.
�611krbQ=Abzaftde
4 l6d'Wt-naI1$.
N0TE;.1Sa40A6:EW,4kdOMMON
NAIL!;
are
S.are.not
�wxal(
3- Tw'.UCTA IBM
;9.d.'.Sb
46 54
RE r NAI
DAT9 10 ,
'_ it
TPA:i&r-i,SWA),'foq
Tc 111L. 1'0
210 7
DRWG
)o&"-bH%ck-Q-ptr Lq
0*.iow dw,bulcm
tkMv*tkhv5)f *-bpx:
rX.,Z1. f---;
I f,*,;
1 -8TATE
�Ekc YL
Bc• u, 0
- 0 0 0
.0 o 0
o"t tor de
or k6c.
76T. Laj�50
47 61
1b.
ABOVE
4
Simpson• • ••• Construction ConnectorsjOT11•
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.
Carried
_- Dimensions
Fasteners:Allowable
Loads
Member
Actual
Joist
Model
Minl
Code
"DF/SPA
SPF/HF
" Size
NO;E
n Web
Max',
Species Header
$peciesHeader
Ref.:
(m)
o Stiff
s Regd.Floor
iN
H°
B'
Face _
Jaist
Snow'
RoofFloor.
i
Snow
Roof.
x-
(100)
(115y'
(125),
(100)
{i 15)
{125)
Min.
(14) 0.148 x 3
-
70
1,660
1,805
1,805
1,425
:,555
1,555
IUS2.56/16
• -
2s/a
16
2
Max.
(16) 0.148 x 3
-
7n
p
1,80
���
;,80
r
,805
�r
,5. �
F
,555
1,555
21/2 x 16
MIU2.56/16
-
2s/,6
15346
21/2
-
(24) 0.162 x 31/2
(2) 0.148 x 11/2
230
3,455
3,920
4,045
2,970
3.370
3,480
U314
✓
2sti6
101/2
2
-
(16) 0.162 x 31/2"
(6) 0.148 x 11/2"
970
1,945
2,205
2,375
1,675
1,895 12,045
HU316 / HUC316
✓
29/16
14%
21/2
-
(20) 0.162 x 31/2
(8) 0.148 x 11/2
1,515.
2,975
3,360
3,610
2,565
2,895
3,110
113C,
FL,
MIU2.56/18
•
29tia
-17�/,�
21h
=- `'
(26) 0162 x 311s
(2) 0148 x 11/z -`
230
3;745
4,045
4 045'z
32203;48013,480
LA
�21/2x18;�
HU316"! HUC316
e ` ✓ �
'2s/i6
. ` 1411a:
21/2
,=
(20) OA62x 31h",
j8) 0,148 x 1"h
1515 ,
2,05
: ;360'
3 610
2�565,i`2;895
3,110'
21h x 20
MIU2.56/20
-
2%
19Y16
21/2
-
(28) 0.162 x 31h
(2) 0.148 x 11/2
230
4,030
4,060
4,060
3,465
3,495
3,495
21/2x22 ,
MIU2.56/20
✓
�>
2 %i6
7 _
19 /1c
1
2 h
=
(28):0 j62 x 3Iz
1 .°
(2)0.146 x 1 /2 `
230
4,030
4,060
]
4 060 I'3,465
1"
3,495
3 495
to 26,
2 s /4
2stis' wide joists use the same hangers as 21/2" wide joists and have the same bads.
to 26
MIU312/9 °
31A
9Y,6'-
21I2
=
(16} 0 t62 x 3?h `
(2)'0148 x 11/2 1
230
2,305
2,6151'2
820
1,980�
2,24512,425!
3x9'h
HU2f0-2,/HUC210.2 .,
✓,=
31fa
81346'
�2'/2
Max.
'(18).0.f62x3'h
-(10)sb.14x3
g, S5
2,680
3,026
3,250(
130512,605
2,860'
IBC,
MIU3.12/11
131A1
111/a
21/2
-
(20) 0.162 x 31/2
(2) 0.148 x 11/2
230
2,880
3,135
3,135
2,475
2,695
2,695
FL,
3 x 1. a
HU212-2/HUC212-2.• ___..
•• -;
-31/�
- 101/,d
21/2
Max.
22 0:162-x �1h"
( )
10 -0.148x•3--
( )
� 795
3,275
3,695
3,970
2,820
3;180
,425-
U A
HG3.25/72;/HUC3.25/12
3?/a J;
: 11 a/a
21h
=,-:
(24} 0162 x 31/i':
, _ (12),0:1,48 x3 ,.
,a .-
3,570
4 030
4�335
°3075
3,4703,735
HU3.25/16 /' ..
_
• `
Min,
(20) 0162 x 3'/z:
(8)_OA,4 x 3, .
1 515
2,975
3 360
3,61,0
2;560
2,,890
:3,105
;,
HUC3,25/16,. ,,
3�/a
„;
131�ir'
..'- ..- .
21/2'
- ,
•
�,
Max,
(26 0162,x31/z
_ (12)i0,148x3_ =,z�7
a
3;370
4,365
_4fi95
3�330
3,755
A,04q,
-
i31/a�glulam
HUCQ210` 2'SDS . `
•..
t 3�/a
.. 9..:
3`
(12)1/a" x 211z" 5DS
(6)1la"x 211z"'SDS'_
3 u
G'10
. �1 �
4 a1n,
s f{iti
_3,710
�:3,71ifz
FL
HGUS3. 55110
37/a
85%=" '
; 4 `
-
'- (46)-0.162 x 31I2 '
' {16) 0«162'x 31/2>
4,095
9,100
9,100
9100-
"-T825
7,826
7,825
IBC,
HGUS3.25/12
•.
3V4
105/a
4"
"=
° (56j 6.162 x 31h
(20) 0JU x 31h '
5;040
9,460
9,400
19;400
"8 065
8,08518,085
FL
� 1 , " O'
12 "/" 21/" SDS'
5 555
6 720
ii `'i
i 4"
4 8401
LGU3.25-SDS
HHUS46
-_
-
3l4
35/s
, 8<to U.
51/e
4 /z.
3
-
-
(16) 74, x 2Iz S=S.
(14) 0.162 x 31/2
( ) a x _ z
(6) 0.162 x 31/21,320
2,785
i=, , s
3,155
,. v
3,405
_ ,
2,395
.-cr.,
2,715 12,930
312 x 51/a
HGUS46
• •
-
35/a
0.
4
-
(20) 0.162 x 31/2
(8) 0.162 x 31/2
2,155
4,360
4,885
5,230
3,750
4,200 14,500
HUS48_'-w `°
•� •
-
3s/ig�
° 6'SA6
2`
-
Q6 0.16201/z`
(6)0.162-X31/z ,
i,320
1,595
1,815;
1960,
1�,365
1,555(1,680
311z x 71/4"
HHUS4
1/
'
14
.3615(4,095
4415:z
�HGUS48 ,.. ,
•" •"
-'
35/4'
71/c''
-4'
-
(3 6) 0162 x 3'/2
> (12) 0162 x 31/z ''
3,235
7,460
7,460;
7,460�,
6;41516,415
6;415'
IUS3.56/9.5
-
35/a
91/2
2
-
(10) 0.148 x 3
-
70
1,185 11,345
1,455
1,020
1,160
1,250
MIU3.56/9
• -
39A6
j 81%
21h
-
(16) 0.162 x 31/2
(2) 0.148 x 11/2
210
2,305
2,615
2,820
1,980
2,245
2,425
U410
✓
39/16
83/a
2
-
(14) 0.162 x 31/z
(6) 0.148 x 3
97 }
2,015
2,285
2,465
1,735
11,965
2,120
HUS410
-
31A6
815/a
2
-
(8) 0.162 x 31h
(8) 0.162 x 31/2
2,990
2,125
2,420
2,615
11,820
12,070
2,240
HHUS410
•
-
35A
9
3
-
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,565
5,635
6,380
61445
4,845
5,486
5,545
31/2 x 91/2
HU410/HUC410
...
✓
s
3 fis
s
8 /a
1
2 /z
-
1
(36) 0.162 x 3 /2
1
(12) 0.162 x 3 h
3,235
7,460
7,460
7,460
6,415
6,415
16,415
HUC0410-SDS
-
3s/+6
9
3
-
(12)1/4" x 21/2" SDS
(6)1/4" x 21/2" SDS
2,265
4,500
4,500
4,500
3,240
3,24(1
13,240
HGUS410
-
35/s
91f6
4
-
(46) 0.162 x 31/2
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
7,825
7,825
7,825
1BC,
LGU3.63-SDS
•
-
35/a
8 to 30
41h
-
(16)114" x 21/2" SDS
(12)114" x 21/2" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
MGU3.63-SDS
-
3%
91/4 to 30
41h
-
(24)1/4" x 21/2" SDS
(16)1/4" x 21/2" SDS
7,260
9,450
9,450
9,450
6,805
i 6,805
16,8051
IUS3 56/11
117
2
`-
(12j 0148 x 3
-
�.
1' 420
i R151
1.745
fi 220"i
1.390.1
A85_
-.
MIU3:56/]1
-
.3s/ifi
„_-e111/a
21h
n-,
(20) 0.162 x 31/z
(2} 0,1,48 x 11/2 I
U914" -
• .•`
�. ,✓ yj"3'titi6.I.
.10
2„
-
(16)-0.162x;31h
(6);0,148x;3
HHUS410
{`35/a)
,<.9:- :
3 "
.=
(30) 0a62 x 3%
,. o9}'0162:x.3,1/z:.
' HUS412
°(10)'0.162 x 3%
„ (10) 0.162 i'31/21.
'Min
"11CnlVCIA62x31A
.'.f6h0:148x3 '.
.°
HUCQ412-SDS '
-
36A
1.
HGUS412,
LGU3.63-SDS -;
!•
-35/a
MG03.63SDS
4°:9i
HGU3.63-SOS . °'
.....
_,
Seh`
.1'
See footnotes on p.150.
THA/THAC
Adjustable Truss Hangers
v,
a
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
Install:top and face nails according to the table. Top nails shall
not be within 3/4" from the edge of the top -flange members. For
----the THA29,- nails used forjoist-attachment-rnust-be,driven-at-an-
angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or .
entirely below the header.
• Face -Mount (Max.) Installation —.Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options: .
• THA hangers available with the. header flanges turned in for
3W (except THA413) and larger, -with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
13/4' for
THAG422
for
122-2
126-2
THAC422
typical
far THA422-2
THA426-2
THA418
H �4
a
w
THA29
Double 4x2 - 2 face nails
Use full table value (total)
Single 4x2-I.�4topnails
SeetaqFace nails Top nails nailertabl, `
pertable per table
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of headE
® Double -Shear
Double Nailing Dome Double Shear
Shear Side View; Nailing Side View
Nailing Do not (Available on
Top View bend tab ". some models)
THA44 Face -Mount
(Min.) Installation
IyNIcu1 I "' V
Top Flange Installation
er to
tnote 5
p.187
86
0
z
z
a
2
0
0
W
F7
c5
z
0
U3
z
0
0
U)
0
0
0
N
Q
rn
0
U
Simpson.. ... Construction Connectors
THA/THAC
Adjustable Truss Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
C
C
"Ol,"04*02
THA29 18 1s/s 9"/t6 5'/e 11/z — (2) 0.148 x 3 (6) 0.148 x 3 (4)-0.148 x 3 525 -1,750 1,75U 1,750 1 450 1,330 1,330 1 1,330
27/s I — (4)0.148x3 (6)0.148x3 (4)0.148x3 1 525 12:610112,6101 2,610 1 450 11,98511,980-51 1,985
THA218 1 18 1 s/a 173/is 51/z 1 2 1 1 (4)0.148x3 I (2)0.148x3 (4) 0.148 x 1'/z 1 460 1:46U 1 1,460 1— 1, 10 1 1,110 1 1,110
IBC,
fHA218-2 16 3?la fi,M, S 2 (4) 0.162 X 3'Fz (2) D 162 K 31h °(6)"0.148 x 3' 19 ;9 1 �� ";.; ";49u 1 51 i (51 x FL,
LA
THA22262 1 16 31/a 22-/,s S 1 2 1— (4) 0.162 x 31/z (2) 0.162 x 31/z 1 (6) 0.148 x 3 — 1 960 11:9951 1,095 1— 1,490 1,515 1,515
THA418 116 1 3% 1171/z 1 7% 1 2 1 - J(4) 0.162 x 3'hJ (2) 0.162 x 31/z J (6) 0.148 x 31 — 11,96011,9961 1,995 1 - 11:4901 1,515 1 1,515 1
THA426 114 1 3% 126 1 77/a 1 2 1 — 1(4) 0.162 x 3'/z1 (4) 0.162 x 3'/z 1(6) 0.162 x 3'/z1 — 12,43512,4351 2,435 1 — 12,09512,0951 2,095
FL I
THA29
18
1 %
911/6
51/a
1
911/s
1
(16)0.148x3
(4)(3.1480
525
12,265
2,2651
2,265
450 1
195011950
1950
Tf A213. ""
18
15�a
13%
'S'/z":'
i
4Ct
4v0 '
3�
tFiv
201 J
2i t 5
THA218
18
1 %
17'A6
51/z
—
173A6
—
(18) 0.148 x 3
(4) 0.148 x 3
355
2,450
2,450
2,450
735
2105
2105
2105
THA2182
°.16%:
31/a
171%s
8
14tis
"
°— � "
62X.31/z(6)0.162x31h
l865
3 ((
931t!"
"� 10-
1595,
8
f34
0 5;
IBC,
THA222 2
16
3'/a
22'6
8
—
141/s
(22) 0.162 x 31/z
(6) 0.162 x 31h
1,855
3 310
3,3,10
3,310�
1,595
2: 845
2,845
2,845
FL
LA
THA413
18"
357a
13�s.41h'
—
13
(14)0148X3"
(4)3.0148x3`
85
r04
THA418
16
35/s
171/z
77/s
—
141/s
—
(22) 0.162 x 31/z
(6) 0.162 x 3'/z
1,855
3,31U
3,310
3,310
1595
22845
2,845
2,845
THA426 114 1 3s/a 1 26 1 77/a 1 — 1 161/s 1 — 1(30) 0.162 X 31/z1(6) 0.162 x 31/z11,85514,41514,4801 4,480 1 1,59513,79513,8551 3,855
THA426-2 1 14 1 71/a 261/s 9a/4 — 18 — (38) 0.162 x 3'/z (6) 0.162 x 3'/z 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745
1. Uplift bads 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 1'h" 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 11/2' nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
FL I
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers
`�EERBp
This product is preferable to similar connectors because
4+ a of a) easier installation, b) higher loads, c) lower
'+' m installed cost or a combination of these features.
7>b ,
qs
The double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovative double -shear nailing that distributes the load through
two points on each joist nail 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 bads.
Not"designedTo`r'weldedor 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
x Do not bend tab
Dome Double -Shear
Nailing Side View
CC(Available on
some models)
1' for 2x's
1' eforVs
4� a
Du
H
ca ..m
HHUS210-2
ErA 110.
HGUS28-2
P•
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
a
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers (cont.)
Modell
No •`
1
Min :
Heel ;
Height
6a
Dlmenslons (In)
Fasteners
W
H g
Carrying Carried
Member . Member
Single 2x Sizes
LUS24.:
18
, �
31,
,i1W
8 x 3, .
: (2) 0:148 x 8
LUS26__
41/4 '
,.1,✓ia
4a/4 <
13/4 '
� :(4}0.148
MUS26
41NG
18
1 e/ie
5-Y6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
45/ie
16
15/e
53/e
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
HGUS2&
4a/as=
b2�=
x 311a
` ($j "0:162 x 31h,..
LUS2$
4 s; .
' 18 "
1'9ha '
' 65/e `,
1;4a"
(6)=0.14$ x'3 ."F�
', (4) GA48 x;3=
MU928
65/ie
18
19/ie
613ie
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/2
16
15/e
7
3
(22) 0.162 x 31/z
(8) 0.162 x 31h
HGUS28
6B/ia
12
15/e
71/a
5
(36) 0.162 x 31/2
(12) 0.162 x 31/2
LUS210-
4?/%°
18�:'
' i.9�a"„
13ie
_,1'?�a:,.
(8}_:0 i48 X 3,`-"
. (4),0.148 x.3
HUS210,
83/s-
„16.,(30)0:162x31h(10)'0.16Z)'
/2'
_HGUS210
_; 899A6,
�i2 ` =
� 15/s
-;91/a
;"-�
�.(d6J:Q.162 X,3'lz :
(16) 0.162 x 31/2',
V1. See table below for allowable bads.
N
N
7
d
a p
ED
0
laThese products are available with additional corrosion
protection. For more information, see p.15.
go For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
B with Strong -Drive° SD Connector screws.
See pp. 335-337 for more information.
Single 2'z Sizes
1150 1 1,475 1 865 1 635 1 725 1 785 I 1,000 IBC, FL,
f F,A' .- 1 rrm s1in. A s 1°non 14i3 j -" 1 LA
1,150 1 2.350 1 2,660 1 2,780 1 2,780
HGUS26 - `
87"_'
"4;3411
'. 4,850
5;170:
, 5,390t+'
b7o„
:=9,69D
';_5,220'>
'5,390"
5390
''" r8ti- °
'3,2 5,3;870
]�'31995,'''
IBC, FL
LUS28
1,165
1,100
1,260
1,350
1725
1,165
1,195
1,360
1465
1,730
865
810
925
1000
1270
D'
1,730.
_
1
2,5'
5
�
1;87
'
1150�:1,975
1,270
5
1;45
,
.MUS'
IBC FL,'2i
LA
HUS28
1,760
4,095
4,095
4,095
4,095
1,760
4,095
4,095
4:095
4,095
1,480
3,520
3,520
3,520
3,520
HGUS28 "'
> 41,650,
7 T5
"7,275 -
" 1650°
` 7,2t `:'
'7' +5
' 7,275.°
7;275 ,
"1`325".
3,6r,0'
-3 820=
" 3,9l� °
'4,250r ",
IBC, FL
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215
1,500
113C, FL,
HU5210
a 635 '
'8050
,,
5.a3�'°
;330,,;
' 2;63 r :
S 9v"
? ,78L ,
;5"83v
8M0 .
t: 2.22G,
2, 31 '
, 2,455":
•2s535 .
2,8aU
LA
HSUS21G
2,090
1 9,100
9,100
9,100
9,100
I Zo90
9,06
n.400
9,00
9,100
;.5 45
6,340
6:730
6,730
6,730
130, F L
1. For dimensions and fastener information, see table above. See table footnotes on p: 195.
HHUS/HGUS
See Hanger Options information on pp.98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45'
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel out 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
apecny angle
Top View HHUS Hanger
Skewed Right
Qoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
Simpson Strong -Tie® Wood Construction Connectors
These products are available with For stainless Many of these products are approved for installation
19 additional corrosion protection. steel fasteners, E with Strong -Drives SD Connector screws.
For more information, see p.15. see p.21. See pp. 335-337 for more information.
ld�
Double 2x Sizes
HHUS26-2 4-A6 14 13-516 53/a - 3 (14) 0.162 x 31/z 1 (6) 0.162 x 31h 1,320 2,830 1 3,190 3,415 4,250 1,135 1 2,435 2,745 1 2,935 13,655
HGUS26-2 49AG 12 3-516 57A6 1 4 (20) 0.162 x 31/z 1 (8) 0.162 x 31/z 2,155 4,340 14,850 5,170 5,575 1,855 13,730 4,170 14,445 14,795
FL,
LA
LUS210-2 06 18 1 31/a 1 9 1 2 1 (8) 0.162 x 31/z 1 (6) 0.162 x 31/z 11,445 11,830 12,075 12,245 12,830 11,245 11,575 11,785 11,930 12,435
HHUS210-2 83/a 14 ,3-A6 87/s 3 (30) 0.162 x 31/z (10) 0.162 x 3'h 3,550 5,705 6,435 6,485 6;485 3,335 4,905 5,340 5;060 5,190
14GUS210-2 89/16 12 4 (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825
Triple 2x Sizes
HGUS28.3 :;
61 is
;' 12"`
47546
71/a
4
,(36)'0.162x3l/2
(12)OAIS2'x31h
3,235
7,460
7�460'
,460
7460
2,Z80
fi,415
6,4rt5,
6,41 ",
6,415
LA
HHUS210-3
83/a
14
41116
87A
3
(30) 0.162 x 31/z
(10) 0.162 x 31/2
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
813/i6
12
411A6
91/4
4
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
9,100
3,520
'7,825
7,825
7,825
7,825
HGUS212 3
" 1051a
; 12 '
41%
101a
''' } '
(56)'tD:162,X 3Yz
{20) 0:162 x 31h
,i;
04
04`
'' 04 "
;9,04
;90J
7 780
' X, 80
1,18tf
7, £ t
IB �'A
Quadruple 2x Sizes
IiGUS26 4, . 51h 12 , 66 ,5?fis ;4 ' (20)_0'.162 x 3'/z., 8) 0.162'x 3'/z ,2,155 �9`,34Q, ,4,,85Q �5,170: 5,575, ;1,855', 3,730 ,4;170'4 445'4,795-, IBC, f
HGUS28-4 71/4 12 69AG 73AG 4 (36) 0.162 x 31/z (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA
HHUS210-4 8% 14 6'/a 1 87/s 3 1 (30) 0.162 x 31h (10) 0.162 x 31/2 13,405 5,630 6,375 16,485 16,485 2,930 4,840 15,485 5,575 5,575 1 FL
4x Sizes
IBC, F
LA
IBC, FL
LUS48
43/a
1 18
39/I6
63/a 1
2
(6) 0.162 x 31/2
1 (4) 0.162 x 31/2 1
'1,060
11,315
11,490 11,610
12,030
1 910
11,130 11,280
11,385
11,745
IBC, F
HUS48
61/a
14
31A6
7
2
(6) 0.162 x 31h
(6) 0.162 x 31/z
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
71A
1
3
(22) 0.162 x 31/z
(8) 0.162 x 31/z
1,760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
67/6
1 12
3%
71'A6
4
(36) 0.162 x 31/z
(12) 0.162 x 3'h
3,235
7,460
17,460
7,460 17,460
2,780
6,415
6,415
6,415
6,415
HGUS412 10316 12 135/a 11061 4 1 (56) 0.162 x 31/z (20) 0.162 x 31/z 15,695 19,045 19,045 19,045 9;045 1 4,900 1 ? -180 1 7,780 I Z780 17,7180
HGUS414 117/,G 12 35/a 127/ia 1 4 1 (66) 0.162 x 31h (22) 0.162 x 31h 5,695 10,125 10,125 10,125 10,125 4,900 18,190 18,190 18,190 8,190
Double 4x Sizes
IBC, FL,
LA
FL
1. Uplift bads 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 bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selectors software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/a". Minimum and maximum
nailing options provide "solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1h" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 'A" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
w Finish: Galvanized
L
0 Installation:
V
d Use all specified fasteners; see General Notes
C.
• Can be installed filling round holes only, or filling
V round and triangle holes for maximum values
N • . See alternate irstallation for applications
3 using the HTU26 on a 2x4 carrying member or
F= HTU28 or HTU210 on a 2x6 carrying member
-p. for additional uplift capacity
N
C. • HTU may be skewed up to 671/z°. See Hanger
Options on pp. 98-99 for allowable loads.
See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Dave° SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
6 Many of these products are approved for installation with Strong-Drivee
SD Connector screws. See pp. 335-337 for more information.
I
_ ...... _.......... _.___....__....... ........... _.__......._......_...._._..._._...... __........ _...... _.._....................... _.....
.
13m
HTU26
�1/a' max. gap betweeftand -6
truss and carrying member
HTU Installation for
Standard Allowable Loads .
'(for Y2 maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Uap)
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTL1210 similar)
Miry Dimensions (ink Fasteners (n) DF/SP,pllowable Loads �� SPFTHF Allowable Loads
Model' Code
Heel,
No Height W H B Carrying Carn id Uplift ! Floor, Snow Roof 1Wmd °.Uplift Floor Snow Roof Wmd Ref
Member Member,�o. (.160j O00), yaa{115) �;(125) (160) (160) (100), I (115) j' (125) (160)
Single 2x Sizes
TU26 (Min. >
:37/a
15/a
571s
31/2
(20) 0,162 x.31h:.
{i;4) 0,148 x 111z :
1,250
2,940
3 200
f!3 200`,
,3,200 °
1,075
1,852-1
Z015
1 2 0 k
, ,2 015
HTU26 (MaX;)
i .�51h
5/e
57A6
:31h
: (20) 0.162 X 3, h_
(20) 6.148 z 11h
, 1,555=
_2;940
tl .i.:=
Ta3Uy
4 010,
1,335
2'530'
, 55 °
, �8J
.3;45Q
IBC,
HTU28 (Min.)-
37/a
15/a
7M6
31/z
(26) 0.162 x 31/z
(14) 0.148 x 11/z
1,235
3,820
3,895
3,895
3,895
1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
15/a
71A6
31/z
(26) 0.162 x 31h
(26) 0.148 x 11h
2,020
3,820
4,315
4,655
5,435
1,735
3,285
3,710
.1,005
4,675
LA
HT.U210 {Min):
3'/a
' >15/a
9'/6
3'h"
' (32) 0.162 X 31h
{i4) 0.148 X 1`1/z
1;33Q :
S30f
t,s 1...,3fl0,
_ ",330
1,145
3;225'225'
HTU__
(J210 (Max.)
! 9Y4
,1 sla,
9 s.,
31h_
32 0.162 x31h "
32 �0.148 x 1h
.,3,315
4 7q5,,;
�, �17
v 7 (f .
_5,��5
2,850
Double 2x Sizes
HTU262(Mn.)7
37/a�
3 e
-5ti6
°31h
(20)�16Z01/z`;
,,(14)0.148x3;
-'
i,S15
2;940',
33 ,
, uCt,,
3;910:
1,3 5
1,850'
2;090'
<2255.'2'465°
HTU26-2 {Max )` `
_ 51/1,
-.31Aal
5?16,
- 31h
{20) 0.162 X 31,
,(20).0.14813
.
2,175 ,
; 2,440 '�
' 3,3211
3',' c3b
4 48 "
1;870 `
_2;530
2;855.
- 3086
3.855
HTU28-2 (Min.)
3%
3�s
7'A
31/z
(26) 0.162 x 31/2
(14) 0.148 x 3
1,530
3,820
4.310
4,310
4,310
1,315
2,865
3,235
3,235
3,235
IBC,
HTU28-2 (Max.)
7 /a
35/6
7 /,6
3 /z
(26) 0.162 x 3 /z
(26) 0.148 x 3
3,485
3,820
4,315
4,U3b
5. F
82v
2,995
3,285
�.'
.1 '
- 4, •
"BRI i
FL,
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift 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 1/6" and 1h', use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector° software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
96
Simpson Strong -Tie® Wood Construction Connectors
0
z
z
a
0
O
U
w
t7
0
Z
0
z
0
CO
CO
rn
0
N
O
rn
0
U
0
Face -Mount Truss Hanger (cont.)
E Many of these products are approved for installation with Strong -Drive•
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table. for 2x4 and 2x6 Carrying Member
-
memuer-
Member"
Member :'
, (160) (100) ,
• =(115)
(125)
60 .,
1 0
-
HTU26 (Min.)
37A
(2) 2x4
(10) 0.162 x 31h
(14) 0.148 x 11/z
925 1,470
1,660
1790
875
795
1,265
1,430
1,540
1,615
HTU26 (Max.)
51/z
(2) 2x4
(10) 0.162 x 31/z
(20) 0.148 x 11/z
1,240 1,470
1,660
1,790
2,220
1065
1,265
1,430
1,540
1,910
IBC,
.
�.
, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1/z".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable .Loads C12" Maximum Hanger Uap)
Min Dimensions (In } Fasteners (In) DFISP Allouu
Model K Heel
No Carrying Gained "Uplift Floor .Snow
HelohC H . _ B riffs
Single 2x Sizes
- - -
- IBC,
HTU28 (Min.) 37/s 15/a I 71/is 1 31/z (26) 0.162 x 3% (14) 0.148 x 11/z 1,110 3,770 3,770 1 3,770 3,770 1 955 1 2,825 2,825 2,825 2,825 FL,
HTU28 (Max.) 71A 1 % I 71fe 1 31/z 1 (26) 0.162 x 31/z (26) 0.148 x 11/z 1 1,920 1 3,820 1 4,315 1 4,G55 5,015 1 1,695 1 2,865 13,235 3,490 3,765 LA
Double 2x Sizes
HTU28-2 (Min.) 37/a 1 3Y% 1 71% 1 31/z 1 (26) 0.162 x 31h 1 (14) 0.148 x 3 1 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 121985 1 IBC,
FL,
HTU28-2 (Max.) 71/a 1 34'is 1 71% 1 31/z (26) 0.162 x 31/z (26)0.148x3 1 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 31490 1 4,1140 LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/V and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension"may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional. information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
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.
Speedy HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16" at 100% of the table load. Specify as an W
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 1/t" x 2a4" Titen 2
screws (Model TTN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or E N/P sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/16"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/16"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
3/16" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/,6" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/a" is required as shown in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
of 1112" is pea ,tied.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
Y. eH,.,�Z mi�
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
SIMPSON
HU/HUC/HSUR/L
. . .. . . ........ . ....... ................... _ ............ . ... . .................. . . ..... . . . ....... . . .... ..... ...........
Medium -Duty Face -Mount Hangers (cont.) -
M These products are available With additional corrosion protection. For more information, see p. 15.
Model
No
HU26
HU26X
(4) 1/4 x 23/4
(4) 1/4 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
,HU28
HU28%
4 X 2Y4'
(6) 114 11
'(4)
1,500
760
2,400
HU24-2
HUC24-2
(4) 1/4 x 23/4
(4)1/4 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
"HU26-2,,(Min.)
'HUC26-2 -
4x ? 3/4 A
(8
l4) 0, 148
2�900
bo
V(Max,)U026
'�U26
(i2 114
X 13/4
8
00,;
1,135 ,�:
3,950
HU26.3 (Min.)
HUC26-3 (Min.)
(8) 1/4 x 2 3/4
(8) 114 x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12) 114 x 23/4
1 (12) 1/4 x 1 -/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU210
HU21OX
(8) 1/4 x 23/4
(8) 1/4 x 13/4
(4) 0.148 x 11/2
545
2,000
760
2,415
HU210-2.(Min.),
HUC210,-�
1/4 x 234
4,
HW672.(Max';)
"HUC2107'2' (Max.)
(18)'WXSW;��,T
(18 1/4 XI 3/4
HU210-3 (Min.)
HUC210-3 (Min.)
(14) 114 x 23/4
(14) 1/4 X 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
111.1210-3 (Max.)
HUC210-3 (Max.)
0 8) 1/4 x 23/4
(18) 1/4 X 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
H U 'l2X
(10) x 2-Y41'
j"R X-1 4
(6}0.14ixf%
-1 ;135,
2'
5
HU212-2 (Min.)
HUC212-2 (Min.)
. . . ......... .... ..
(16) 1/4 x 23/4
(16) 1/4 X 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
2 2) 114 x 23/4
(2 2) 1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU2,12 lvllfi.)
',WC'2t3(Min.)'
(16) 1/4x 3/�
(1 6),!/A"x 1�/4"
:0, '3
'(Q� 148ix
T,135='
� 4,000
1,135
4 920 '
H
-"LJ212-3 (Max.),
HUG212-3 (Max.}'(Ma(Max.}'(22)
1x 2 /4 Y4
J2) 114 x
(19)A148x 3
1,800
;8 0
T
5,
'8'
1, 00
5,085,-f
HU214
HU214X
(12) 1/4 x 23/4
(12) 1/4 x 13/4
P 0.148 x 11/2
1,135
2,665
1,135.
2,665
U214w in
HUC214' -2 (Min,)
4 X *4.
'(8) 0.148 x 3:,,,
77
1
01,
!k 5,085
HU214-2 (Max),
AUC214-2 (Max.
1�4
(24)
(24)1/4 x 1�3/4
120. 148 x3,
0
085,
HU214-3 (Min.)
HUC214-3 (Min.)
(18) 1/4 x 23/4
i (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.)
(2 4) 1/4 x 23/4 I
(2 4) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
kU216
7_7777777777��
HU216X
" '
3'
/4'
' _
8) !A xl Y4
2,920
sl 5
, I
HU216-2 (Min.)
HUC216-2 (Min.)
(20) 1/4 x 23/4
(2 0) 1/4 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(2 6) 114 x 23/4
(2 6) 114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
n Uf I Y-a k1wax.)
UU,z 19!a k1VjdA') 7
kLo AA /--/4,
k/9) V4 X'1 7/41
-)'Y-11+0
x �
3
''4U 10'�w',
3=3
HU7 (Min.)
(Not available)
(12) 1/4 x 23/4
(12) 114 x 13/4
(4) 0.148 x 1
545
2,980
760
2,980
HU7 (Max.)
.(Not available)
(16) 1/4 x 23/4 j
(16) x 13/4
(8) 0.148 x 11/6
1,085
3,485
1,085
3,485
(Not available)
@ 0, 48 x11h,
230
,.0; Max
(24)23/a
4),V, X I Y4,
(10)0.14 x
1,445
$735
HU11 (Min.)
(Not available)
(2 2) 1/4 x 23/4
(2 2) 114 x 1
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(3 0) 1/4 x 23/4
(3 0) 1/4 x 1
(10) 0.148 x 11/2
1,445
3,735
1,445
3,735
HU14 (Min.),
(Not, available)
(?8 'A"
X ?14 j
4 Y'11 :'/4
(28)14
(8 '01,
'1,515
3485-
3485
HU14.(Max.
qi�available}
(:�)' -X
,(3 6 -�A 'X�j �/A
45,
4,245
38
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B/SKIf PLAN
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RAISED HEEL TRUSS BEARING E3
SCALE, NTS SKI
RIBBON SCHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON 'ATTACHMENT
Vult=165 MPH
(2) 12d GUN (0.131' X 3')
(Vasd=128 MPH)
2X4 SPM
24'
TO EACH TRUSS, (4)
EXP. B,
ENCL05ED
NAILS AT JOINTS
Vult=180 MPH
(2) 12d GUN (0.131' X 3')
(Vasd=139 MPH)
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TO EACH TRUSS, (4)
EXP. G,
NAILS AT JOINTS
ENCLOSED
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RNSEDHEELROOFIfNM
SHEET INFORMATION:
�AIE ISSUED: II.BBId
ID] BY:
SK.1
J'a'nuary-10,; 2026
.0
arpen erCon'tractors of America, I nc...
39,60"
Avenue`
Winter Haven; FL,38,.',88G:-6Z0,1
De,ar, ailt.-
i - 1:-
Itit ,has come to myattenti�on.�'that,,some questions were raised cone ningS/8,,"dia
meter'
ameA er
holes drilled f hir ii the; chords (wide. face) pfsy,s42 gable end truss eslo. 411.0w, for
ifiread6d r6&dsed,,fdr tie, d.bmis"", yer?con-fI 44Pis sUpport,
with one ,-f40eAA!y*6Ath- --Ath4"Jes are -dfiff4abbfth&, u,ceni InV,oftkewjde-
t,&,am io
fate noclose. an VbJa t4dtivaeiihaginony -connector pl; - es, or vertical;°webs: then
, ,a
no;repair isy,p truss prilv a�d'sA fid'hor' 'additional
required
IP4,
ques ions
lfyou lhfa�Ve4'ny,- J-1ease give 6' me -a call.,
,:,"p
6750 'Forum :Drive, e Suite ,: ' Orlando, FL 3" (800) 521-'9790 --(865)422-,8685
tl.
This doctor nt has been elects c r sib
and sealed using a Digital agnaars. PnMed
copias MfitetA an arigirlei sirmturo mustbo
varMed usingthe odging eleaoricveNon.
COA #0 278
03/10/2021 ��
S.,
" e. n
No. 70861
9
STATE OF
ALPINE
AN ITW COMPANY
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www.alpineitw.com
I�Itd to ggnatlon:
Cc stcmer. Carpeni.er Contractors of America
Job Number: N334496
Jo!- D35(Y tion- ,7A5/320 ,182EC,E ,R101 /1828/CALI/4EBB ELEV.C/E
Address:
Ioh En�neet'irlg "CYtdriias
)esign Code: FBC 7th Ed., 2020 Res tntelliVlEW Version: 20,02.00A
JRef #. 1 XX89750042
Mind Standard. ASCE 7-16 WInd Speed (mph): 160 Design Loading (pso: 37.00
30ding Type Closed
This package contains general notes pages, 24 truss drawing(s) and 4 detail(s)..
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1
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069.21.1140.51041
A8
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069.21.1140.50180
A10
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069.21.1140.50602
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06911.1140.50493
A13
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069.21.1140,50212
A16
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069.21.1140.50352
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069.21.1140.50494
CJ5
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069.21.1140,51261
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A3
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069.21.1140.50181
A5
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069.21.1140.50573
A7
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069.21.1140.50899
A9
12
069.21.1140.50603
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069.21.1140.50869
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Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 12:05:44 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www.icc-es.ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. [CC: 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: 249564 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T10
FROM: RWM Qty: 11 'A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.51009
Truss Label: Al SSB / YK 03/10/2021
6'1"7 12'11"15 19'10" 26'8"1 33'6"9 39'8"
6'1"7 6'10"8 6'10"1 6'10"1 6'10"8 6'1"7
=5X5
E
39,81.
1' 10' i 9110.1 9'10"
F 10' T 19,101, + 29'8"
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.222 K 999 360
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 K 999 240
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 J - -
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.140 J
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.617
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.882
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.457
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0)
GCpi: 0.18 Plate Type(s):
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"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. 00111 ttf$t1"jit1j"1
Loading} � `• ff�f�y
Truss passed check for 20 psf additional bottom chord"' eo°s�*® ��ffi°•. ��'.
live load in areas with 42"-high x 24"-wide clearance.11�`~ •.+
e
o
Wind " ®�
Wind loads based on MWFRS with additional C&C
member design. a
e
Wind loading based on both gable and hip roof types.
a
i % A%
Xy�6®Bitlalwni ®me�?.*i1i b~
COA ( ,VV0 NILy
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
Component Safety Informatior
bracing per BCSI. Unless note
attached riqid ceilinQ Location
as applicable. Apply lates to
drawings 160A-Z for standard
any
so
0
10,
♦ 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
n Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
;IITPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawingor cover pa e
cceptance of professional encLineenng responsibility solelyfor the design shown. The suitabiliy and use of Us
r responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
6750 Forum Drive
Suite 305
Orlando FL, 32821
AWC:
SEQN:249588! COMN Ply: 1 Job Number: N334496 Cust:R8975 JRef:1X3L89750042 T25 !
FROM: RWM Qty: 1 , A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50790
Truss Label: AlA SSB / WHK 03/10/2021
7'11"2 13' 17'14'1"1212 19'10" 23'8 31'8"14 39'8"
111"2 T 5'0"14 T 2'8"4 I- 3'10" 6'0"14 ' T11"2 'I
5X5
F
39,8"
4'8"11 2'0"1 6'8" 8'0"11 T11"5 1'
F 8'1"9 1210"431'8"11 39'8"
IT
1T
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.11 Wx2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
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): 0.280 P 999 360
VERT(CL): 0.522 P 905 240
HORZ(LL): 0.120 K - -
HORZ(TL): 0.225 K
Creep Factor: 2.0
Max TC CSI: 0.790
Max BC CSI: 0.859
Max Web CSI: 0.964
Ver: 20.02.00A.1020.20
'��9 p,� • �If
a
°i 9 i 9 C.► o,
e°
s m
s
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1555 /- /- /960 /309 /444
1 1555 /- /- /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.2
1 Brg Width = 8.0 Min Req = 2.2
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1413 - 2747 F - G 1409 - 2067
C - D 1715 - 3278 G - H 1217 - 2103
D - E 1437 - 2551 H - 1 1424 - 2775
E - F 1565 - 2527
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2374 -1111 L - K 2401 -1108
Q - M 2867 -1216 K - 1 2404 -1107
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
508 - 838
M - F
1684
- 892
C - Q
637 -122
M - L
1745
- 573
S - Q
2530 -1181
F - L
559
- 464
Q - D
744 - 323
L - G
450
- 365
D - M
533 - 912
L - H
477
- 691
'*WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI/) PI 1, or for handling, shipping,. installation and bracinctof trusses. A seal on this drawing or cover paWe 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIfTPI 1 Sec.2. I Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 249589 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T9 /
FROM: RWM Oty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21,1140.50728
Truss Label: A2 SSB / WHK 03/10/2021
6-17
12'6"15 19'
6'5"8 651
� i_ 10
10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"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.
e5X5=5X5
E F
39'8"
9110.1
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
271"l 33'6"9 + 39'8"
6'5"1 6'5"8 6-17
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.172 L 999 360
VERT(CL): 0.321 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K - -
Creep Factor: 2.0
Max TC CSI: 0.480
Max BC CSI: 0.747
Max Web CSI: 0.625
VIEW Ver: 20.02.00A.1020.20
03/10/2021
RL_ 11d
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1556 /- /- /963 /310 /427
1 1556 /- /- /963 /310 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - 1 1542 - 2800
E - F 1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1262 L - K 2030 - 937
M - L 2030 - 957 K - 1 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 508 -119 L - F 548 - 356
D - L 521 - 683 L - G 621 - 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 an c7 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted oyherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint ofywebs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI �I PI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawin or cover pare 675o Forum Drive
listing this drawin indicates acceptance of professional engineering responsibili((�� solely for the design shown. The suitability and use of this
drawing for any s ructure is the responsibility of the Building -Designer per ANSVTT l 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249590 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T22 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50118
Truss Label: A3 SSB / WHK 03/10/2021
6'1'7 12'0"15 18'0"1 21'7"15 27'7"1
3.7"IT 5.11"2
1' 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.
e5X5 =5X5
E F
39'8"
9.101,
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
91101.
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.171 L 999 360
VERT(CL): 0.319 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.124 K
Creep Factor: 2.0
Max TC CSI: 0.408
Max BC CSI: 0.748
Max Web CSI: 0.485
03/10/2021
Ver: 20.02.00A.1020.20
33'6"9 + 39'8"
5'11"9 6'1"7
1
10'
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /965 /312 /407
1 1556 /- /- /965 /312 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 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)Y attached structural sheathing and bottom chord shall have a properly
attachetl riVq ceiling Locations shown for permanent lateral restraint of webs shall have�bracinq installed per BCSI sections $3, 67 or B10
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not -be responsible for any deviation from this drawing, any failure to build the -
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance pf professional encLineng responsibilittyy solely -for the,design shown. The suitability and use of this
drawing for any structure is the responsibility of the Buildienng 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: 249591 / HIPS Ply: 1 Job Number: N334496 Cust: R8975 JRef:1X3L89750042 T8 /
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.51040
Truss Label: A4 SSB / WHK 03/10/2021
T10"14 17' 22'8"
7'10"14 9'1"2 5'8"
r
0
Z°3
10'
10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types
.5X5 ;5X5
D E
39'8"
9.10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
31VT + 39'8"
9' 1 "2 T10"14
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.149 J 999 360
VERT(CL): 0.279 J 999 240
HORZ(LL): 0.060 1 - -
HORZ(TL): 0.112 1
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.755
Max Web CSI: 0.989
03/10/2021
Ver: 20.02.00A.1020.20
l
10, 1'
39,81,
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1552 /- /- /965 /318 /386
G 1552 /- /- /965 /318 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
D - E 1352 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1373 J - 1 1695 - 842
K - J 1695 - 863 I - G 2393 -1352
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 498 - 448 E - I 770 - 435
K - D 770 - 435 1 - F 498 - 448
'•WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have Properly attached structural sheathing and bottom chord shall have a properly ---
attached rigid ceilin Locations shown for permanent lateral restraint off webs shall have bracinA installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW 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 bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional enQrneering responsibili(t�� solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the BuildingU esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 249592 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3LB9750042 T24 /
FROM: RWM Oty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50181
Truss Label: A5 SSB / WHK 03/10/202'
6'1"7 16'0"l 237'15
6' 1 "7 91101,10 7714
:6X6 6X6
D E
39'8"
33'6"9 39'8"
91101,10 6'17
10'
91101,
9'10"
10 1
10'
19,10"
29'8"
39'8"
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: _ 20.00 Wind Sid: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.156 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 1713 /366
BCDL: 10.00 Risk Category: II
Snow Duration: NA
HORZ(LL): 0.064 1 - -
G 1556 !- /- /964 1713 /-
C Kzt: NA
Des Ld:
HORZ(TL): 0.119 1
Wind reactions based on MWFRS
ean Height: 15.00 It37.00 M
Mea
NCBCLL: 10.00 TCDL: 4.0 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: 0.799
G Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.745
Bearings B & G are a rigid surface.
Spacing: 24.0 " C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.485
Bearings B & G require a seat plate.Members
Loc. from endwall: not in 9.00 ItFTlRT:20(0)/10(0)
not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020,20
Lumber
B - C 1841 -2852 E - F 1665 -2513
C - D 1665 - 2513 F - G 1841 - 2852
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
D - E 1456 -1829
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - K 2505 -1555 J - I 1780 -984
member design.
K - J 1780 -1005 I - G 2505 -1535
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 511 - 469 E - 1 617 - 249
K-D 617 -248 1 - F 512 -469
vdA �' ®8aaaareeaQa t�j� °�4�
A a
w c w
m 0.A0$
a t
m a
o
� a
AT 0 '
!�
COA L /ONAI»
4111v Oat
(3/10/2021
—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 propery attached structural sheathing and bottom chord shall have a properly.
attachedid id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicab)e. Apply Oates to each face. off truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI�I PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 675o 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 is the responsibility of the Building -Designer per ANSUTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: 1 inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249593! HIPS
Ply: 1
Job Number: N334496
Cust: R8975 JRef:1X3L89750042 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1140.50165
�SSB
Truss Label: A6
/ WHK 03/10/2021
T10"14 15' 24'8" 31'9"2 39'8"
7'10"14 7'1"2 9'8" 7-1"2 '}' 7.10„14 i
6X6 ; 6 X 6
D T3 E
12
6 5X5 �-z5F5
M C
W
W1
B G
A
H �8 8
4X6(A2) =5X5 =5X5 =5X5=4X6(A2)
39'8"
10, 9.101. 9'10" 10'
10' 19'10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 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 /-
Des Ld: 37.00 EXP: C Kzt: NA
HORZ(TL): 0.115 1 Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Big Width = 8.0 Min Req = 1.8
TCDL: psf
G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 g q =
5.0
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.Members
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474
not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): I Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1807 -2729 E - F 1827 -2537
C - D 1826 - 2538 F - G 1807 - 2729
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110
member design. K - J 1847 -1131 I - G 2363 -1462
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 394 - 358 E - 1 628 - 300
K - D 628 - 300 I - F 394 - 358
1�@t513ttj�il�ijl�dltdlPltjrlg
��g
6 6
u �
a
p
M M O P
COA�AL�ga,``a
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI andSBCA) r safety to these functions. Installers
practices prior performing shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properyy 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 applicab-le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance ANSI/TPI 1, for handling,
-with or shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional encLrneering responsibili((�� solely or the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer ANSI/TPI 1 Sec.2. Suite 305
per
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or • AWC: awc.org Orlando FL, 32821
SEQN: 249594! HIPS
Ply: 1
Job Number: N334496
Cust: R8975 JRefAX31-89750042 T23 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1140.50573
Truss Label: A7
SSB / WHK 03/10/2021
6'17 14'0"1 19,101, 25'7"15
33'6"9 39'8"
6'17 7'10"10 5'9"15 59"15
7'10"10 6'1"7
=5X5 1112X4 =5X5
D E F
T2
12
6 � W
T4
'v 'C5
5X5
G
W3
B
A
H
a°s
=4X6(A2) -5X5 =5X8 -5X5 =4X6(A2)
� 39'8"
10' 9'10" 9'10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240
B 1556 A A /958 [715 /325
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 A /- /958 /715 A
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.743
5.0
BCDL: 5.0 psf
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: 0.748
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: 0.434
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 1975 -2822 E - F 1780 -2112
C - D 1821 - 2515 F - G 1821 - 2515
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1;
D - E 1780 -2112 G - H 1975 -2822
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2470 -1666 K - J 1912 -1210
member design.
L - K 1912 -1231 J - H 2470 -1645
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 439 - 395 F - J 556 -182
L - D 556 -182 J - G 439 - 395
E - K 440 - 281
�,y$1i;f ttlEiiptlifFyl ff
JgJ.`
S \ 4 1M-
%
e ! i
T08 1
O
� O
@�yy
�qp ¢§
L f 1 9 ® ° 0
Vi
COA t l AX,In"Onlo"
0:
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installingand bracing. Refer to and follow the latest edition
Component Safety
of BCSI (Building
Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide
bracing per BCSI. Unless noted otherwise, top chord shall have bottom
temporary
propery attached structural sheathing and chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed BCSI sections B3, B7 B10,
per
as applicable. Apply Oates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise.
or
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin,$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss.in ANSI 4PI 1, for
conformance with or handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing -indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this For
drawing for any sgructure is the responsibility of the Building -Designer per ANSVVT l 1 Sec.2.305
Suite
For -more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249595 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JR&AX3L89750042 T6 /
FROM: RWM
Qty. 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EB8 ELEV.C/E
DrwNo: 069.21.1140.51041
Truss Label: A8
SSB / WHK 03/1012021
6'9"4 13'26'8"
32'10"12 39'8"
6'9"4 6'2"12 6'10" 6'10"
6'2"12 6'94
:5X5 III2X4 =5X5
D E F
12
6 2X4
C
2X4
�
G
m W3
ZW
ti
B
H
A
4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2)
39'8"
10' 91101, 9.10"
10,
10' T 19,10'. 29'8"
+1'�
+ 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240
B 1556 /- /- /953 /716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 /- A /953 /716 A
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J -
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543
H Br Width = 8.0 Min Re
9 q = 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 rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 it Rep Fac: Yes Max Web CSI: 0.687
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2014 -2780 E - F 1973 -2289
C - D 1925 - 2523 F - G 1925 - 2523
Top chord: 2x4 SP #2 N;
D - E 1973 -2289 G - H 2O14 -2780
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum eot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2421 -1686 K - J 1982 -1323
member design.
L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 381 - 339 K - F 425 - 401
L - D 535 -183 F - J 535 -183
D - K 425 - 401 J - G 381 - 339
�tictiatroatrtlerrr�®r
E-K 585 -391
i•�
e!&® M
9
0
t
0 a e
C ® w
86Aga 0 a 4
O t}p Zp
'� �'®Qapat.9IDO"Ptl
03/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
Component Safety
of BCSI (Building
Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSt. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations for lateral
shown permanent restraint olVwebs shall have bracin installed per BCSI sections
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
B3, B7 or B10,
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin/1c�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure
truss in ANSI PI 1, for
to build the -
conformance with or handling, shipping,. installation and bracinccff of trusses. A seal on this drawin or cover pa4e 675o Forum Drive
listing this drawing indicates acceptance of professional encLineenng responsibility solelylor the design shown. The suitabili& and use of this
drawing for any sfructure is the the Building -Designer ANSIXI Suite 305
responsibility of per 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: 249596 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:1X3L89750042 T21 /
FROM: RWM
Qly: 1
7A5/320 ,182EC,E ,13101 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1140.50899
�SSB
Truss Label: A9
/ WHK 03/10/2021
6'3"4 12'0"1 19,10" 27'7"15
33'4"12 398"
6'3"4 5'8"12 7'9"15 7'9"15
58"12 6'3"5
5X5 1112X4 = 5X5
D E F
12
6 2X4 W
C
00,2X4
G
ZD
W3
io
B
A
H
I_e
I 8,
=4X6(A2) =5X5 =5X8 =5X5 =4X6(A2)
39'8"
10' 9'10" 9'10"
P
10, 1�
10' 19,1 to.. 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 1717 /284
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.066 J - -
H 1556 /- /- /947 1717 !-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.124 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.748
BCDL: 5.0 psf
H Br Width = 8.0 Min Re
9 q = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.753
Bearings B & H are a rigid surface.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.999
Bearings B & H require a seat plate.
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B-C 2102 -2791 E-F 2189 -2492
Top chord: 2x4 SP #2 N;
C - D 1987 - 2524 F - G 1987 - 2524
Bot chord: 2x4 SP #1;
D - E 2189 -2492 G - H 2103 -2791
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
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
`}�gtitlNtiti9yitileq�r�
04
`
HD q
0
pad® is0 999��� i® d\r • ,�
O
0.7.08 1
0
d a
0 s
A-
yw tYgaem�+"jOM@up�mEi`*D®•�� k'^
6J
I'
COA ti°P94d�l�#
aoatal.t" o
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, by TPI and SBCA) for to
of BCSI (Building
safety practices prior performing these functions. Installers shall provide temporary
bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 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.
Alpine, a division of ITW Building�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, for handling,
or shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabiliCy and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/T�l 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: 249597 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:1X3L89750042 T5 !
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CAL1/4EBB ELEV.C/E
DrwNo: 069.21.1140.50180
Truss Label: A10
SSB / WHK 03/10/2021
5'9"4 11' 19' 28'8" 33'10"12 39'8"
5'9"4 5'2"12 8' 9'8" 5'2"12 5'9"4
5X5 =_ 5X5 z 5X5
D E T3 F
T 12
6 k 2X4 W 2X4
o C (a) (a) G
rn W3 ih
�
H
A B
ay I
4X6(A2) =5X5 =5X8 =5X5=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 Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu:.NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 /718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 A /- /940 /718 A
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.127 J - Wind reactions based on MWFRS
Mean Height: 15.00 It
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: psf
5.2 H Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.Members
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751
not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): I Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 2194 -2804 E - F 2386 -2693
C - D 2057 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T3 2X4 SP 2400f-2.0E; 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.
tAettauenatttde7e/,yf�l
Wind`
�somoeae,Qa °°r�
Wind loads based on MWFRS with additional C&C ,
member design.
Wind loading based on both gable and hip roof types.
m o w
[�N
a 0.708 1
a e
M s
• e
a n
9
n
O
r o
i*X�
COA 6 01YAL
,
03/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) fo'r safety to these functions.
practices prior performing Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
Locations
attached rigid ceiling shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicable. Apply Oates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 16OA-Z for s�andard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance ANSI Q PI 1, for handling,
with or shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitabili y and use of this
drawing for any structure is the responsibility of the Buildings esigner per ANSIrr% 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:249598! HIPS
Ply: 1
Job Number: N334496
R8975 JRet:1x3L89750042 T4 !
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
rD,,,No: 069.21.1140.50603
Truss Label: Al2
/ WHK 03/1012021
9' 17' 22'8" 30'8"
39'8"
9. g 5 8 8'
9'
5�6C6 T2 =5XD5 =4E4 T3
=6F6
T 12
6�
T
o (a) W
B
G u�
A
I�88"
1
H
1
4X6(A2) =6X6 =6X6 =6X6=4X6(A2)
39'8"
10' 9'10" 9110..
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): 0.251 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240
B 1556 /- /- /921 f720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - -
G 1556 /- /- 1921 1720 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.150 1
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.0 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939
G Br Width = 8.0 Min Re
9 q = 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 ft Rep Fac: Yes Max Web CSI: 0.306
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2250 -2705 E - F 2239 --2478
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
C - D 2238 - 2478 F - G 2250 - 2704
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 - I 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.go�lsttttrNta+iei,Dr
Wind
Wind loads based MWFRS C&C*s
on with additional „e
member design.'°4a "•.
Wind loading based on both gable and hip roof types.';
}
H
w
O� bi l . 9 1✓ ®Q Hwy
v
COA�C�f+ti,,$ NAL
03/10/2021
**WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall
attached rigid ceiling -Locations shown for lateral have bracin installed
have a properly
permanent restraint of webs shall per BCSI sections B3, B7 or B10
as applicab-le. Apply plates to -each face. of truss and position as shown above and on the 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 Buildinq Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSIITPI 1, or for handling, shipping,, Installation and bracingg. of trusses. A seal on this drawing or cover page -
listing this drawing indicates acceptance of professional encLVeering responsibili{� solely for the design shown. The suitability and use of this 6750 Forum Drive
drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249610 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:1X3L89750042 T28 /
FROM: LPM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1826/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1140.50602
Truss Label: A14G
SSB / WHK 0311012021
7' 13' 19' 28'4"
32'8" 39'8"
7' 6' 6' 9'4"
4'4" 7'
%6X6 =4X4 =8X10 =H1014
�6X6
12 C D T2 E T3 F
T4 G
T 6�
T
o (a) W
�
(a)
V)
B
l A
i�
H v
5X5(A2) =H0510 =4X4 =6X8 1115X5K
63 -4X6=3X6(A1)
28'4" 111'4"
-i
1O'l0"4 5'1"12 4'4"
4'4" 7' 11�
8' 18'10"4 24' 28'4"
32'8" 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): 0.179 D 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240
B 1922 /_ /_ /_ 1884 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - -
K 4268 /- /- A /1911 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.091 L
H 80 !- A A /60 P
Mean Height: 10.51 ft
NCBCLL: 0.00 Building Code: Creep Factor: 2.0
Wind reactions based on MWFRS
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.846
B Brg Width = 8.0 Min Req = 1.6
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785
K Brg Width = 8.0 Min Req = 5.9
H Brg Width = 8.0 Min Req = 1.5Bearings
Spacing: 24.0 " C&C Dist a: 3.97 ItRep Fac: No Max Web CSI: 0.819
B, K, & H are a rigid surface.
Loc. from endwall: NA FT/RT:20(0)/10(0)
Bearings B, K, & H require a seat plate.
GCpi: 0.18 Plate Type(s): I
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N;
B - C 1596 - 3565 E - F 169 - 505
T4 2x6 SP SS;
C - D 1465 - 3467 F - G 400 -180
Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N;
D - E 1332 -3056 G - H 538 269
Webs: 2x4 SP #3; W6 2x4 SP #2 N;
Bracing
Maximum Bat Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to
Chords Tens.Comp. Chords Tens. Comp.
be equally spaced. Attach with (2) 8d Box or Gun
B - N 3126 -1377 L - K 786 -1874
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
N - M 3815 -1821 K - J 786 -1874
erection contractor.
M - L 2986 -1327 J - H 179 - 399
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
Maximum Web Forces Per Ply (Ibs)
for (2) CLR'S where shown. Scab reinforcement to be
Webs Tens.Comp. Webs Tens. Comp.
same size, species, grade, and 80% length of web l6tiElpid$�t9
member. Attach with 0.128x3" gun nails @ 6" oc. +�y ®
-L - F -1224
C - N 140
f
Loading %+
N - D 440 -430 F - K 203007
30 07 - 4053
D M 568 F J 1889 778
ma®�,,
;ef/�,
- -883 -
M - E 834 -67 G - J 344 -528
#1 hip supports 7-0-0 jacks with no webs. gg4t°°9
e 4, " v� *'
E - L 1423 - 3051
Wind
a
Wind loads and reactions based on MWFRS. 2 m ®;
o
Wind loading based on both gable and hip roof types. e
o
WARNING! This truss is not symmetric, but its
exterior geometry makes erection error more ® d *;
probable. It is imperative that this truss be installed
properly. !., a� ea A"
®®
*4?
1
71 AL
COA
$lM0010""Atl1A
(3/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information,
by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
id Locations for lateral
attached ri ceiling shown permanent restraint of webs shall have bracin installed per BCSI sections
as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise.
53, B7 or B10,
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
truss in ANSI/TPI 1, for handling,
conformance with or
shipping,'installation and bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilityt� solely -for the design shown. The suitabiliffy-and use of this
Suite 305
drawing for any sgructure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2.
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: 249599 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef1X3L89750042 T2 /
FROM: RWM Qty: 1 , A51320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50869
Truss Label: All SSB / WHK 03/10/2021
57'4
5'7"4
T
r
EO
l3!5
10,
10,
10'8" 11'3"15 1721 237'15
5'o°1z 17�15 a'e"77°14
29'7"15 39'8"
6' 10'0"1
5X5
p E5 =4F4 =5X5 Z5H5
9.10"
19,10"
sD14
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
NCBCLL: 10.00
Mean Height: 15.00 ft
Building Code:
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18,
Plate Type(s):
Wind Duration: 1.60
tnrnvr= Iacc
Lumber
Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.0E;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
9'10"
29'8"
10' 1
L.
TT
TT
1 1 8,8„
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.229 L 999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.427 L 999 240
B 1556 /- /- /932 /716 /257
HORZ(LL): 0.076 K - -
1 1556 /- /- /930 /718 /-
HORZ(TL): 0.142 K
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Max TC CSI: 0.820
1 Brg Width = 8.0 Min Req = 1.8
Max BC CSI: 0.802
Bearings B & I are a rigid surface.
Max Web CSI: 0.811
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
B - C 2225 - 2806 F - G 2509 - 2878
C - D 2062 - 2521 G - H . 2044 - 2305
D - E 1917 - 2214 H - 1 2093 - 2649
E - F 1976 - 2258
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2452 -1880 L - K 2805 - 2204
M - L 2814 - 2230 K -1 2266 -1674
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 1699 -1345 G - K 774 - 669
M - E 760 - 872 K - H 693 - 431
M - F 856 - 742
H.
41,
0 4
s o 7,08
e ° w • Y
• V o
1
S AT 0 •
r p • ¢r
® �yy 0a R11gMm Y0•�p�^1�ti
COA 'If BY'S,g ONAL l{AY
(3/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl 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. Referto
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building C p g omponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilifY and use of This Suite For drawing for any s9r'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.305
For more information see these web sites: AI ine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249600! COMN Ply: 1 Job Number: N334496 Cust: R8975 JRef:1X3L69750042 T20 !
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E Du No: 069.21.1140.50493
Truss Label: A13 �S,rwB / WHK 03/10/2021
5'7"4 10'8" 13'3"1r5 21'7"15 31'7"15 39'8"
5'7"4 5'0"12 2'7"15T 8'4" + 10, 8'0"1
=5X5
D
12
—5E5 =HOF10
=6
6
T
T3
T4
G
2X4
-7
ED
(a) W
v
v
B
H
a3 A
11��88
3X6(A1)
B1
=3X8 -5X5 N -4X6
=5X5
=3X6(A1)
13'4"
20'8" 5'8"
1'
10'8"
5'4" 7-10"
T T
7'10
T
8' 1'
10'8"
16' 23'10"
31'8"
39'8"
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
TCLL: 20.00 Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.043 M 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(CL): 0.080 M 999 240
B 840 /- /- /551 /397 /257
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.017 J - -
N' 315 /- /- /159 /140 /-
EXP: C Kzt: NA
Des Ld: 37.00
HORZ(TL): 0.028 J
H 585 /- /- /436 /242 /-
Mean Height: 15.00 ft
NCBCLL: 10.00
Building Code: Creep Factor: 2.0
Wind reactions based on MWFRS
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
FBC 7th Ed. 2020 Res. Max TC CSI: 0.957
B Br Width = 8.0 Min Re 1.5
g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014 Max BC CSI: 0.647
N Brg Width = 8.Min Req = -
H Brg Width 0 Min Req 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft
Rep Fac: Yes Max Web CSI: 0.546
H
Bearings B, N, & H are rigid surface.
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
Bearings B, N, & H require a seat plate.
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE HS VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T3 2x4 SP #1;
B - C 959 -1265 E - F 645 -628
T4 2x4 SP 2400f-2.OE;
C - D 755 -932 F - G 648 -471
Sot chord: 2x4 SP #2 N; B1 2x4 SP #1;
D - E 808 -911 G - H 324 611
Webs: 2x4 SP #3; W7 2x4 SP #2 N;
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to
Chords Tens.Comp. Chords Tens. Comp.
be equally spaced. Attach with (2) 8d Box or Gun
B - M 1088 -733 K - J 924 -213
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
M - L 931 -620 J - H 455 1W
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
Maximum Web Forces Per Ply (Ibs)
restraint. substitute (1) scab for (1) CLR and (2) scabs
Webs Tens.Comp. Webs Tens. Comp.
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
ggtnt4tteatiafttrerPr
C - M 396 - 367 L - F 903 565
member. Attach with 0.128x3" gun nails @ 6" oc.
t PPpFP
�° �,•,
D - M 619 -454 F - K 1390 -1254
M - E 442 -299 K - G 854 -1043
Wind
,�!
�v� !®,�maemaoPPg' E_ PF✓�
E-L 449 -564
Wind loads based on MWFRS with additional C&C
�� °�, o�*�� . '�� '•.
member design.
Wind loading based on both gable and hip roof types.
z 0.7108 1
m
e
,;�Ai
a jf97863fi'�1�
03/10/2021
'"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,-
as applicable. Apply 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 BuildinccLLComponents Group Inc. shall not, be responsible for any deviation from this drawing; any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawingor cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional enQQmeenng responsibili�v solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. - Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
�ROIVI:
QN: 249601/ COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T19 / RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.51118
Truss Label: A15 �SSB / WHK 03/10/2021
T
B
A�
-3X6r.
�1
5'7"4 + 10'8" + 15'3"15
5'7"4 5'0"12 47'15
—5X5
D
12
6 �2X4 =5X14
C
=5X8 =5X5
21'
8'
16'
23'3"15
8'
31'8"1 32'8" 39'8"
8'42 11 '15 7'
T3 -H0510 T4=5X10(SRH) T
G
T
(a) o (o
J 11 �8,8
=4X6 =4X4L =5X5 =3X6(A1)
�5' 138,
5' 5' 518" 8' 1'�
21' 26' 31'8"
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): 0.038 0 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.072 0 999 240
B 745 /_ /_ /497 /341 /276
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.017 K - -
M 1429 /- /- 1726 /654 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.031 K -
L 629 /- /- /238 /218 P
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: .psf
Building Code:
Creep Factor: 2.0
1 534 /- /- /399 /245 P
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.701
Wind reactions based on MWFRS
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.635
B Brg Width = 8.0 Min Req = 1.5
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 = 2.0L Brg Width = 8.0 Min Req = 1.5
Loc. from endwall: Any
FT/RT:20(0)/10(0)
I Brg Width = 8.0 Min Req = 1.5
GCpi: 0.18
Plate Type(s):
Bearings B, M. L, & I are a rigid surface.
Wind Duration: 1.60
WAVE HS
VIEW Ver: 20.02.00A.1020.20
Bearings B, M, L, & I require a seat plate.
Lumber
Members not listed have forces less than 375#
Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1;
Maximum Top Chord Forces Per Ply (Ibs)
Bot chord: 2x4 SP #2 N;
Chords Tens.Comp. Chords Tens. Comp.
Webs: 2x4 SP #3;
B - C 1109 -1100 E - F 800 - 732
Bracing
C - D 1003 -901 G - H 766 -618
(a) 1X4 #3SRB or better continuous lateral restraint to
D - E 835 - 674 H - 1 595 - 577
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
Maximum Bot Chord Forces Per Ply (Ibs)
and attached at both ends to a suitable support by
Chords Tens.Comp. Chords Tens. Comp.
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
B - 0 936 - 827 M - L 464 - 410
restraint. substitute (1) scab for (1) CLR and (2) scabs
O - N 570 -442 L - K 530 - 367
for (2) CLR'S where shown. Scab reinforcement to be
N - M 598 -426 K - I 451 326
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
gtittrtletnpt�/ri�fFZ
Maximum Web Forces Per Ply (Ibs)
Wind
Hsty
Webs Tens.Comp. Webs Tens. Comp.
�f°r,�
C - O 502 M F 909 732
Wind loads based on MWFRS with additional C&C
�*° �•ptlp'«'°®°d
A-1 1d
`j�
-291 -
0 - D 469 -387 L - G 947 -898
member design.
.o�° � �`,t;' , 0
E M 1635
Wind loading based on both gable and hip roof types.
•°e r
- -1574
a
0A08 9
Alpine. a
�. V
COA # ®�e�ats€ttltna►�ca'`�
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
rer BCSI sections B3, B7 or 1310,
Hess noted otherwise. Defer to
vision of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
iformance with ANSI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawing or cover page
hawingg indicates acceptance of professional en meering responsibility solely -for the design shown. The suitabilify and use of this
arawing for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com• TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.org' AWC: awc.org
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249602 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JROAX3L89750042 T18 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALIMEBB ELEV.C/E DrwNo: 069.21.1140.50212
Truss Label: A16 SSB / WHK 03/10/2021
5'74 10'8" 17'3"15 23'6" 29'8"1 32'8" 39'8"
5'74 5'0"12 6'7"15 6'2"1 6'2"1 2'111 7'
19'3"15
=5p5
)
T6 12 U
_5L5
T
C _6E8 —8H8 `5X10KSRS
T
F G I J
o �
B AB AE
M�
I�88,
s� A
N Iw
1 1
Y X W V u T S R Q P O
=3X6(A1) =5X5 =5X5 =4X6 1112X4(4')4 =5X5=3X6(A1)
XX
21' 6'
13'8"
8' 1'3"15 5' 36"5
8'
17' "15 26' 296"5
3'81 i 21'11
r1' H31'8'
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions
(Ibs)
TOLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity
Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.037 Y 999 360
Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.069 Y 999 240
B 774 /- /-
/508 /355 /317
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 0 - -
U 1323 /- /-
/633 /586 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.030 O - -
R 711 /- /-
/257 /237 /-
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
M 531 !- /-
/381 1247 /-
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.948
Wind reactions based on
MWFRS
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.636
B Brg Width = 8.0
U Brg Width = 8.0
Min Req = 1.5
Min Req = 1.8
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.584
R Brg Width = 8.0
Min Req = 1.5
Loc. from endwall: Any FT/RT:20(0)/10(0)
M Brg Width = 8.0
Min Req = 1.5
GCpi: 0.18 Plate Type(s):
Bearings B, U, R, & M are a rigid surface.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Bearings B, U, R, & M require a seat plate.
Lumber
Members not listed have
forces less than 375#
Top chord: 2x4 SP #2 N;
Maximum Top Chord Forces Per Ply (Ibs)
Bot chord: 2x4 SP #2 N;
Chords Tens.Comp.
Chords Tens. Comp.
Webs: 2x4 SP #3;
B - C 1118 -1151
F - G 823 -776
Plating Notes
C - D 1027 -960
G - H 834 -791
All plates are 2X4 except as noted.
D - E 791 - 722
K - L 681 - 548E
- F 823 -777
L - M 628 -571
(") 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
Maximum Bot Chord Forces Per PI Ibs
requirements.
Chords Tens.Comp.
Chords Tens. Comp.
Wind
B-Y 978 -830
T-S 585 -491
Wind loads based on MWFRS with additional C&C
Y - X 627 -411
S - R 584 -491
member design.
X - W 462 -350
R - Q 424 -356
Wind loading based on both gable and hip roof types. �geiuttrlluotrt1�
W - V 462 -350
Q - P 424 -355
� e ' ��jp ge e j
(� �
V - U 462 -350
U - T 589 -490
P - O 424 - 354
O - M 445 - 354
� e
888,"r���
.,y\ ffig .0084ov...
�•®r�&
; `p.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
:` ®• o
s a
C - Y 445 - 257
U -AB 611 - 605
'8
Y - D 453 -285
AB- H 504 -522
a 's
°
E - Z 1516 -1447
R -AE 930 - 847
=
p
Z - U 1536 -1466
AE- K 910 - 826
s` T 0 tl
B�_
SqV
l
Efiptl
AL
COA
(3/10/2021
`"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
bracing per SCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall
temporary`
have a
attached rigid Locations for lateral have bracing installed
properly
ceiling shown permanent restraint of webs shall per BCSI sections
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
B3, B7 or B10
Refer to '
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Buildin$cLComponents Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the
truss in ANSI/TPI 1, for handling,
conformance with or shipping,i . nstallation and bracingof trusses. A seal on this drawing or cover pa a
listing this drawing indicates acceptance of professional encLlneering responsibili((�� solelyor the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer perANSIfT 11 Sec.2.
6750 Forum Drive
Suite 305
For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org;_ AWC:_ a_wc.org
Orlando FL, 32821
SEQN: 2496031 GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L8975o042 T3 I
FROM: HMT Qty. 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50040
Truss Label: 61GE SSB J WHK 03/10/2021
10,81, 21'4"
10,81, 1018" 1
�- 4,8" 1 2'
(TYP) =4F4
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
• true
listi
dra
=ana
21'4"
21,4"
21'4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or"=PLF
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.004 R 999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.007 R 999 240
B 245 /- A /134 /103 /243
HORZ(LL): 0.005 L - -
X 72 /- A /35 /33 /-
HORZ(TL): 0.006 L
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.196
J Brg Width = 248 Min Req = -
Max BC CSI: 0.164
Bearings B & B are a rigid surface.
Max Web CSI: 0.069
Bearings B & B require a seat plate.
Members not listed have forces less than 375#
VIEW Ver: 20.02.00A.1020.20
N3/y" +gp�p y ®a
.°. 1 o. t'\4 i
a
s
e WAT
JA,6
kPil
CO 8 ONAL
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
require extreme care in fabricating handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Went Safety Information, by TPI and�SBCA) fo'r safety practices prior to pertorming these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
d rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 67 or 610,
icab-le. Apply plates to each face. oT truss and position as shown above and on the Joini-Details, unless noted otherwise. ffefer to
)s 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildinq Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the
conformance with ANSI/TPI 1, or for handling, shipping,. mstallation.and bracin of trusses. A seal on this drawin or cover page
iis-drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabili y and use of this -
I for any s r'ucture is the responsibility of the Building -Designer per ANSVT_ I 1 Sec.2.
6750 Forum Drive
Suite 305
Orlando FL, 32821
__jFor
SEQN: 249604 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 Tt /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50352
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 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
T
T
5' 2' ---{
(TYP)
=4X4
D
14'
14'
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
14'
7'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.005 J 999 360
VERT(CL): 0.008 J 999 240
HORZ(LL): 0.004 H - -
HORZ(TL): 0.006 J
Creep Factor: 2.0
Max TC CSI: 0.308
Max BC CSI: 0.177
Max Web CSI: 0.142
EW Ver: 20.02.00A.1020.20
• •a
0. 708 1
°
a
A R°,
®pge�pa a�aju�pg
COA #� A`
'�ie�eel¢¢reaa�t�'
03/10/2021
♦ Maximum Reactions (Ibs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 68 /- /- /38 /30 /13
F 268 /- /- /206 /134 /-
Wind reactions based on MWFRS
B Brg Width = 159 Min Req = -
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
C - D 377 -129 D - E 376 -129
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 - 238 H - E 511 - 238
**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 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-oT truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili(t�� solely -for the design shown. The suitabilify and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249616 / EJAC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T15 /
FROM: RWM Qty: 14 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50524
Truss Label: EJ7 SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
12'2"11
12
6
M
O 117
M
B
A B,B„
D
Wind Criteria -
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
7
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
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
• VV�� Q /1
°
o. 708 1 =
°
�T 0 �.
COASVONAL
03/10/2021
♦ Maximum Reactions (lbs)
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, 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 bracm installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin+Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
truss in conformance.with ANSI 4PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawin indicates acceptance of professional en rneering responsibilit�, solely -for the design shown. The suitability and use of this
drawing for any sfructure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249606 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 J Ref: 1 X3L89750042 T11 /
FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50494
Truss Label: CJ5 KD / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
r
11'2"5
12
6
[77-
�2
N M
CY)
B
1 A 8'8"
D
1 4'11"4 I
} 411 "4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: 11
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.549
Max BC CSI: 0.257
Max Web CSI: 0.000
03/10/2021
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /-
/200 /88 /152
D 89 /- /-
/51 /- A
C 118 /- /-
/85 /116 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have brac,'mg installed per BCSI sections B3, B7 or 1310,
as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with -ANSI PI 1, _or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawin or cover pa4e 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilit�yr solely -for the design shown. The suitabili y and use of This Suite For
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249607 / JACK Ply: 1 1 Job Number. N334496 Cust: R 8975 JRef:1X3L89750042 T26 /
FROM: LPM Qty: 4 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E Dnallo: 069.21.1140.50290
Truss Label: CJ3 SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
4"3
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;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
r
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D - -
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
�t � +�aaaaaoaaaee i�•,�r�.
$pi o
0 i
4 e°
C0AIOre ,/ONrAL
03/10/2021
10'2"5
0)
CO
C\I
$ipn
♦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
require extreme care in fabricatin , handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Went Safety Information, by TPI anc� SBCA) fo'r safety practices pnor to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
U ri4ld ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 87 or 610,
cab -le. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Ffefer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI/) PI 1, or for handling, shipping,. installation and bracin4of trusses. A seal on this drawin or cover pa e
us drawing indicates acceptance of professional en�ineenng responsibilityy solely -for the design shown. The suitability and use off is
for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2.
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249608! JACK Ply: 1 Job Number: N334496 Cust: R8975 JRefAX3L89750042 T27 /
FROM: LPM ply: 4 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.51261
Truss Label: CJ1 KD / WHK 03/10/2021
43
V
E
12
6 C
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
1, 11114
-� 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 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
`fir._
` 1 r
v S g°�nnaoo° %
a
°
' ai
°
COA 78 NA
03/10/2021
9'2"5
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- P /145 /76 Af
D 11 /-2 1- /14 /10 /-
C - /-15 P /29 /33 P
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing. and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted -otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracinctof trusses. A seal on this drawing,
or cover page
listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249609 / HIP_ Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T16 /
FROM: HMT Qty: 2 7A5/320 ,182EC,E ,RIO1 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50275
Truss Label: HJ7 KD / WHK 03/10/2021
5'3"5
5'3"5
9'10"1
4'6"11
12'2"3
12
4.24 a 2X4
C
v
m �
v
B
T
1 A $,6"
FE
2X4(A1) =4X4
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph___
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") nails at bottom chord
9'2"2 i 7"14
97"2 9'10'1
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.040 F 999 360
VERT(CL): 0.076 F 999 240
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C
Creep Factor: 2.0
Max TC CSI: 0.546
Max BC CSI: 0.416
Max Web CSI: 0.260
EW Ver: 20.02.00A.1020.20
l �l/
d qq �
o. 8 1
d
� b
� R
M qy, yyp p/y7 ��yaq
® C
COA1���a9'e'P'
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 /-
E 364 !- /0 !- /84 /0
D 214 /- /- /- /177 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise, top chord shall have Pr roper attached structural sheathing and bottom chord shall have a properly
)jid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
ile. AppTy plates to each face of truss and position as shown above and on the Join ' Details, unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
vision of ITW BuildinlComponents Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the
iformance with ANSI gPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa9e
irawint-indicates acceptance of professional engtneenng responsibility solelyfor the design shown. The suitability and use ofzis
any s ructure is the responsibility of the Building Designer per ANSI/T 11 Sec.2.
6750 Forum Drive
Suite 305
Orlando FL, 32821
Gable Stud Reinforcement Detail
ASCE 7-16: 160 mph Wind Speed, 15' Mea:n Height, Enclosed, Exposure C, Kzt = 1,00
Or: 140 Mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00
Orl 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
nr 1?n nh \Jinn Cn erl 1ril Man... ljel ,.+ o....,tr..ir.. r -
S,
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace w
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace ww
Q) 2x6 'L' Brace w
(2) 2x6 'L' Brace IN
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
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
-
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
H F
Stud
3' 8'
5' 9'
6' 1'
1 7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Q
Standard
3' 8'
4' 111
5' 3'
6' 7'
7' 1'
8' 11'
9' 6'
10' 4'
11, 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
J
S P
#2
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 6'
14' 0'
14' 0'
d
c�u
D L
Stud
3' 9'
S' 3'
S' 7'
6' 11'
7' S'
9' 2'
9' 7'
10' 11'
il' 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
r
#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 r
#3
4' 2'
7' V
7' 9'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
1 14' 0'
14' 0'
14' 0'
U
I I f
Stud
4' 2'
7' V
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
O
I� r
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10' 5'
10' 10'
12' 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13, 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
aj
° ;
DFLI
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10, 10'
11' 10'
12' 7'
14' 0'
14' 0'
0
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
CS
_
S P P
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
U
u P
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
0
rl
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 6'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
r
D r L
Stud
4' 9'
7' 4'
7' 10'
9' 6'
10' 1'
11, 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8' 1
9' 3'
11' 6'
12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used, Connect
diagonal brace for 600#
at each end. Max web
total length Is 14'.
Vertical length shown
In table above.
Connect diagonal at
midooint of vertical web.
ILPIN
AN ITW COI
11
514\ Earth% City% Expressway
\ \ Suite\ 242
\ \ Earth\ City,\ MO\ 63045
About
18'
L
'L' Brace End
Zones, typ.
2x6 DF-L #2 or
better diagonal
r
brace) single
8,
or double cut
(as shown) at
upper end.
\4�1 14N Refer to chart jfk
—WAIM413u READ AND FULLOV ALL NOTES ON THIS DRAWING W
—DIPORTANTa FURNISH THIS DRAWUM TO ALL CONTRACTORS INCLUDING THE INSTAIJERSE2
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Ref
Follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo sa
practices prior to performing these functions. Installers shall provide temporary hraclng pe. B
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo r
shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint f
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to eat
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 deviatli
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handing, shlpl
nstallation 4 bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of prcfessk n t
englneering responsibility solely for the design shown The suitablUty and use of this drawFrg
For any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec?.
__ For more Information see this Job's general notes page and these web sites,
Bracing Group Species and Grades)
Group At
S ruce-Pine-Fir Hen -Fir
#1 / 12 Standard #2 Stud
#3 1 Stud 1 #3 IStandardl
Dou ins Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Standard
Group Bi
Hen -Fir
#1 & Btr
#1
Dou Ins Fir -Larch Southern Plnexww
#1 #1 El
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
wwFor 1x4 So, Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values ay
be used with these rodes.
Gable Truss Detail Notesi
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang,
Attach 'L' braces with IOd (0,128'x3.0' min) nails.
NE For (1) 'L' bracer space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones,
)K)KFor (2) 'L' braces, space nails at 3' o.c.
In 18' end zones and 6' o.c. between zones,
'L' bracing must be a minimum of 80% of web
member length.
Gable Vertical Plate Sizes
Vertical Len th
No S13lice
Less than 4' 0'
A
Greater than 4' 0', but
than I1' 6'
3X4
ftlFipd Alfay.
Greater
Greater than 11' 6'
4X4
T ">111 1711 I + Refer to common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
of ve tLK le~ th, not addressed by this detail,
REF ASCE7-16-GAB16015
DATE 01/26/2018
0 °' ,r DRWG A16015ENC160118
MAX, TOT. LD, 60 PSF
10/2021
MAX, SPACING 24,0'
'T'
Reinforcing
Member
Gable
Truss
Gable Detail
Far I P-fi-in \/Prtirn I c
Truss Plate Sizes
pproprlate Alpine gable detail for
e sizes for vertical studs,
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
to that covers the total area of
lapped plates to span the web,
2*2X4
2X8
Provide connections for uplift specified on the engineered truss design
Attach each 'T' reinforcing member with
End Driven Nnlls,
loci Common (0,148'x 3',min) Nails at 4' o,c, plus
(4) nails In the top and bottom chords.
Toenalled Nails,
10d Common (0,148'x3',min) Toenails at 4' o.c. plus
(4) toenails in the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015END10011 1SPBYW
S11530ENC100118, S12030ENC100118, S14030ENC 301001 td
S18030ENC100118, S20030ENC100118, S20030EE 0. g�w � nblo
See appropriate Alpine gable detail for maxi e (hsj2'g r.#4r
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -nail - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specle, and grade of the 'L' reinforcing member.
eb Length Increase w/ 'T' Brace
Example,
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 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
"BMTANI>n FU naS MAVM TNO O °at CONTALL Mc�S MMUDI G WAVING MSTAU"Sj :
U. ® l
REF LET -IN VERT
PI
AN17WCOMPANY
11514\Earth\ City\ Expressway
11 Suite\242
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref n�
tyr
follow the latest edition of BCSI (Bultding Component Safety Information, by TPI and SBCA) fje.
practices prior to performing these functions. Installers shot( provide temporary bracing CSI.w
unless noted otherwise, top chord shall have properly attached structural sheatWng and bn choQ�i
hall have a properly attached rigid telling. Locations shown for permanent lateral restraiF s''a
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to eaa ,
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 devintior
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin
Installation b bracing of trusses.
A sent on this drawing or cover page tistig this drawling, Indicates acceptance of professbnnl
engineering responsibility solely for the design shown. The sWtnbPlty and use of this drarg
far' any structure Is the responsMlty of the BuRdtng Designer per ANSI/iPI 1 SecE
c
w
A {{•
a �4 ® k-, A
neo t e.,b p-
@1� •worrawry+.
C,!
°�*„ , /10/2021
i1
MAX, TOT, LD, 60 PSF
DATE 01/02/2018
DRWG GBLLETIN0118
DUR, FAC, ANY
\ \ Earth\ Qity,\ MO\ 63045
For more Information see this Job's general notes page and these web sites,
ALPINE, www.a(pineitw.comi TPI, www.tpinstorgi SBCA, www.sbcindustry.orgi ICC, wwwlccsafeorg
c
MAX, SPACING 24,0
Valley Detail - ASCE 7-16i 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�K�K Attach each valley to every supporting truss with:
535# connection or with (1) Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph. 30' Mean Height, Part, Enc,
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00
Or
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc,
Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max,
2X4 X4
8-0-0 max
4X4
12
12 Max, I
1X3
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'.
Valle
Spacing
Pitched Cut Square Cut
Bottom Chord Bottom Chord
Valley Valley
1X3 (Max Spacing) \\ X4
3 5X4/SPL ff -1X3
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
aG r�fnh►hcslrrr
ale �
2X4 4X4
Ir
Stubbed Valley Optional Hip
End Detail Joint Detail
m
24'
ion T�usses Partial Framing
at 24' o,c, Plan
DRAND �C'ESS�it O' ¢
■DWMTANT" FURNISH AVDIG ALL ONTRTGRCUDM THE DUTALLERS. -1 ® V LL 30 30 40PSF REF VALLEY DETAIL
Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Refer v
follow the latest edition of BCSI (Hullding Component Safety Information, by TPI and SBA) foAL r _ f s TC DL 20 15 7 PSF DATE 01/26/2018
practices prior to performing these functions. Installers shall provide temporary bracing per L _G
Unless noted otherwise, top chord shall have properly attached structural sheathing nntl bolt chordw
shalt have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint o r a �� 4 Aa ( S BC DL 10 10 10 PSF DRWG VAL180160118
shall have bracing Installed per BCSI sections B3, H7 or 210, as applicable. Apply plates to each ' r e '- r�
of truss and position as shown above and on the Joint Details, unless noted otherwise. s ® '. BC LL 0 0 0 PSF
P' Refer to drawings 160A-Z for standard plate positions. 1 46
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatlon - m p-01 ' e'a�s ss��
this drowing, any follure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, isarranrtY TOT. LD, 60 55 57PSF
AN ITW COMPANY Installation 6 bracing of trusses. vV
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional !�
\\514\Earth\City\Expressway engineering responsibility solely far the design shown. The sultablUty and use of this drawing� /10/2021 DUR,FAC,1,2�/1.33 1.15 1.15
\\Suite\242 far
any structure Is the responsibility of the Building Designer perANSI/TPI 1 Sec2. �hi8�ii{t44
\\Eadh\Cily,\MO\63045 eb sites,
ALPINE wvnlelnetrnconloTPIev�; Inskorgeneral
SH A, vr.sbclpndustr a ge and ese ICCM wwwJccsafe.org P P g y. SPACING 24,0'
J.
Valley Detail - ASCE 7-161 30' Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP 42N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�3`� Attach each valley to every supporting truss withs
(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 locations
170 mph for SP (G = 0.55, min,),
155 mph for DF-L (G = 0.50, min.), or
120 mph for HF & SPF (G = 0.42, min,),
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses.
Bottom chord of valley trusses may be square or
pitched cut as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max, I
2X4 X4
- 8-0-0 max
4X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 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 Restr in 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
Installatlon,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
❑r
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord.
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
Square Cut
Bottom Chord
oe-nailed Valley
12
10 Max, I
Q\,\' "P9
SQo-JtSaxsnra1trra
m � :
—VARNINGIM READ NO FIH.LDV ALL MNS ON THIS DRAVIW - a U. p ti!O i
w■iwwTANTa FIRRIISH Tws DRAVING TD ALL cm RACIms INCLUDING Thy IIISTALLER a
Trusses require extreme care In fabricating, handling, shipping, InstnlUng and bracing. Re n a
follow the latest edition of BCSI <BuRding Component Safety Information, by TPI and SBCA) f e
Practices prior to performing these functions. Installers shall provide temporary bracing
BCSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and b ton d4kd p°P' 1^1 e
shall have o properly attached rigid ceiling. Locations sham for permanent lateral restrain of Ids dui! OJ
u shall have brnclng Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to e h a ws
of truss and position as shown above and on the Joint Details, unless noted otherrise. .� �S!
1 RI E Refer to division
drawings If IT for standard pints positions. �•'� 1 ®�` r qt"i
Alpine, n division of ITV Building Components Group Inc shall not be responsible for any devlatl &0®w b ®afe t�
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippi twwf�•wa'
AN ITW COMPANY installation & bracing of trusses. {e
A seal on this drnwlrg or cover page listing this dmuing, Indicates acceptance of professbnnl B t? �� ��
l \ 514\ Earth1 City\ Expressway engineering respons0bpity solely far the design sham The suitability and use of this draw , v
\\suite\242 for any structure Is the respons&10.Ity of the Building Designer per ANSI/TPI 1 SecP_ oti /10/2021
\ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites,
ALPINE, www.alpinettw.coml TPD www.tpinst.orgl SBCAi www.sbcindustry,orgi ICG wwwlccsnfearg
2X4 4X4
Stubbed Valley ❑ptional Hip
End Detail Joint Detail
nl T
mon Tf usses Partial Framing
at 2 ' O.C. Plan
LL 30
TIC DL 20
BC DL 10
BC LL 0
T❑T, LD, 60
30
15
10
0
40PSF
7 PSF
10 PSF
0 PSF
57PSF
REF VALLEY DET
DATE 01/26/2018
DRWG VALTN160118
55
D U R, F A C.1, 2 5/ 1.3311.15 I1. P
SPACING 24,0'
I VALLEY FRAMING & BRACING DETAIL
R
BC
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 II, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 41-0" for 30 psf (TL)'and 20 psf (TD) Max.
ce the crippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
[gored between rows.
(Typ)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(••) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
'' ' ___.'" ".... � ., ) 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" Iong
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge
of cripple with 10d f0.128"x3.0") nails at 6" o.c. "T' or scab must b90% of cripple length.
-0' Cripples over 10' long reqscab. ure two CLR's or both faces w/ "T' or 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 require
Nails are common wire nails unless noted otherwisee� H.*0000011,
�V•ai' VEfys••
as
`
(A)
(B)")
•sVARNl JG— READ NO Fatty ALL NNW ON THIS DRAVDiri r �
.wwtrw+rFlxaasN TIDS naAvnaG To ALL coNTRACtuRs nsY,mrur TW TIIST•-LO " .
Trusses require ext v care h fabricatho, hwidUrq, InstalIk� •
; 1 e
'* J6
TC LL 20
30 40 54
REF VALLEY FRAMING
DATE 10/O1/14
shippMe. end brodnp RefeS 1�n
fdto. the latest edition of BCSI t&/lckp Caponent Safety Inforwatlon,'Ly TPI non SBw foGcQf¢t1w
`
TC DL 10
20 7 7
prnctices prior to perfornkq these furctbns. Installers shall provide tenPorarY braWp pey 7CSI.
`t
unt.ve noted propMy o �slcetUroVeLooco.otbns 9ns� fort
• _
STATE OF
BC DL 0
..
l�
d FE
st,aii lto, I. resttrnl�it yf 6
stroll have brvcMp hstolled per BM sect D3, 117 or 1110, as oppDcobte. Appty pates to easy f
of inns orW posttton os shown above nrd on the Jdnt Detais, mess noted otherwise. 4
���Q
•a ^` i L.
w/ A
BC LL O
0 0 0
O O O
DRWG VACNV1801015
Refer to drawkVs 1W-Z for siardard pate
NpFx a division of ITV BusdnD Components Croup 1i shalt not be responsk" for orry devbtlo�r`i�
1wYq,
•••e �O• `1••�••••�` �♦�``'`
R �`yV
Of
AN RWOOMAANY
Nis oY arty fa2utruss
-e to build the In conformance with ANSI/TPI 1, or For hardDnO. stippnD
•w»•• ♦♦
ss�ONAt
TOT. LD.30
50 47 61
installation . bracingof or cove.
on Nkp or cover
A seal is drower pope Ilstlip this drowlnp, lndoates naeptorx:-e of proFesslvnl
sowy for the shown The
far arty s�vctt.. Is ' wtaloittl n"d " of this d ° `'°
•f ]h. 11•�P�'
��,��'♦�
♦♦"
DUR. FAC. 1.25/1.15
13369I.akefioni Drive
Earth Cly, MO 631M5
�' PR' 1 Seep-
Mt —
Far Wore M'ornatlon see thb Jobs penernl notes paDe orN these web ALPM www 4 wrlt.cory TPb ....tprrtstory slim ....sbdndustry.orD, Tin ....kaafearD15
6(
SPACING SEE ABOVE