HomeMy WebLinkAboutTruss0
I
co
101-R"
lie lie 21'-4"
39'—B"
Total Truss Quantity = 57
TM IS A M= PLACEMM PLAN ITS DQD0= TO AID DL THE DWA"TIM 6 M=U E WMD T1a6S QtAV/DGS Alm AIlDOiE=rEFALS THM BODUNENr.
ESEE ES EN PLAN ME CM rr MM M= MA VISE UM PARA AYUDM EN EA DWALACMN DE TRUSSES. M D0 Y ARQDTECTUtAS aE VfGA eA IE Viam aA SIRERAN
REFER TO
PAQf FOR
OOEI MMON.
.t
TYPICAL 7' SETBA
CORNERSET LABEL
AND SPACING
SHINGLE RO
6 I
HEELi-3/ —
.---�10
PLUMB C
f-
1 1, .'&4% & -r( `s h 4P/✓`.CA,1
L( f- ki:�d a rn rr,s—
� � D
Labeled End Mark
>mlEJ
IDAm
N
Alm6\pNpIR
---
N1O1Oinr�r mein meecTtaN
All. AD3 >>rJ. C rAimm Tm!IIG O1ai Ala M etTsva
mm6ior art r Alm Tama vrnaD moor tr tea rats roc
QEem v m w At@Ia vltt0lr t� vlmm N11eVN. n
tam
ALL. w me vmu mm w A�EQ my n m G M
%
SUPPLM eaIQG�G SHMM AM 161m Mi NRem id M
AT fNR1r01 mreACL� 6 AIOm'A. IlC
UnK TIE T�R!>ff�i NM ST a 0 L M AVV®
1Rrma L IC Vtr IdT1Hrl.
EAm S}]dN RiPMI JNGS (iWeIDS. OAVm T
tic w N.1CT Lin 1•� wl a m®DamltD s MA
'1� t Lea, rEaDa s imNlaaa I,�L aJL �QAri
AN= a
AIIIa B u aarMMNI T NL10 S McASM arNlml CNGTA Ea 4t
a Acwrmw C"m mmm m< 3a NS?mA0r1 pwm E Es=m
4PMf� LAVA al CARPO A m"eACl�i 6
PML1 LLt1IM IAS GfWi MiSTAS RI LDS == a 1aaS.L T �1
NRp QE LDS TL19 2 SE
16MS 1C eATDD�A 9)aDfiMGL
PrpIN MTM�IAiTRDM1�Q
f %V�o Gov,
F
General Notes
1) M�,ald�l dad +Her; flat trine, aid Ih!
(a b. F dcacw gntn iN Pa�Y Pf m
2): to M S)tp III518 Ltdeei otll1I-
9) Mb wait b 14' OO, m.ien tdheEdm
4) Per True Pfab k aft 8C9-8f camlmrdotiw
apoft IV cam to wm, to
be twwbd at a mmdmam of 71' tedaeen each
= dBS-81 adt uad9dod 6w
ddai.
ROOF LOADING SCHEDULE
TCLL = 20 PSF
TCDL = 7 PSF
BCU- = • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.26 %
VAND SPD/n?E= L80
ENCLOSED
BLDG EXPOSURE — C
USAGE — RESIDENTIAL CAT D
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Tmss member dcsibm connector plate
aro desi��uueed for ASCE 7-IE and maummr
forces Wmbothcomponena mdcladding;
and main Hind fomc msisbn, systems.
• These tmsses bave bcenrcvi—d to care an
additional 10p psf noncon orrent bottom cbtini live
lead.
FLOOR LOADING SCHEDUL
TCLL PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACIYONS AND UPLDM
ARE SHONN ON ENGDO110MG
WALL KEY
OB'-e"
lninm
® 0
DESORMON Mr. DATE
va elQ iuv .m em vltrE
tuu mr aQAwt ry tea tear vDnE
ra Ee4 a AVII ,nnE
a men T6 ea av vain art ,nut.
Q LO mr tvaen4
Q L. W, eVrne
R In fa@ eeAYrf
a mr mateeele gate en ararn
ma rTan Erxu aaaEa tAt¢
LOADS DESCRIPf10N INIr. DATE
m
m . m ALmreQ .r1
vain
as
EIAKL PPU= letr
,nm
M=
UAIM
I � l
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENIE G. EL W.
WINTER HAVEN FLORIDA 33880
PH@El(800) 959-8806
FAX, (863) 294-2488
BUILDER D.R. RORTON STATEWME
PROJECTCREEKSIDE
MODEL 1828/CALL/4EBB
CCA PROJ/MODEL/ALT
7A5/ 320/182EC,E
ALT DESC
OTC 3440 THRUff CDR
LOT 24 BLOCK
DESIGNER
PAGE
FS
1
3
30 17
h34498R
1 4 "=1'
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
(DR HORTON /STATEWIDE
Li��/�32 CREEKSIDE
182ECIE
Lot. LJE==
Address:
....... ............ --- ....... ........ ............ .............. _........ _.__._........................
....
JobNumber: N334496
_....... ......... ................ ......... ........
..........................................._......
Revision Date:
Block: E== Unit:
New Load #: R101
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
March 13,20.19 ANITWCOW.-PY
Mr. Bob: Wichaelis
Carpenter Cdhtrafct6ts of America, Itic-
-390Q Avenue G-.. Northwest'
Wint6f HEiven, -:FL 33880-6201
Re: AlterriatiVdihs'till6tions-for 6 single 019 carried airidd truss with a width Jes.s thAn lho- hanger width, .arid:
wood, .blocking to: achieve full design. lo,.a,.d:val)6eIdr fati-mduhto.d.,'hanger'.atta6h�n6nt'o*'n.i . a, one ply
Supporting girder.. (Reference detail WA37,02)..
Dear Bob.,.
:FoO " single ply carried truss a. width less than'th& h4rigee. 'Width you in a n stqjl�:p.prpfabricated jack
scab truss: for wood -filler blocking:::The chord: sites,-.:.c . hord�..gTqdiei and AlPine":-;Odhh(�dtbr.pitif6(s) to.
i, rr' Thb pr&fb4ddaVjd . jack:sdab- truss. ry: Will have a: minimum
be the. s�eirrie astI!65h!g.Ia:pI.y a tr.*u§s,
Jen'gth of 48' and will.have a minimum pitch.:of 5/12., The singlo plyca rri . d iruss shall have -.a reaction Of
3,500# or less. Attach prefabricated,ja6k:scabAruss. with: two. (2) rows: of 0.1'28"x3ff"G(in Nails aU'
O.C. oef- rLo*,staggered 1":(S6efiglUr6 I 'belbM. to the Sihip�po?R$trong� Tie_Catalo
20119.I page 216..:.-Pipu1.re-8-'for more information;
Figare.-I
Fora single -ply, M" ethatrequires wood blocking to,'adhiovefilll design load Value for face -mounted r
-p! girder . with t 0 same size, and
hanger,5-attach. one wood.. bloc to the back face of the.s'-!' y*.with — :, . .. ... ngjP:. -... the:
grade.asbottom.-bbbtd, of the. single ply girder. Themodd: block length to be such that':the-W66d
blocking -extends to each adjacent panel points '(,#bbs-.Ahd b6ttomi.chord intersectlions): Attach wood
block (2) of 0: t�two: rows 1287 x3..O" Gun per row, staggpfad. 3.0 applied to. the
6760 * Forum Oeive Suite 305, Orlando F . L 32821
282-! - (800) 621-979*0-.'(86 3):-4 -22:7868.5
mwmalpineitm,com
.A.LPIN.E
MaWCOWAW
singleply.q.iroer face; with an addifional.(20) 0.118N3 Gun Nails at�:each
panel point applied to'the,
wood. blodk face ($6e Flouee-%2 below). Rlease refertoth6.�Sirbosbb$trohg-T.ie:C'btaloqC- -`20.1*9j
-page 216,. Figure.1 for more iriftiftnation.
FigymZ'
.. .. ........ ... ... . ......... .. .. . I—— . ...... ... . . .. ... .. .... ... ... ......... .. ..... ......... .. .. . ...... ... .... .. . .. ... ... ... . .......... .. ... .......... ..............
The
e -application of p*f6fabnciated ja c'k scab truss for Wood fillek:blockin'g' :or wood.blocking16; achieve MR.
design load value for face�-Mount6d hangers Must be ,approved by the- hardware manufacture[: -
,
All edge -and end: distances, and spacing for . -all nail connections 'must be sufficientto preventsplitfing of
If I can.be. of any fu rther assistance,.or if you have an e
.y:qu..stio.ns; please, give me a call..
William K Krick --RE..
Chief Engineer
mpany
Engineering Depaitmerit.
Orlando; FL
42•
STATE
TAT (SF
6750 Forum Drive. SO ite'306,0 r*land6. FL.32821 - (800).5.2:1 -9790 - (863) 422-8685
WW'W pitm-cbm
6.
ALPINEAiWPANY
April 26,2019,
Mr, Bob Michaelis
CarPeh,ter Contractors of Atherid4, Inc.
Avenue ONorthwest
Wihtet Hbv6n, FL 33880..6201:
Dear. Bob,.
R61 Str6noback bridging on fb6f. trusses.
I understand -thete is -dothd concern over our 'fecdmh recommendations oh-r6oftrus'ses,
Strongback bridgingirementofthe
.-for roof trusses. is not.a.-requiremen of 2.014ripris it a re u.
�:, - .. .* .".? 4 ' ' * ' "" * " ' " . . q
BUjIdin Component Safety, Information .(BCSI) 86t strorigback. bridging, brY roof- trusses is
recommended. by C4rphtf*- Contractors of. Am'edc'a: -Str6dgOabk btidgiho se'N& theJollwing men , .
functions:,*
- One, bridging aligns the bottom chords after they; are. set ..so. the -are uniform. along the ceiling
line and he-11:09'wifthi "c" e"iling:-sorvideability
Two; bridging reduces e6lativ& d6flectio'ni .of. adjadeihtttUssd!s:,
Strongback�b(fdoing.,do"es:tiot..-or6Vent-�orr6duct-ovet.111 individual deflection, especially arty i f
.: ny roo trusses,
..4i io pq a inch. q than .. .. ....... ........ . inch. ..... . ...... _._ . .... . ....... ............ ... .....
Si e :temporary..or. an
rongoack. bridging in roof. trusses does not serve -6�s fer-h0b e permanent bracing and is not
intended to distribUt6. or share. design loads, betwyeen fw8sps. Consequently, no design lbads'have:
been accounted for,'With this. detail and continuous str6bgback.bMcIgitig -�hould'not bd:attaicin-
hed betwee
cotbrilon'' and girder trusses-, The use :of stron back I bridging` shal I I not. `interfere with other, design
cbrisidefati6h's as sgeclfibd:'bthe Eng1heb.r"Of Record or the Building: Designer.
The outer ends of '.Siroqglaqkbridging shall be. -attached. -;to a wa . lior anotherzecure end. restraint;. -or
as..specifiedt the Erigiheeif& R66otd bf-thd l3UiJdin9-.D6§j6h&r,
Y .
Sfrdri g'back- bridging shall. be a. minimum :of 2X6 borbirtai lumber. oriented with t'he depth. vertical: Attach
with (3) I'Sd:common. nails (0.1'62NI.57) ned.1s at each intersecting 'rherrib&. When extending the-
.strohgback bridging overlap by at. a.minimum of two trusses. The location: of, the: §frongback- bridging-�
maybe specified :by `the-Trb§s Ma Engine&rdf,Record, or Buiding Designer: Pleaseref6e.-to-
,
1§681 "Strongbackjh6provisi one or -to. Alpine: MMAPT014 detall for more. information. The. graphic
§hoWh (Figure-. 1) is f6rgen"Oric Jilustrative purpose only.
,67.50 F.6rurn DriveSuite 305, 066ndo, FL328211- (800) 521*_9790-- (863)422"8685
9
ALPINE
R IUAJ.� UL I. MLL- k.jlJ . 1 j
01'.T.S. AGt 110 �l I e..i
Figure.'(.
If I. - can . be of any further assistance' or-ifyou "have any questions,- please; give. rne a call.
Williait.H.Krick- P:rl
Chief'.Engi.ineer
Alpirte an ITW'co ' Mpany
Engineering'Dop�trtmeht
-Oelitindo-, FL. 32821
6760. - Forum Drive Suite.366, Qd6hft FL 32821 ; (800): 521"-9.790* - (893)-.422=8685
-S T R ON 6B A d<' t' DGING-
BUTT .STRONGBACK'
:BRIDGING TOGETHER
-0.;
AT.TACH SCAB WITH10d:BOX/GUN
W0.01. 14A,1 , S , 'IN'-2 RWS , AT
,SCAB' C.
NOTE, .'IN LIEU. OF SPLICING N,
LAPVRONGBACK-'2RIDOING MENDERS
FriRwAT'LEAST ONE TRU=,,S ,ACI.
S.T.-REINGBACK'SRIDGINQ SPLICE DETAIL.
ATIVU
AN WOOMPANY sin
"Yr Pw
d-X-t 6 The sursW0Ay-wW'uM
is.
37z3,R16*rtv&O P.
200 #JWZM. I
wto *4
1*6" Wafgh&. MO 63043. ===—.;
RECOMMENDATIONS
� All scab -.on blocks -gha(L be: a. Animum.,`i&4�
''stress graded Au.mber`
P..- At L -str,0 29bcx dk bridging and bracing shall ,be :a.
minikum 2x6 'stress..' graded;
.,*.0, .lumber:"
►.The -p'urpose of strondback- :16ricI61ho Is, to.
develop io'acl, sharing I*twee.n'-'IndFy!dL(d(' trusses,:
Ses,:
. resulting In aj.i :b*�,&r4lk Ih&06qe- In, -the
stl0n-eisis�.:6f `the.floor systerli -2k6,
st*".ngbaqk- bridging-, po.tI:tIohdd- jOLij.-... h' Oyffi' Jn'
dg:talts, Is recommended at 10' . st. (max;>
':1b'r`C-L'dhQ 1. :qLre- sometimes
:.:
mistaken[CI
Y, �use . interchangeably. 19. an
imPPr.tUnt'structural eequlrement-:bf any. floor
or raof' system. Refer t.o tkg: Truss- R081gh
-Dr ng (TDD) f or 'the; bradnb r*Loq -
uW6ments for
each IndIVIdIUM.truss component, 'BrIdglni g"!
I particu'Larty 'strongbcx.c�k.-'*�.b.ridging'*..I's a":
rec6mmehdatldh- for h truss sysjtem to. help
con- In the
-tr..o ..'vIbration. In: add[tion: tp-aidIrig..,
distt4lbytion of point
t' loads betwo&h adjacent
-strongbac bridging
IdgIng servesto: reduce
NG
i� n
td
?a NOW
14 wW
C: p*As)
bounce. or residual vIbration 1resJult"Ino: from
rioving Point Loo.Ldsi:spch footsteps:
The e PerformancO. of 'all . floor 'systems -are
enhanced 'by. the. installation btl ttr6hg4ack
bridgind and -therefore :Is. strongly,
ngly recommended
ndect
by Alpine,
For a8lcilttondt Inf6i"Mati6h i�;ebqr�dlhg -strongbaqj�
bHoIbIng, ref eir . Component
Safity, Information).
%'14F N' 1�-" LL PSF* REF -STRI
TADL. PS17 -PATE. -16�.o
N6.70861. ts - - -
ACUL PSF- PRWG STRB
ALL., PSF
ST F
D. PSF i
N
RECtIMM.-ENDED SFIORING- DETA ..,;L
MIM11 IF* AA"ET�5 OF 1�liwoovtmioN -KATEATAI. W.14MING HORE
-THAN" U-00 A AM�- 'TV' BE. RLAC�Q4.R. 'F-4009'. �A�SV�t,. SHOPIr4a
v tAlvi;
qw.4,c_ NTIRATE L*O -:Q 4045 -AlU M97ERIAL.-
AD
Vol
AXIMUR
K m.r. f-W-M a �Af 0 MIN
Tst
g -APPA TA.: s f, A NU.:
TO.. FOP,10MEE. L TE8 A .. OWN.
-01THEA, A MT.
ijild1gate bl, 90 MTERIAL ANQ L.
-RVP V6 11'
6
Ai
hil 14 TVITA,�---h JQ- UE U PUE
?0a1 1fl mu b 21 p,tf 1;
que. block 60`f#f Z-Sri 1.
f-' rlwe
lbo; 'Arly �w
. 45--
SPAN
LE. NONE
IJ -xt
-of's
c
Cracked or Broken
This drawing specifies repairs for a truss with broken chord
or web member,
This design Is valid only for single ply trusses with 2x4 or ?:
2x6 broken members, IVa more than one break per chord panel
and no more than two breaks per truss are allowed, F
Contact the truss manufacturer for any repairs that do not
comply with this do -tall.
(B) = Damaged area, 12' max length of damaged section
(L) - Minimum nalling distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, Same size, grade, and
species as damaged member. Applyy one scab per face.
Minimum side member lengths) = (2)(L) + (B)
Scab member length (S) must be within the broken panel,
Nall Into 2x4 members using two (a) rows at 4' o,c., rows sta gered,
Nall Into 2x6 members using three (3) rows at 4' o,c„ rows s mggered.
Nall using 10d box or gun nails (0.12810', min) Into each side member.
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade 91 and MSR grade 1650f.
This repair detail may be used for broken connector plate at
mid -panel splices,
This repair detall may not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tie —In loads.
S.
L L
�Typlcal
+ 0 + 0 + o + 0
0 + 0 + 0 + 0 +
St21
agger
= Back Face 10d Box (0.128'bb x 3', min) Nallsi
= Front Face 2x6 Member - Trlplee Row S aooere
Nail Soadn(a Detail
Member- Repair Detall
Load Duration = OX
Member forces may be Increased for Duration of Load
Maximum Member Axial Force.
Member
Size
L
SPF-C
HF
DF-L
SYP
Web Only '
2x4
12'
620#
635#
730#
8000
Web Only
2x4
18,
975#
1055#
1295#
1415#
Web or Chord
2x4
24
975#
1055#
1495#
1745#
Web or Chord
2x6
1465#
15854
2245#
2620#
Web or Chord
2x4
30'
1910#
19600
2315#
2555#
Web'or Chord
2x6
2230#
2365#
3125#
3575#-
Web or Chord
.2x4
36,
2470#
2530#
2930#
3210#
Web or, Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
3045#
3505#
3835#
Web or. Chord
2x6
43954
4500#
5225#
5725#
Web or Chord
2x4
48, .
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
6660#
h4nlnun 8 L
L Dlctanee
HIn6+un
L IIIc toner
8
aeWWtAHT SH TRTS�IU1 D G m!� CWRMToH INCL Na 7K MULLERs, REF MEMBER REPAIR
Trusses require ntrent cue In fabrlcathM hwdlhp, shlpptfp InstalI1r�o and bradna. Refer to and DATE 10�01�14
follow the latest rdltlon of 1CSl G1Adeg Conpa.wrnt safrty 1n/Cr„atiorb:by TPI and SMA) for safrty
Vctkec prior -to perforvJnp ihrit functlans. Installs" ■hull peovW*-tanpors hraelnp pr sCSI.
,ran otheretu, top chord shall have properly attached structural she. and button el�ard DRWG REPCHRD1014
ti shall have a properly at Oled X can1n�a., Lomtlonf shorn For prrnenent lateral restraint of re i
ni�p
than have braehnp Mrtalled per >3C51 soetims ". 117 or 110. as apfueebl►, Aj 0l P� tode fact
Q 1 Iof truss and posltkn os SMrn above and on 'lhe Jolni Hsiolt, unlM note�d -oth�rwlse,
�Refer to drawings IdoA-1 for standard plat. positions,
Alp)7e. a dNlalon of ITY luldin Conponentr Ore Inc, shaLL t bt respan,lhle for o devlatlen Iron
AN TiW PANY this �rowlny any faAure to bWl.�tlx truss Mcon/ornoncr akin ARSI/TPT 1. er for tandp, shipping,
hstallatlan o •MoeMp of erusces. ,
A weal'an ihhlles olnwinp x eover poppet I1atMp ihls drariq. Y.dentes aceeptann aPffp.pfesrlanal
n.ph,..ri.o rti.Pondbt)1 •• solely for tlw �talpn shorn. TFr pdtpbllty anal usr o/ this raetro S
lop any tlructlrr Fs sine rnpafs>OAky of i1x A1Wtp Drslpner per ANSIRl4 I sect
Met;
cByBMoril Ve Pop more Infornatkn see this ,lava Central notes ppippe and blest web sites)EadhSPACING 24,0' MAX
LLP1uh wrr.00N 1tw.een. TPh r.e.torrt.erol SIM rwr.sbelnduetrveroi 100 VVikCsaftera
Lumber Size and .0'racleAln umpin -Reg a i rerngnts.
P1
2": 9'
;iffat' tp4km4
BOARD DOLL:
(2xs) FAIR)
liStOCKIN&NOTE
!
of va.gey �A-.W�SPA-tMa- •4 4'-0-.TV!PfPAL
2XJ 8L. a 06 0'
.3.AainS,'(flisCAnce,bstWeen'heefs):;d0'�:.'.or less
-maximum thon'to"d helght; 3,04pet
X, 1,40
m ;fiSCE7-16 XBO MO; Euclofffdl
SEAM,.EVERY 7HARC,
RAFTERS
a
-0
L4� 8A.L,
'4jl0_
BALL E
Ai:i0V kAR
. by -others)
• Att
Or
Wirafter,
are
TRU10-
TRLlha UNDER VALLEY -FPA'M[NG
'ALLIN RAFT-F-P-OR RIDGE
'Idr-30 psf (T'L)a.nd 26 P41f (.TD) Max.
vilt egoh Tq*;stX'r(tn§ from -t
i,d'QW'.*r!ajd.bb,&d i5o ihat crlppite locations are
19
4 l6d'ta-1
i to Tw
Nkna•:• wfii 40; MOM ..Utnpw, 72-- -
rty
t�V lifii
pc" d k*" ill
"_vd: 4r" 40
h%*/, eta'
X =,
IhLhdi-d Ofttr po'Sltions:
=&-o. P'd e, far.,'de
M A=- v• -for -*a.
t
N-6. o Sol
'$TAT It, OF
T ;9.d
-TC ILL 10
'Qc ffL
BIT. Ll, 0
'TbT Las
b 40 54
ZO 7 7
.0 o o
.0 0 0
—5b47 1
ZJR VALLEY 'CI�3�fIN1^t
DATE 10/91JI4
DRWO aq =801015
ABOV3
91w,
redtly
7- ayvplhtdiftd.
4. toeOSlls
'416du
te.'t"mri6
3. C il'p. 0 1 e.,tci; f.af fei.
ft e,na
(14) a
4.
?,aft&'t6..two.2x6
4 16d to"alli
S. '51depdi tki-itroi,
4'ad tdi-r%114
3 26d td&.rigUs:ea.ch
6. 3PAd9e:bohrdfa-t.00f bldck
4 16d toe-tMs
Almy
.7. Trid'se-bDefid tojr.wes-
4.10d.tOgiilffis
8. .'rluinti to (Typj.
3164104-nal)s.
4'16d,toc-AWl$
416!d1ft7bilb
.32. 'crloFtwtO.P'4lln.
916d.to*ft'.-np0
[.ARE USED)
.13. tb_raf tdt
4 l6d'We-nalls.
NOTE-.lria�jOAS:E".iSYi. 4' DMMbff
NAlt§
Simpson Strong-Tie"Wood Construction Connectors 7-re 3
Face -Mount Hangers - I -Joists, Glulam and SCL e 9 1
MD These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
Carried
"Member
1 Ddnensions
(in.)',
�� as .
:(�e
Allowahle Loads
Actual
"�"
a)F/SP,_
SPF/HF
Joist
Model,
Min!
Code
Size
No
Web `
A4ax
Species Header
Species.Header -
Ref.
(in)'
cs
a Stiff
= Regd.
W
H ":
B
Face�
Joist
Uplift Floor-
Snow
Roo .f;
�
1 Floor'.no
"Roof
11.15)
(125j"
(100)
(r(176)'
(125)
I
Min.
(14) 0.148 x 3
-
'0 1,660
1,805
1,805
1,425
1,555
1,555
IUS2.56/16
-
2%
16
2
Max.
(16) 0.148 x 3
-
'0 1,805
11,805
1,805
1,555
1,555
1,555
21/2 x 16
MIU2.56/16
-
29/16
151A.
21/z
-
(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
✓
29/+6
101h
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11/2"
970 1,945
2,205
2,375
1,675
1,895
12,045
HU316 / HUC316
✓
2-A6
141/a
21/z
-
(20) 0.162 x 31/2
(8) 0.148 x 11/z
1,515 2,975
3.360
3,610
2,565
2,895
3,110
IBC,
MIU2.56/1
294e
17%6:
21h
-
(26)"0162x31z
(2}"0.148x"11/z
230' 3,745:
4,045
4045
3,220
3,480
3;4"
FL,
LA
Z1/zx18'
_HU316 / H(JC316 ,`' _
✓
25e
_-1411a`i -
r21h�
"°- ;
{2D) O'762.x�3"Iz",
'(8) 0:148 x 1 �h"-",`
1515 ` 2,975
3,36,0'�
3;610�
2)565
2;895
3,110
21h x 20
MIU2.56/20'
• -
29/ie
197/ie
21h
-
(28) 0.162 x 31h
(2) 0.148 x 11/z
230 4,030
4,060
1 4,060
3,465
3,495"
3,495
29/16 x 91/4 29tie" wide joists use the same hangers as 21/z" wide joists and have the same bads.
to 26
113G.
7
MIU3.12/11
• -
31/a
111A
21h
-
(20) 0.162 x 31h
(2) 0.148 x 11h
230
2,880
3,135
3,135
2,475
2,695
2,695
FL,
3 x_ e ...HU212'2
/ HUC212 2
�' "✓
31/6
"'i>79/6`
21/z
Max.
(22) 0.162 x 31Iz
-(iQ)"O:i43 x 3 `
`;7L^s
s,775
3;695
3;970
2;820
3,180
3,425
LA
HUI:2 /121HUC3.25/12°
•="
'3'N
_ 11I4` "
2,1F�
'-
'(29)0162�x31/2
(12)0148x3
z/9Y
3,570
4,030
4,335
3075;
3,470"
3,735
�HU3 25/16 /
HUC3 25116
•
i 3'/a
1373fs
21/2
Min
Max.
` (20) 0162 x 31h'
(26) 0162 x 3'/z
(8) 0.148""x 3'
;(i2) 0:148"x 3
1515"
',t
2,975
3,870
3,360
4>365
3 610'
4,695,
2,560
3,330
2;890
3,755
3,105
4,040I.
-
•
3%giularri
:HUCQ210-2 SDS ` "°°..
` ."'
""
3'!
=9'
3
-"
(12),1/<'"'x21N SDS
(6)1/4"X21h"SDS°
2,3'6
4; 1p
,.4,4i
4,�17"
360(t�3,71U
7i'??''
' HGUSI,25/10
"F""
� " '
31/4
� " 85/a '
".4
. -
.'(46)'0162 x 31h`"
(16) 0.162 x 3'/z%
4 095
9, 00
.9;100`
9:100
7,$25
7,825"
7,825
I
JB
HruS �k 1� -.
I"A1/4.
1ou
, a `
=
"r5ri-r "1a�x t1s'
ranin1n�x:�1 ' `
°nan
4arin
Bannigann
a+nunl"R
n �iR
nsr,
HHUS46
31/2x 51/a
HGUS46
'HUS48 "..,
3"1/z x71/4, ; HHUS48
=HGUS48 `E`r" '
IUS3.56/9.5
MIU3.56/9
U410
HUS410
HHUS410
31/2 x 91/2
HU410/HUC410
HUCQ410-SDS
HGUS410
LGU3.63-SDS
MGU3.63-SDS
• • - 3% 51/e 1 3 1 - 1 (14) 0.162 x 31/2 (6) 0.162 x 31/z 11,320 12,785 13,155 13,405 12,395 12,715 12,930
• - 35/a 0e 1 4 1 - 1 (20) 0.162 x 31/z (8) 0.162 x 31/z 12,155 14,360 14,885 15,23013,750 14,20014,500
-
35/e
1 91/2
2
1 -
1 (10) 0.148 x 3
-
70
1,185
11,34511,455
1,020
11,160
11,250
•
-"
39/ie•I
813/16
21/2
-
(16) 0.162 x 31/2
(2) 0.148 x 11/z
210
2,305
2,615
2,820
1,980
12,245
2,425
•
• ✓
39/16
! 8%
2
-
(14) 0.162 x 31h
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
1,965
2,120
•
-
39/is
875/ie
2
-
(8) 0.162 x 31/z
(8) 0.162 x 31/2
2,990
2,125
2,420
2,615
1,820
2,070
2,240
•
-
35A6
9
3
-
(30) 0.162 x 31/z
(10) 0.162 x 31/z
3,565
5,635
6,380
6,445
4,845
5,486
5,545
•
✓
39/i6
8%
21/2
-
(36) 0.162 x 31/2(12)
0.162 x 31/23,2.:5
7,460.
7,460
7,460
6,415
6,415
6,415
•
-
39A6
9
3
-
(12)1/4" x 21/z" SDS
(6)1/4" x 21/z" SDS
2,265
4,500
4,500
4:500
3,240
3,240
3,240
•
-
.3%
91tie
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
IBC,
•
-
35/a
8 to 30
41/z
-
(16)114" x 21/2" SDS
(12)1/4" x 21/z" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
• •
-
35/a
91/4 to 30
4%
-
(24)1/4" x 21h" SDS
(16)1/4" x 21h" SDS
7,260
9,450
9,450
9,450
6,80516,805
6,805
. 46 See footnotes on p.15c.
Simpson Strong -Tie° Wood Construction Connectors
a
Adjustable Truss Hangers
�v�aEERfp,
W
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features. .
The THA series have'extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation The straps must be field formed
over the header - see table for minimum top -flange requirements.
Install top and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
the Tt 1\29;-nails used for joist attachment must-p& drivert-at an -T
-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 hails straight into
the joist:
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413: For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads
Options:
• THA hangers available with the header flanges turned in for
35/s" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
131a' for
THAC422
for
422-2
426.2
THAC422
Face nails Top nails
-per table per table
1Y++'typical
2W for THA422-2
andTHA426-2
THA418
Double 42 - 2 face nails
Use f ull table value (total)
Single 42
See .
nailer table
;-' Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated .
face nails installed into top
and face of head(
® Double -Shear i
Double- Nailing Dome Double -Shear
She Side View; Nailing Side View
1 Nailing B Do not (Available on ll
Top View 90bend tab some models)
4 top nails
(total)
Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
lyp,n C. ..-
Top Flange Installation
er to
tnote 5
p.187
86
THA/THAC
Adjustable Truss Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
ME
0
z
z
d
2
0
U
r
c�
z
0
0
CO
rn
C
N
Q
rn
0
U
U
� "V� ",ongTie
U
THA29
18
1a/a
91146
5Ye
1'/z
-
(2) 0.148 x 3
(6) 0.148 x 3
1 (4) 0.148 x 3
525
1,750
1,750
1,750
450
1,330
1,330
1,330
27/is
-
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2 610
2,610
2,610
450
1,985
1,985
1,985
THA273
18
15%a
133is
5?%z
'2"', '
-
(4) 0148 x 3 "::'
(2)-0148,X 3
(4) 6.148 x 1,*/z
1; 3
1A630
1,46,0
1 t0
1,00
1 11fJ '
THA218
18
1 a/a
171A6
51/z
2
-
(4) 0.148 x 3
(2) 0.148 x 3
(4) 0.148 x 11/z
-
1,460
1,460
1,460
1,110
1,110
1 ' 10
IBC,
THR218 2
'16
3a/a.17"tis
8
2
-
-
(4),0162XH1z;'(2)0.762x3J
{6).0;148X3.:
°
1
1 i
1 �t�
.,9U
I <7,a
1r�
FL,
THA222-2
16
31/a
223/1a
8
2
-
(4) 0.162 x 3'/z
(2) 0.162 x 31/z
(6) 0.148 x 3
-
1,960
1,995
1995
-
1:490
1,515
1,515
L
THA418
16 13a/a
171/z
77/a
1 2
-
(4) 0.162 x 3'h
(2) 0.162 x 3'/z
(6)0.148x3
11,mO
1,9951
1,995
111490
11,515
1,515
THA422 .'
76
3s/a'-`22
7'Ia
2(4}Q.762x31h
(2}0.162x3lz
_,(6)0:148x3""-
1 6�
t,ata5
1'4"�,
1, 50
1 l:
1S1ae'"
THA426
14
3%
26
77/a
2
-
(4) 0.162 x 31/z
(4) 0.162 x 31/z
(6) 0.162 x 31/z
-
2,435
2,435
2,435
-
2,095
2,095
2,095
THA422-2.
14
7 /4.
231'hs
9?/a•:
2 ',
.,
4 0.162 x 3Jh,=
4 0162 x,31/z
(6)A f62 x 3
-
-3,3330,,
3,330
' Z,330_ ':
; 2�885
2,865 �.2,865
FL
THA426-2
14
71/4
26'/s
93/4
2
-
(4) 0.162 x 3'/z
(4) 0.162 x 31/z
(6) 0.162 x 3'/z
-
3,330
3,330
3,330
I -
2,865
12,865
2,865
THA29 1-18 11 % 1911116 1 5'/a I - 1 91116 1 - 1 (16) 0.148 x 3 1 (4) 0.148 x 3 1 525 12,265 12,265 1 2,265 1 450 11950 1 1950 1 1950
THA218
1 18
1 1 a/e
173A6
51/z
1
173i6
I
(18)0.148x3
(4) 0.148 x 3
855
12,450
2,4501
2,450
735
1 2105
12105
2105
THA2182
.16
31/a
17%"
8,''
-
14%s
{22)0.162x3Jz(6)'U.162'x31h
_
1855
3.' 1I,
3,31G�
"S0,
1595
2pn, 5
J&?-
8 5
_
IBC,
THA222-2
16
31/a
22Y1s
8
-
141tis
-
(22) 0.162 x 31/z
(6) 0.162 x 31/z
1,855
3,310
3.310
3,310
1,595
2,845
2,845
2,845
FL
LA
THA4 3,' - '
18
36W
'1334s
4w/z.
133/a
(14) 0.148 t 3
(4J:0148"it 3.'
5a ;
2,045
2,340
'= 2,450 "'
�35
1. 5(
2,,WD
2;105
THA418
16
3%
171/z
77/a
-
141A6
-
(22) 0.162 x 31/z
(6) 0.162 x 31h
1,855
3:310
3,310
3,310
1595
2,845
2,845
2,845
THA422
i6
3a/e
22:
77/e
,
- 19'hs
Q.162 x'3'Iz
(6) 0.152 X 3'h
`1;,855
3;,3f1'
310
�' 3 v..
1595
2 8 �
2,8 a
�?,$45
THA426
14'
3a/a
26
77/a
-
161A6
-
6.162 x 31/z
(6) 0.162 x 31/z
1,855
4,415
4,480
4,480
1,595
3,795
3,855
3,855
THA422 2=:14
-7Y4�
221hs
'9*4
�.
,;1631a
162X'31/z
k(38)
(6),0:162 x3'h
1 855
5,170
5,520
- 5,520 ,
1,595
"4445'
.4,745
, 4,745 '.
FL
THA426-2
14
71/4
261/s
-9,'A
-
18
-
0.162 x 31/z
(6) 0.162 x 31/z
1,855
5,520
5,520
5,520
1,595
1 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 11h° min.
top flange are based on a single 2x carrying member; all other top -flange installation bads 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 1'h" nai6 in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
(U
Z_
Z
Z
d
O
U.
w
F7
(5
Z
0
m
Z
0
m
N
E
O
U
Simpson Strong -Tie® Wood Construction Connectors
1rMnffrPTM
Face -Mount Joist Hangers
2Cs`�FEBF� This product is preferable to similar connectors because
�t of a) easier installation, b) higher loads, c) lower
installed cost or a combination of these features.
The (Jouble-shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS ^angers, feature
^novatit eoubl shear ' ailing that distributes the load through
IvVo points or) 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 loads.
• Tlot'designed'for weltle3or'nNEF 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 Mew
QDouble -Shear Nailing
Side View
Do not bend tab
C
Dome Double -Shear
Nailing Side View
(Available on
some models)
1' for 2x's
1'tie for4x's�
m;
� H
r•:
V LUS28
H H US210-2
f,1r�,411g_'1C
w
Alff
VP HUS210
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
Simpson Strong-Tieei Wood Construction Connectors
Face -Mount Joist Hangers (cont.)
Model_ '
Mm
1 Heel
Helght�
&a ;
Dimensions- in.
Fasteners
W
H
�g
Carrying
'i Member �.
Cerned
Member' -"
Single 2x Sizes
LllS24
251a ;
18,."'
19Ai
.
19/is
3I/e
4,
13/a0:941
1 � a
;' '(4} O148 x 3 a`,
x;3„ .
(4) 0S198 x 3
MUS26
4"/t6
18
1 s/ie
5Ii6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
45/i6
16
15/6
53/a
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
HGUS263
46/i6 ;
• 12 "
" 51
5N,
;5
(20) 0162 x 3'/Z ';
" (8).0,162 x.31h `
18
18/tc
65/6a
{6)0148x3-">`(4)"0.148"x=3
MUS28
65/6
18
19/i6
6t3/is
2
(8) 0.148 x 3
(B) 0.148 x 3
HUS28
61/2
16
15/a
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
HGUS28
6'A6
12
15/a
71/6
5
(36) 0.162 x 31/2
(12) 0.162 x 31/2
LUS2
1/a:`
°�18�°
1 s "
-7? 6.
"131a
:{8)#148.x3..:;
: (4) 0.148x3
HQS240
.•85/e
16
9
e")�0.169:
`"
(30)�162x311zi
:(10);0.1f2x3112
HGUS210
8*6
s12 ...
61 Sh ;
.' 1Is
3?/z
U1. See table below for allowable loads.
e!
1�
Modef;
No
OF Allowable loads
` SP,j111owable Load
Upliftl
Floor"
.Snow
"15j',
Roof".
.(125)..
Wind-
(160j
�lJphftl
z (160)
`1Floor
Snow
° A
Single 2x Sizes
a
LUS24
435
670.�-
765.,.
.820,;
1045;
:_ �35
725„
®
LUS26
1,165
865
990
1,070
1,355
1,165
935
1,070
1,
� �
MUS26
3-:" ;
,' 1,295:"
"9,480 '.
11566 "'
1 c60'
" 1405,
�'I 560'
e f
HUS26
1,320
2,735
3;095
3,235
3,235
1320
2,960
3,280
3,
HGU826'-
r 6.'
4 340"
4,85D-
5,170
5 39t}3
87
4 690,
"0 5,220
; 5
LUS28
1,165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1,
MUS28
't,1320
'1,730 :.
'1,975,
" •2,125 _
2,255 "
1 320
, 1,$15 "
' 4135. "
; 2;
HUS28
1,760
4,095
4,095
4,095
4,095
1,760
4,095
4;095
4,
HGUS28
-,1 56 ,
? ;�
,,7,275 `;
7,275";t
,7,275;,
1,b5a,-':-7,275"
" ";37w
7,
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,
15
7 HUS210; ",
2�aSI
o`5,450.
:$,795
`5,830 _
5,83��
- 2630.
_` 95
5;78L'.
5
I&
HGUS210
2,090
9,100
9,100
9,100
9,100
2,090
9,100
S'1"u0
9
1. For dimensions and fastener information, see table above. See table footnotes on p. 195.
These products are available with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
B with Strong -Drives SD Connector screws.
See pp. 335-337 for more information.
a
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
£,
t�
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.
Acute
• The joist must be bevel -cut to allow for double shear nailing
J side
HGUS = Skewed Seatfi;b>�
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:
06`'
HGUS Seat Width Joist Down Load Uplift
Specify angle
W < 2" Square out 0.62 of table load 0.46 of table load
Top View HHUS Hanger
W < 2" Bevel cut 0.72 of table load 0.46 of table load
Skewed Right
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
(joist must be bevel cut)
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
All joist nails installed on the
outside angle (non -acute side).
W > 6" Bevel cut 0.85 of table load 0.41 of table load
94
Simpson Strong -Tie® Wood Construction Connectors
These products are available with For stainless Many of these products are approved for installation
additional corrosion protection. steel fasteners, @ with Strong -Drive° SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
Double 2x Sizes
LUS242
2'la""
18
:"3'/e;'
3'le,;
_2
-(4)0J62x3'%z°'.{2J�0.162X3'h
_ 31)�
•800;
905
";980;
1,245
355""690
7$0
'<8,
7,070,`
y 4a/i6
18",
3'%'
Ole"
(4) 0 T62 x 3'/z"
';4) 0:162.X 3'l,
1265,
1,595,
910
$85
7005
1,09Q
1,370';.
HHUS26-2
45A6
14
3-'Ar
53/s
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
1,320
2,830
3,190
3,4157
4,250
1,135
2,435
2,745
2,935
3,655
HGUS26-2
46/r6
12
35A6
57A6
4
(20) 0.162 x 31/z
(8) 0.162 x 31/2
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170
4,445
4,795
`LU828 2 -
4'hs�
18
�31Tei,
7'..
2
{6) 0.162x3'fc _
i4) 0,162- 3'h`
1,t16d
1 51,5
1490
�7 610
�2,030
910 ";;1,130
280
1,385
1,745s
IBC, FL,
:HHUS28 2 .
166/ic -
14.
3%
7'/4
3
(22) 0 162 X 3'Iz
(8) 01&2.z 3'h
`1.-60
4,265
4 8,10
,5155,
,5,980
'1,515.;=3,670
4;135•
.4;435
5145
LA
LUS210-2
67/i6
18
31/a
9
2
(8) 0.162 x'31/2
(6) 0.162 x 31/21,445
1,830
2,075
2,245
2,830
1;245
1,575
1,785
1,930
2,435
C
HHUS210-2
83/e
14
35/i6
87A
3
(30) 0.162 x 3'/z
(10) 0.162 x 3'h
3,550
5,705
6,435
6,48.3
6,485
3,335
4,905
5,340
51060
5,190
v
HGUS210-2
VA.
12
35A6
Pii6
4
(46) 0.162 x 31/2
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
9,100
3,520
7,460
7,825
7,825
7,825
C
Triple 2x Sizes
O
O
HGUS26 3 ; ;
473tis
" 12
4 t5/is
5'h
` 4
(20j 0.1fi2 x 3'Ir
; (8)'0.162 X 3'h =
2;155
4 340'
4 850.
; 5170, .5575
1,855 <
`3 73t7
4170J
4,445
4,795
IBC, FL,
V
HGUS283,
6' i6'',12,
4�sfic
T/a'
4
(36)0.1'62x3'/z
?(12)0162,C3'h
3,235
7460'
7460,
7460 7,460
2780
61415
`6,A15
6,415
.6;415
LA
HHUS210-3
83/a
14
411/i6
87/a
3
(30) 0.162 x 3'/z
(10) 0.162 x 3'h
3,405
5,630
6,375
6,485 6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
813/i6
_ 12
415A6
91/4
4
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100 9,100
3,520
7,825
7,825
7,825
7,825
'0
S,,Q145
;9 4 . ,CFk
i 0
' r l8q'
1;780
7-78G
7 780'
C„FL,
IB LA
-
Quadruple 2x Sizes
YIVUJLb-4 Jh 1Z b'15 D916 :1'(/UI P.jpZ X d%2$', S)U.IbZ OY2 :L,1 0 4,JikU 4;23JU= C;lN 'J;Uf.J,•t'zmo 0' "4i7 CU H,443 .'1,1 J"IBC,F
HGUS28-4 I 71/4 12 6a/�6 I 73fi6 1 4 (36) 0.162 x 31/z (12) 0.162 x 31h 1 3,235 7,460 1 7,460 7,460 1 7,460 1 2,780 1 6,415 1 6,415 6,415 6,415 LA
HHUS210-4 I 8% 1 14 61/a 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL
IBC, F
LA
4x Sizes
LUS46 43/s ;', 18 e39ti6. 43/4_ °. 2 , ,(4) dJ1 2;x-3%z: '' (4)0.162 x 3'/z , .,Gz,U 1,030 u1170, 265 1",595• ?s1 },° '' 885 ,,,1,005 '1,090. 1,370 IBC, FL
HHUS46 ,,
, 4S@-
` 14
35/a;-
534s-
3
{14)E0.162 x3'h
,' (6) 0.162.X 31h
?0
2 $30°`
3190"
3415
"4 250,
1R ? ,
.'2,435
'2,745.
2;935
3,655'
LUS48
4%
18
39A6
63/4
2
(6) 0.162 x 31/2
(4) 0.162 x 31h
1,060
1,315
1,490
1,610
2,030
910
1,130
1,280
1,385
1,745
IBC, FL,
HUS48
61/a
14
39,6
7
2
(6) 0.162 x 31h
(6) 0.162 x 31/2
1,320
1,580
1,790
1,930
2,415
1,135
1,360
1,540
1,660
2,075
LA
HHUS48
61/2
14
35/a
71/s
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
1;760
4,265
4,810
5,155
5,980
1,5'i5
3,670
4,135
4,435
5,145
HGUS48
67A6
12
35/a
711A6
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
LUS41A
6"l4 '
18
Ni`
8,3/a
„� .,
(8)`0.152 x 3'h-"
; (6) 0162-x 3'/
4 5'
1r830W�
2 075
2 245
r2,8 0
1,2 #5'
_1,,575.-`1,785
1,930
2,435`
HFIUS410
83/e
14
35%s`
9
.3 `
(30)"0.1,fi2 x 3'h`
;(10) 0 162x3'fz
a,a0
5 705'
6 435
6?1v s
6 48=
3,265.
;4,905
5,535
a 57a
a i75-
HGUS410
$?hs
" 12
357s'
91A6'
4
(46}'0:162 x 3'/i;
',(16) O:T62X 31h
:4,095
9100'
9100
'9100
9,1061
3,52D,
7 825.
7,825
7,825
7 825"
IB LpFL,
HGUS412
106
12
35/a
107A6
4
(56) 0.162 x 31/z
(20) 0.162 x 31/z
5,695
9,045
9,045
9,045
9,045
4,900
80
7,780
HGUS414
117ti6
12
35/e
127f s
4
(66) 0.162 x 31h
(22) 0.162 x 3'h
5,695
10,125
10,125
10,125
10,125
4,900
=90
8,190
Double 4x Sizes
FL
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For loss than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes
the evaluation of cross -grain tension in its hanger allowable loads. 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.
19
96
HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/a". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member .
up to 1/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/8" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for I
more information.
Material: 16 gauge
Finish: Galvanized i
i
Installation:
• Use all specified fasteners; see General Notes
• Can be installed filling round holes only, or filling
round and triangle holes for maximum values
• See alternate installation for applications
.using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
• HTU-may be skewed up to 671/2o. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with. Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
HTU26
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
9 Many of these products are approved for installation with Strong-DriveP
SD Connector screws. See pp. 335-337 for more information..
Standard Allowable Loads (1/8" Maximum Hanger Gap)
HTU28
HTU28
HTU28-2
HTU28-2
2x Sizes
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carving Member
(HTU210 similar)
a
V i[, '_
,' 1 to
. Uy(lp
•JCL
StGy) U.1.UL A'o /L f4U) V.140'A'1-l1
1 '1'000 ,
4,27`fU
_NF 5YU"
""N i)J If
1,11110 -
1;4,0au -. l,7J?
;:3ci P. '
I -Vfou
IBC,
37/a
15/a
' 7'As
31/2
(26) 0.162 x 31h (14) 0.148 x 11h
1,235
3,820
3,895
3,895
3,895
1,060
2,865 2,920
2,920
2,920
FL,
71/4
15/e
71A6
31/2
(26) 0.162 x 3Y2 (26) 0.148 x 11h
2,020
3,820
4,315
4,655
5,435
11,735
3,285 13,710
4,005
4,675
LA
37/a `
a 1 Ja
-9'Ar
-31/z .
,(32) 0.162,x 31h: (1,4) 0.148.x 1,1/z
1,330°
' 3 QQ '
1,3 w
4`: SOD.
4, sf7v ,f
" 1,145,
3,225 # 3,225
'.^ 225
91%4 �'
A
79'A
.:3W
42) 0162 x 3'h ° (32), 0.14$ x 1'h'
- 3,315-
�4;705`
' 5.31 t1 °
. b :730 :
5,995
' .2,850 -
, 4,045 �' ,565
4
_
Double 2x Sizes
37/a ,
35/ie:
5?fe ;
3,1Iz
{20) OJ62 x 31Iz Q 148 k$
,-1,515,
2,940-
,; , �,
a ar3(7 .>-3;9
U •
:1,805`
«1,850
2 090 -
,:2,255
.2;465
51h ,
35fis'
5�he
I 31h .
(20) 0162-X•3%2. (20) 0.148 x 3
, 2,175'1
2,940 `
3 32
" 58q
,4,L80 .
1,870-
2,530 ':
2,955,
3,080
3855
37/a
3-546
7'1A6
31/2
(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,
71/4
35/i6
71A6
31/2
(26) 0.162 x 31/2 (26) 0.148 x 3
3,485
3,820
4,315
4,655
5,825
2,995
3,285
'f Ws.'
4,."-^5
5�"1Ti
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 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 I/V and'h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVrPI 1-2014. Simpson Strong -Tie® Connector Selectorm software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1'h" 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 Ested diameter by length. See pp. 21-22 for fastener information.
ti
z
a
a
0
0
W
F7
c5
z
0
cc
z _.
0
a
rn
0
N
O
o2
0
N
U
0
HTU
Face -Mount Truss Hanger (cont.)
t 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
,tm)
HTU26 (Min.) 37/e (2) 2x4 (10) 0.162 x 31/2 (14) 0.148 x 11/2 925 1,470 1,660 1,790 1 1,875 795
HTU26 (Max.) 51/2 1 (2) 2x4 (10) 0162 x 31/2(20) 0.148 x 11/2 1,240 1,470 1 1,660 1,790 1 2,220 1065
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2 Maximum Hanger Gap)
Single 2x Sizes
1,265
1,430
1,54110
1,615
1,265
1,430
11,540
1,910
IBC,
2,53Q
a 5;
x v3G ,..
.3,360
. .,
FL, LA
e
HTU28 (Min.)
3%
1 %
71tie
31/2
(26) 0.162 x 31/2
_
(14) 0.148 x 11/2
1,110
3,770
13,770
_
3,770
3,770
955
,- .
2,825
2,825
_
2,825
2,825
IBC,
FL,
HTU28 (Max.)
71/4
1 %
7%
31/2
(26) 0.162 x 31/2
(26) 0.148 x 11/2
1,920
3,820
4,315
4,655
5,015
1,695
2,865
3,235
3,490
3,765
LA
HTU210 (Mtn)
371e .
' j /a
9356::
, 31/2
'(32) 0162-x;3112
(14) 0.148 •x N
t l 250 "
-3' 600
,3,600 .
=:3,600
`3;600
;-1;075
2,700 .l
2;700
27'60 '
`2,700
HTU210 (Maio} "
; 91/4 ,
1 A
:9Y,e'
" 31/z ^
(32} 0162 x 3yh
(32),QA4$ x 1'%z
`3 255
p4',705
5,020
5b26
5;020
2 800 ;
3,530"
`3,760 °
"3;765.
3;765
Double 2x Sizes
3
5I5
1371e'
(20)"0,16iylz
18x
2940¢
°3,500
1,305
2 205
2,205
2205
2205HTU26-2M'
HTU26 (Max.)",
( 1
&M
3 e
"
57/1s ':
3J2
( y
"20) 9.162 x 3 h
(20) O'�148x 3"
' 1910
"2 940
�3 ? C} ,
" 3,500
3 500
'1,645
2',2051
, 2;205
2,205
2,205'
HTU28-2 (Min.)"
3%
3-A6
71tie
31/2
(26) 0.162 x 31/2
(14) 0.148 x 3
1,490
3,820
3,980
3,980
3,980
1,280
2,865
2,985
2,985
2,985
IBC,
HTU28-2 (Max.)
71/4
33'ir
734e
31/2
(26) 0.162 x 31/2
(26) 0.148 x 3
3,035
3,820
4,315
4,655
5,520
2,610
2,865
3,235
3,490
4,140
FL,
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may omit 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-ply2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uprrft 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.
19
Simpson Strong -Tie® Wood Construction Connectors
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/16" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16" at 100% of the table load. Specify as an `X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 'A' x 2Y4" Titen 2
scree^rs (Model TTN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or BNP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
-_ Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" - Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/6 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
Y116" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3(16" x 41/2" drill bit is also available (Model MD1318412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/6" is required as shown in Figure 1 for full uplift load.
® Where no uplift load is required, a minimum end distance
of 1112" is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
HU26
HU26X
(4)1/4 x 23/4
1 (4) 1/4 x 13/4
(2) 0.148 x 11/2
335
1,Q00
335
1,545
HU28,"
HU28X .
{6}'/s X
lax 13/a
„ {4) 0148 x 1-
'545
1500
HU24-2
HUC24-2
(4)1/4 x 23/4
(4) 1/4 x 13/4
(2) 0.148 x 3
380
11000.
380
1,545
NUC26.2
81/x
{)a/
014-2:Mi)
,0. i
76QHU26
3 2D0';
2'Max
00035HU26
3}1/4,,
1',135
930_i
HU26-3 (Min.)
HUC26-3 (Min.)
(8) 1/4 x 23/4
(8)1/4 x 13/4 :
(4) 0.148 x 3
.760
2,000
7.60•
3,200
HU26-3 (Max.)
HUC26.3 (Max.)
(12)1/4 x 23/4
(12) Y4 x 13/4
(6) 0..148 x 3
1,135
3,000 .
1,135
3,95.0
(10j^1/a x
014$ x3
760fr
2 50060
3 725;''
HU28 2{Max)
HUC28 72 (Max)
(14} 1/q;x 23/4
(14)'/a x 13/a
(6} 014$'x'3
1,135 r
3 500
:1,135
4 920~
HU210
HU21 OX
(8)1/4 x 23/4
(8) 1/4 x 4 3/4
(4)•0.148 x 11/z
545
2,000.
760
2,415
HU2102(Mm) .'
HUC210:=2{h�in),''
(14}I4',x23Ia
{14)'/ax-13/a
j6)Q"14$x3
1I35 ,.
3,500
1;135
4920f-
HU210=2(Max) '.'
HUC2102(Max)
(1$}1/dx23/aj
(18)1IaX13�a10j014$X3
800
45D0
1800
5085"
i
HU210-3 (Min.)
HUC210-3 (Min.)
0 4) 1/4 x 23/4
(14)1/4 x 13/4
(6) 0.148 x 3
1,135
'3,500 . .
1,135
4,920
ate.
HU210 3 (Max.)
HUC210 3 (Max.)
(18)1/4 x 23/4
(18)1/4 x 13/4
(10) 0.148 x 3
1,800
4 500
1;800
5,085
d
HU212'
HU212X'
{10) ?%ax 23/a
T -(10} 1/4 X 13/a
�'{6j 0148 x,T':'h
_.
1135�
2 500,' `
3,1;135
�._
G D
HU212-2 (Min.)
HUG212-2 (Min.)
(16)1/4 x 23/4
(16)1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
i,135
4,920
V
�
HU212=2 (Max.)
HUC212-2 (Max.)
(22)1/4 x 23/4
(22)1/4 x 13/a
(10) 0.148 x 3
1,350
5,085 •
1,350
.5,085
i
HU2t23{Min)
HUC2123(Mln},'/ax2?/4
(16}yq,X'1a/a
(6)O1A8x-3 `
1135
4DODy'
1,135
4;92D
=
H212 3(
UC223(ax.)
"
(22}1/a x
2
'
0,
505ax.)•
1800
5'085 a
V
HU214
HU214X
(12)1/4 x 23/4
(12)1/a x 13/4
(6) 0.148 01/2 •
1,135
2,665
1,135
2,665
HU214r2 {Min j " .'
HUC214 2 (Min:)
(18} 1/ax 23l
'; {18}'lax 1 a/a
{8) 014.$ z 3
1515
4 500 "-
1.,515
5 085;
HU214-2 {Max)
HUG214=2 (MaX) -
(24)1/a x 23/a
(24} fj4 X 1 �/a g
; {12} 0148
2 015
5,085"
z
HU214-3 (Min.)
HUC214-3 (Min.)
(18)114 x 23/4
(18) %x 13/4 `
(8) 0.148 x 3
1,515'
4,500
1,515
;5,085
HU214-3 (Max.) '
HUG214-3 (Max.)
(24)114 x 23/4
(24)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216
" HU216X
(18} 1%a x 23/a
'°a (18) la k'7 3/4
(8) 0148-*-1?/z
"! 515 .
2 920:=
HU216-2 (Min.)
HUC216-2 (Min.)
(20)114 x 23/4
(20)1/4 x 13/4 ,
(8) 0.148 x 3
1,515 .
4,920
1,515
4,920
HU216.2 (Max.)
HUC21&2 (Max.)
(26)1/4 x 23/4
(2 6) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU7 (Min.) (Not available) 1 (12)1/4 x 23/4 (12)114 x 13/4 (4) 0.148 x 11/z 545 ' 2,080 760 1 2,980
HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/z 1,085 3,485 1,085 1 3,485
VJ tv,aj � lav4IpU G)tGYj /anGlo :._�G )/4 %'..,/ °^tJ, V)V•YV,A tl ,� J, J JJ ',YYJ 'J,/JJ
HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 1'/2 1,135 3,230 1,135 3,230
HU11 (Max.) (Not available) (30) 1/4 x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/2 1 1,445 3,735 1,445 3,735
ti
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SKI
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t"
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BOTTOM CHORD
SEE PLAN
l
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RIBBON 5CHEDULEI
DE51GN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(2) 12d GUN (0.131' X 39
(Yasd=128 MPH)
2X4 SPF"2
24'
TO EACH TRUS5, (4)
EXP. B,
ENCLOSED
NAILS AT JOINTS
Vult=180 MPH
(2) 12d GUN (0.131' X 3'J
(Yasd=139 MPH)
2X4 5PF02
l6'
TO EACH TRU55, (4)
EXP. C,
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lOB NO: 36111d
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Mill W CCJVW�f
,January 2,02U
C ' America, ne., atpeiitetfd Actors of A molictiAl:390� Avenue G, NW`
Dear Matt
lfhas come to my attention -'that, some questions were raised concerning svbii 'll didm6t6f
holes ,.-drilled -thiu-th6l:t,*h6fds",,(wide ,f;ic-e);Ofl'sys4',, gable: end trusses .4flow'' for,
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with. one '-f" luIlysheathed and th"61o"Ies--aed drilled abotftth&,cen f
face n0-Po, ihan"4 Q connector: 'plates 'dr,I vertical ,webs fhon:
no,,reps s only supports 'feev-6. (Yads.: hddid ' n ddMonal
k" e Ify4ju have any ques ions'pease give mezl-call
Sincerely;
6760 F6rum.lbrlve; gbife'366, oitando, FL.328211-{800) 521-19790. -;(863)422-,8685
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'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.oro.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
'General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/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 CS] = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
-2. ICC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 249564 / COMN Ply: 1
FROM: RWM Qty: 11
6'1"7
6'1"7
0
C5
Job Number: N334496
,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E
Truss Label: Al
12'11"" 19,101, 26'8"1
6'10"8 + 610"1
=5X5
E
Cust:R8975 JRef:1X3G89750042 T10 /
DrwNo: 064.21.1100.21496
SSB / YK 03/05/2021
33'6"9 39'8"
6'10"8 6'17
39'8"
�1'+ 10' 9'10"
10' 19'101, 29'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell 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 ft 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.
t3UuttrtlrtWkrhrrq
Loading �� H
Truss passed check for 20 psf additional bottom chord ` .•++••'•••.., ��p
live load in areas with 42"-high x 24"-wide clearance. `a e��OFE � fi• ���} 4�
� p e
Wind •
Wind loads based on MWFRS with additional C&C ; 4 7.08
member design. _
Wind loading based on both gable and hip roof types.
03/05/2021
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
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. of truss and position as shown above and on the Join f Details, unless noted otherwise. Pefer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincL Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the nNmvcoMvuv
truss in conformance with ANSIITPI 1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawing or cover pa!Me 675o Forum Drive
listing this drawing indicates acceptance of professional enctineering responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIITA 1 Sec.2. Suite 305
Form re information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821
SEQN: 249588 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750042 T25 /
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/6ALI/4EBB ELEV.C/E DrwNo: 064.21.1100.21074
Truss Label: A1A SSB / WHK 03/05/2021
7'112 13' 17'112 19'10" 23'8" 31'8"14 39'8"
7'112 5'0"14 4'1"12 2%' 3'10" 8'0"14 T11"2
=5X5
F
T
1�
39'8"
8'1"9 4'8"11 2'0"1 6'88'0"11 T11"5 1�
8'1"9 12'10"4 14'1 23li' 1 31'811
17'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N;
Bracing
(a) 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.
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)/10(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
Ve r: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1555 /- /- /960 /309 /444
1 1555 /- /- /961 /309 A
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
tigt89f{ttllf{{fj/1/��"
�4�A H ��iy�
S - Q
Q - D
2530 -1181
744 - 323
F - L 559 -464
L - G 450 - 365
•
D - M
533 - 912
L - H 477 - 691
•
o 14
i
' o. 7Q8 1
•
o • C
• '
s s
SAT 0
COA i63 N1AL
03/05/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping; installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint otYwebs shall have bracing installed per BCSI sections B3, B7 or 1310,
as applicable. App�y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSVTPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawinq or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional encLiineenng responsibility solely -for the design shown. The suitability and use of this
drawing for any s9r'ucture is the responsibility of the Building -Designer per ANSlfTPI 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: 2495891 HIPS Ply: 1 Job Number: N334496 Cust: R8975 J Ref: 1 X3G89750042 T9 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.20981
Truss Label: A2 SSB / WHK 03/05/2021
6-1 "7
12'6"15 19,
6'5"8 6'51
� 0 1
10'
ling Criteria (psf)
Wind Criteria
_. 20.00
Wind Std: ASCE 7-16
L: 7.00
Speed: 160 mph
L: 0.00
Enclosure: Closed
L: 10.00
Risk Category: II
EXP: C Kzt: NA
Ld: 37.00
Mean Height: 15.00 ft
CLL: 10.00
TCDL: 4.2 psf
t: 0.00
BCDL: 5.0 psf
I Duration: 1.25
MWFRS Parallel Dist: h to 2h
:ing: 24.0 "
C&C Dist a: 3.97 it
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 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.
5X5= 5X5
E F
39'8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
1"1 33'6"9 39'8"
"1 6'5"8 6'1"7
K
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.172 L 999 360
VERT(CL): 0.321 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K
Creep Factor: 2.0
Max TC CSI: 0.480
Max BC CSI: 0.747
Max Web CSI: 0.625
Ver: 20.02.00A.1020.20
`{pry
eel
r 1• i
i
r
•
O 9
• G�,,
COA �' WONA1.
03/05/2021
"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
ter BCSI sections B3, B7 or B10,
'Hess noted otherwise. Refer to
iv
0
I 48'8"
10, 1'
39'8"�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /963 1310 /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 521 - 683
E - L 548 - 356 G - K 508 -119
a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, anyfailure to build the
conformance with ANSI 1, or for handling, shipping,, installation and bracinq of trusses. A seal on this drawinq or cover pagpe
us drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of'his
1 for any structure is the responsibility of the Buildingesigner per ANSI/TPI 1 Sec.2.
ALPINEI
For mole information see
A. my [oravnHv
6750 Forum Drive
Suite 305
Orlando FL, 3;
SEQN: 249590 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750042 T22 /
FROM: RWM Qty: 1 7A51320 ,182EC,E ,RIO1 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.19841
Truss Label: A3 SSB / WHK 03/05/2021
6'1"7
6'17
12'0"15 18'0"1 21'7"1
5'11"9 I 5'11"2 + 37'14
1' 10'
10,
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP 92 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
;5X5 =5X5
E F
39'8"
91101,
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):
27'7"1 33'6 1 39'8"
5'11"2 5'11"9 617
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc L/defl V#
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
VIEW Ver: 20.02.00A.1020.20
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /965 /312 /407
1 1556 /- /- /965 /312 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1608 - 2796 F - G 1252 -1794
C - D 1497 - 2523 G - H 1498 - 2523
D - E 1252 -1794 H - 1 1609 - 2796
E - F 1245 -1635
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2439 -1329 L - K 2064 -1027
M - L 2064 -1048 K - 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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to jobs 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 p,,,,,,�o,,,,a,,,.
truss in conformance with ANSI Q PI 1, or for handling, shipping,. rnstallatton and bracinc1 of trusses. A seal on this drawinq or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional encLineering responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. Suite 305
For mare 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: R 8975 J Ref: 1 X3G89750042 78 /
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,13101 / 1828/CALIMEBB ELEV.C/E DrwNo: 064.21.1100.21574
Truss Label: A4 �SSB / WHK 03/05/2021
7'1014 17' 22'8"
7'10„14 } 9'V2 5'8"
�1 _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 It
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"
91101, 9'10"
19,101, 29'8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
31'9"2 39'8"
9-1 "2 + 7'1014
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
EW Ver: 20.02.00A.1020.20
s o. 708 1
a
,o :• SAT O
COA A/®NAB 'C�N',,'
03/05/2021
W
! 48'8"
10, 1
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1552 /- /- /965 /318 /386
G 1552 /- /- /965 /318 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
D - E 1352 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1373 J - 1 1695 - 842
K - J 1695 - 863 1 - G 2393 -1352
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 498 -448 E - 1 770 -435
K - D 770 - 435 1 - F 498 - 448
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, _
as applicab)e. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
,
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPPII NN
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANrtwcoMVANr
truss in conformance with ANSIr PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional en ineenng responsibility solelylor the design shown. The suitability and use of this
drawing for any sgrbcture is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 249592 / HIPS
Ply: 1
Job Number. N334496
Cust: R 8975 JRef:1X3G89750042 T24 /
FROM: RWM
Oty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1100.19996
�SSB
Truss Label: AS
/ WHK 03/05/2021
16'0"1 237' 15
33V'9
6'1"7 9'10"10 777"14
91101,10 6'1"7
.6X6 = 6X6
D E
T2
t
t
6 12
T4
"v 5X5
do C
Z 5X5 r
F it
ED
W
W1
B
G
A
H
4X6(A2) =5X5 -5X5
=5X5 =4X6(A2)
39'8"
1'J 10' 9'10" 9'10"
10, 1'
T 10' i 19,101, �' 29'8"
'i' 39'8"
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl
L/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.156 J 999
360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999
240 B 1556 /- /- /964 /713 /366
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 -
- G 1556 /- /- /964 /713 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.119 1 -
- Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B 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 TPI Std: 2014 Max BC CSI: 0.745
MWFRS Parallel Dist: h/2 to h
Bearings B & G are i rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.485
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 1841 - 2852 E - F 1665 - 2513
C - D 1665 - 2513 F - G 1841 - 2852
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
D - E 1456 -1829
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - K 2505 -1555 J - 1 1780 -984
member design.
K - J 1780 -1005 I - G 2505 -1535
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C-K 511 -469 E-I 617 -249
K - D 617 - 248 1 - F 512 - 469
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(3/05/2021
—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 sa ety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless noted otherwise, top have bottom
per chord shall proper)Y attached structural sheathing and chord
attached riqqid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections
shall have a properly
B3, B7 or B10,
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
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the A—CO,�a,,,,
truss in conformance with ANSVTPI 1, or for handling, shipping,, bracing trusses. A this drawin
installation and of seal on or cover pa ga 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabili>9y and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For mere information see these web sites: Alpine: al ineilw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 249593 / HIPS
Ply: 1
Job Number: N334496
Cust: R8975 JRei:1X3G89750042 T7 /
FROM: RWM
Oty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1100.19824
Truss Label: A6
SSB / WHK 03/05/2021
7'10"14 15' 248 31'9"2
7'1014 T1"2 9'8" i 7,1"2
7'10„14 i
=6X6 =6X6
D T3 E
12
6
5
\ 5 5 F
r� C
o
i—
W 00
W1
B
G
A
H
4n
+8'8"
4X6(A2) =5X5 =5X5 =5X5=4X6(A2)
39'8"
Ai
�1'+ 10' 9'10" 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 Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240
B 1552 /- /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - -
G 1552 /- /- /962 /328 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.115 1
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Br Width = 8.0 Min Re
9 q = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913
G Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760
Bearings B & G are rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 1807 -2729 E - F 1827 -2537
C - D 1826 - 2538 F - G 1807 - 2729
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE;
D - E 1539 -1910
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - K 2363 -1483 J - 1 1847 -1110
member design.
K - J 1847 -1131 I - G 2363 -1462
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 394 - 358 E - I 628 - 300
K - D 628 - 300 I - F 394 - 358
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03/05/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information,
by TPI and SBCA) fr 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 lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
permanent
as applicable. Apply plates to each face o truss and position as shown above and on the Joint Details, unless noted otherwise.
f�efer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildinc�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the MN CCWAW
truss in ANSI/I PI 1, for handling,
conformance with or shipping,. installation and bracing of trusses. A seal on this drawingor cover page s75o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyy solelylor 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249594 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:1X3G89750042 T23 /
FROM: RWM
Oty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1100.20653
Truss Label: A7
SSB / WHK 03/05/2021
6'1"7 14'0"1 19,10" 257'15
336"9 39'8"
6'1"7 + 7'10"10 + 5'9"15 r 5'9"15 T
7'10"10
,5X5 1112X4 =5X5
D E F
T2
12
6 � W
T4
005
5X5
G
W3
B
H
A
a 9
18'8'
4X6(A2) __ 5X5 = 5X8 = 5X5 = 4X6(A2)
39'8"
9110" 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): 0.176 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240
B 1556 /- /- /958 /715 /325
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 /- /- /958 /715 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Br Width = 8.0 Min Re 1.8
9 q
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.743
BCDL: 5.0 psf
H Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.748
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)/l0(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B-C 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
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(3/05/2021
**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
of BCSI (Building
and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached n id ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply plates to each face. of truss and position as shown above and on the Joins Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildingg Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANm CCWA-
truss in ANSI/TPI 1, for handling,
conformance with or shipping,. installation and bracingof trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawin indicates acceptance of professional engsneering responsibili��vy solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building% esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2495951 HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:1X3G89750042 T6 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1100.21699
Truss Label: A8
SSB / WHK 03/05/2021
6'9"4 13' 19,101, 26'8"
32'10"12 39'8"
"12 + 6'10" "{ 6'10"
6'2"12
5X5 1112X4 = 5X5
D E F
12
6 � �2X4 W
�2X4
C
o
G
W3
B
H
A
9 a
It
,V
4X6(A2) =5X5 -5X8 =5X5 =4X6(A2)
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): 0.191 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240
B 1556 /- /- /953 f716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 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 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.543
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: 0.754
Bearings B & H are a rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20 02.00A.1 020.20
Lumber
B - C 2014 -2780 E - F 1973 -2289
C - D 1925 - 2523 F - G 1925 - 2523
Top chord: 2x4 SP #2 N;
D - E 1973 - 2289 G - H 2O14 - 2780
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2421 -1686 K - J 1982 -1323
member design.
L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 381 - 339 K - F 425 - 401
L - D 535 -183 F - J 535 -183
D - K 425 - 401 J - G 381 - 339
egt{U{rIt{IBrrtlJ/ r�
E - K 585 - 391
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(3/05/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition
Component Information,
of BCSI (Building
Safety 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 propedv attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
Applgy to face
as applicable. Oates each of truss and position as shown above and on the Join Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Build incLQ Components Group Inc. shall not be responsible for any deviation from this drawing, any failure
truss in ANSUTPI 1, for
to build the
conformance with or handling, shipping,. installatlon and bracincl of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibilityy solely_forthe design shown. The suitability and use of this
drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305
For move 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 J Ref: 1 X3G89750042 T21 /
FROM: RWM
Qty. 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1100.21324
Truss Label: A9
SSB / WHK 03/05/2021
6'3"4 12'0"1 19,101, 27'7"15
33'4"12 39'8"
6'3"4 5'8"12 7'9"15 7'9"15
5'8"12 6'3"5
:5X5 III2X4 5X5
D E F
T 12
T
6 \2C4
i2G
c�
v
° W3
Z
m
io
B
H
A
a
1 8'8"
=4X6(A2) = 5X5 = SX8 =_ 5X5 = 4X6(A2)
39'8"
10' 9'10" 9'10"
10' i.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 L/defl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240
B 1556 /- /- /947 /717 /284
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - -
H 1556 /- /- /947 f717 !-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.124 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748
H Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.753
Bearings B & H are rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.999
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B-C 2102-2791 E-F 2189 -2492
C - D 1987 - 2524 F - G 1987 - 2524
Top chord: 2x4 SP #2 N;
D - E 2189 - 2492 G - H 2103 - 2791
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2434 -1769 K - J 2065 -1444
member design.
L - K 2065 -1465 J - H 2434 -1748
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 498 -118 K - F 539 - 531
D - K 539 - 531 F - J 498 -118
y�ptf►PIIl3}tflb �'
E - K 685 -462
• ` w
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•
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COA,�
03/05/2021
**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) for sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing BCSL Unless top
per noted otherwise, chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
Apply face
as applicab3 Oates to each of truss and position as shown above and on the Joint9Details, unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Refer to ALPINE
Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the-convarry
truss in conformance ANSI 1, for handling,
with or shipping,. installation and bracin4 of trusses. A seal on this drawing or cover pate 6750 Forum Drive
listing this drawing indicates acceptance of professional enq_ineering responsibility solely for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For mqre information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249597 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:1X3G89750042 T5 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CAL1/4EBB ELEV.C/E
DrwNo: 064.21.1100.19887
Truss Label: A10
SSB ! WHK 03/05/2021
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 5X5
D E T3 F
12
6 2X4 W
2X4
o C (a) (a)
G m
n W3
h
in
1 B
H
A
1-0
I
4X6(A2) =5X5 -5X8 =5X5=4X6(A2)
♦ 39'8"
�1' 10' 9.10" 9.10"
10,
10' 19110" 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 /- A /940 /718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - -
H 1556 /- /- /940 f718 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.127 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934
H Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752
Bearings B & H are rigid tf
Bearings B & H require a seaeaplate.
plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2194 -2804 E - F 2386 -2693
C - D 2057 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE;
D - E 2502 -2773 G - H 2184 -2797
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - L 2448 -1855 K - J 2163 -1578
be equally spaced. Attach with (2) 8d Box or Gun
L - K 2147 -1575 J - H 2440 -1822
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
L - D 470 -71 K - F 626 -612
for (2) CLR'S where shown. Scab reinforcement to be
D - K 739 -778 F - J 466 52
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.t�t1'rFttti
E - K 79 -778
534
%NfJ�/�Ir
Wind`s
Wind loads based �1
on MWFRS with additional C&C �8Y ®1•Y«`.«. s..os:t •''�,�,
member design. S �1 .
N`• �r+
Wind loading •° v ai�;
based on both gable and hip roof types.
A o
� D
o.708 i
� s
s e
SAT O
p s
ONAIL
COA
MI
03/05/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information,
of BCSI (Building
by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide
bracing per BCSI. Unless noted otherwise, top have
temporary
chord shall properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
ALPINE
Alpine, a division of ITW Build in$ Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the AN WCOM�ANY
truss in conformance with ANSI/ PI 1, or for handling, shipping,installationand bracingcfof trusses. A seal on this drawinq or cover pa a 675o Forum Drive
listing this drawingp indicates
acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of this
drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For mo a 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: 249598 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:1X3G89750042 T4 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1100.20638
Truss Label: Al2
SSB / WHK 03/05/2021
30'8"
39'8"
r 9' 8' "� 5,8 8'
9' i
,6X6 =5X5 =4E4
,6X6
T2 D T3
F
,2
6
T
o (a) W (a)
U)
WS
1 B
i7
G�
A
32
H 18'6"
4X6(A2) = 6X6 = 6X6 =6X6 = 4X6(A2)
39'8"
10' 9110.. 9'10"
10 1
10' 19,10" 29'8"
39'8"
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 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 /720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - -
G 1556 /- 1- /921 /720 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.150 1
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Br Width = 8.0 Min Re
9 q = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939
G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834
Bearings B & G are a rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2250 -2705 E - F 2239 -2478
C - D 2238 - 2478 F - G 2250 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
D - E 2906 -3233
Bat 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.t'y:141tftrrir�pytrl
11�y�� '4,�r.
Wind
Wind loads based on MWFRS with additional C&C .�✓ae°r�'+rE
member design. $� `� \L S4� •.0�
e•�
Wind loading based on both gable and hip roof types. •«�
0.708 4
S r
m
m s e r
� m
�
�
0
m
COA f l V � O
""%
03/05/2021
"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 an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracmq installed per BCSI sections B3, B7 or B10,
Apply to face truss
as applicable. plates each of and position as shown above and on the Joint Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the A C0WAW
truss in ANSIrTPI 1, for handling, installation
conformance with or shipping,. and bracingq of trusses. A seal on this drawinq or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional enciiineenng responsibilityy solelyior the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
Suite 305
For mgre information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821
SEQN: 249610/ HIPS
Ply: 1
Job Number: N334496
Cust: R8975 JRef: 1 X3GB9750042 T28 /
FROM: LPM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1100.20684
Truss Label: A14G
SSB / WHK 03/05/2021
7' 13' 19' 28'4"
32'8" 39'8"
7' 6' 6' 9'4"
4'4" 7'
1116X6 =4X4 =8X10 =H1014
S6X6
12 C D T2 E T3 F
T4 G
6
T �
T
o (a) W
N
ih(a)
I B
H
5X5(A2) -H0510 =4X4 -6X8 1115X5K
B3 -4X6=3X6(A1) 1
28'4" 111'4"
1' 8' 1010"4 5'1"12 484"
4'4" 79 1'
{` + r
8' 1810"4
I
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/defi L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240
B 1922 /_ !- /- /884 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - -
K 4268 /- /- /- /1911 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.091 L
H 80 /- /- /- /60 A
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 Br Width = 8.0 Min Re 1.6
g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785
K Brg Width = 8.0 Min Req = 5.
H Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819
Bearings B, K, & H are a rigid surface.
Loc, from endwall: NA FT/RT:20(0)/10(0)
Bearings B, K, & 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; 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 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 - N 3126 -1377 L - K 786 -1874
nails(0.113"x2.5",min.). Restraint material to be supplied
N - M 3815 -1821 K - J 786 -1874
and attached at both ends to a suitable support by
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�usutfulPtquin��ff,
C N 1089 L F 3047
member. Attach with 0.128x3" gun nails 6" oc.. p� y,
11�� `` f y
- -274 - -1224
N - D 440 - 430 F - K 2007 - 4053
Loading tP`�•°° •r°•.� ���
StC`• •P
D-M 568 -883 F-J 1889 -778
M - E 834 - 67 G - J 344 - 528
#1 hip supports 7-0-0 jacks with no webs. y
�°��✓��
64
E - L 1423 - 3051
Wind
Wind loads and reactions based on MWFRS.
a
Wind loading based on both gable and hip roof types. •
WARNING! This truss is not symmetric, but its i •�
exterior geometry makes erection error more : �J f�11 d
probable. It is imperative that this truss be installed ®• i �<j/�r�
properly. %
L NA
COA110
�
03/05/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing.. Refer to and follow the latest edition
Component Safety Information,
of BCSI (Building
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 properly attached structural sheathing and bottom chord shall
temporary
have a
properly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the -co
truss in conformance with ANSI 1, or for handling, installation bracin4 trusses. A this drawinq
shipping,. and of seal on or cover pa a 6750 Forum Drive
listing this drawingg indicates acceptance of professional en ineering responsibilitty� solely -for the design shown. The suitability and use of This Suite For
drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.305
For mgre information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbc!ndust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2495991 SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750042 T2 /
• FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.21168
Truss Label: A11 SSB / WHK 03/05/2021
5'7"4 10'8" 11'3"15 16'0"1 23'7"15 29'7"15 39'8"
5'74 S0"12 T 15 4'8"2 '+' 7-7 14 'i` 6, 10'0"1 1
11 10 �
10,
5X5
p E =4F4 =5X5 =5X5
39'8"
9110" 9110"
19,10" + 29'8"
19
39'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.229 L 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.427 L 999 240
B 1556 /- /- /932 /716 /257
BCDL: 10.00
Risk Category: 11
Snow Duration: NA
HORZ(LL): 0.076 K - -
1 1556 /- /- /930 1718 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.142 K
Wind reactions based on MWFRS
NCBCLL: 10.00
Mean Height: 15.00 ft
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00
TCDL: 4.2 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.820
1 Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.802
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 It
Rep Fac: Yes
Max Web CSI: 0.811
Members not listed have forces less than 375#
Loc. from endwall: not in4.50 ft
FT/RT:20 0 /10 o
() ()
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE, 18SS
VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2225 -2806 F - G 2509 -2878
C - D 2062 - 2521 G - H 2O44 - 2305
Top chord: 2x4 SP #2
N; T5 2x4 SP 2400f-2.OE;
D - E 1917 -2214 H - 1 2093 -2649
Bot chord: 2x4 SP #1;
E - F 1976 -2258
Webs: 2x4 SP #3;
Wind
Maximum Bot Chord Forces Per Ply (Ibs)
Wind loads based on MWFRS with additional C&C
Chords Tens.Comp. Chords Tens. Comp.
member design.
B - M 2452 -1880 L - K 2805 -2204
Wind loading based on both gable and hip roof types.
M - L 2814 -2230 K - 1 2266 -1674
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 1699 -1345 G - K 774 - 669
M - E 760 - 872 K - H 693 - 431
M - F 856 - 742
COA ff, fA
,�► 901110 t11%
03/05/202 t
—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 rigpid 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 JoiWetails, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Build in Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the COWAN
truss in conformance with ANSI/TMNPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawinqq or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibiliti solely for the design shown. The suitabili£y and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
Form re 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:249600/ COMN Ply: 1 Job Number: N334496 Cust:R8975 JRef:1X3G89750042 T20 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.20592
Truss Label: A13 SSB / WHK 03/05/2021
i
EO
rn
5"4 108" 13'3"1r5 217'15 31'7"15 39'8"
5:777 r 5'0"12 + 2'7"19 84" 10, "r~ 8,0"1
10.8"
10'8"
=5X5
D
TT
20'8" 5'8" i 13'4" 1
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T3 2x4 SP #1;
T4 2x4 SP 2400f-2.0E;
Bot chord: 2x4 SP #2 N; 131 2x4 SP #1;
Webs: 2x4 SP #3; W7 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
5'4" 7'10" 7-10"
16, T 23'10" 31'8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in too L/defl L/#
VERT(LL): 0.043 M 999 360
VERT(CL): 0.080 M 999 240
HORZ(LL): 0.017 J - -
HORZ(TL): 0.028 J
Creep Factor: 2.0
Max TC CSI: 0.957
Max BC CSI: 0.647
Max Web CSI: 0.546
EW Ver: 20.02.00A.1020.20
r a•
o. 708 1
. s1,
ti RN g�" N
COA
03/05/2021
8' 1'
39'8"+
♦ Maximum Reactions (Ibs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 840 /- /- /551 /397 /257
N* 315 A /- /159 /140 /-
H 585 /- /- /436 /242 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
N Brg Width = 68.0 Min Req = -
H Brg Width = 8.0 Min Req = 1.5
Bearings B, N, & H are a rigid surface.
Bearings B, N, & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 959 -1265 E - F 645 - 628
C - D 755 - 932 F - G 648 - 471
D-E 808 -911 G-H 324 -611
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 1088 - 733 K - J 924 - 213
M - L 931 -620 J - H 455 -107
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - M 396 - 367 L - F 903 - 565
D - M 619 -454 F - K 1390 -1254
M - E 442 - 299 K - G 854 -1043
E - L 449 - 564
—WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 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 ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildincc��Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCCWA-
truss in conformance with ANSIlTPI 1, or for handling, shipping,. installation and bracingn of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibiliti solely for the design shown. The suitability and use of This Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec .2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249601 / COMN Ply: 1 Job Number: N334496 Cusl: R 8975 JRef:1X3G89750042 T19 /
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.21777
Truss Label: A15 SSB / WHK 03/05/2021
5'7"4 10'8" 15'3"15
5'74 5'0"12 47'15
=5X5
D
T ,2
6 a2X4 =5XE14
� C
B
= A
=3X6(A1) 0 N
=5X8 =5X5
21'
8,
8' 16'
23'3"15
8'
31'8"1 32'8" 39'8"
8'4"2 11 -15 7'
:5X10(S H I
T3 =HOF10 T4 G
(a) o r�
J 11
=4X6 =4X4L =5X5=3X6(A1)
�-- 5' 13'8"
5' 5' 611" 8' 1'
21' r 26'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.038 O 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 745 A A /497 /341 /276
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.072 O 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.017 K - -
M 1429 A !- 1726 /654 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.031 K -
L 629 1- A /238 /218 /-
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: psf
Creep Factor: 2.0
1 534 /- A /399 /245 /-
Soffit: 0.00
.
BCDL: 5.0 psf
FBC Zth 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
Brg Width = 8.0 Min Req = 2.0
Spacing: 24.0 "
C&C Dist a: 3.97 It
Rep
Rep Fac: Yes
Max Web CSI: 0.703
L 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.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE, HS
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
410
B - N 570 -442 M - L 530 -367
O - N 570 -442 L - K 530 367
restraint. substitute (1) scab for (1) CLR and (2) scabs
N - M 598 -426 K - 1 451 - 326
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.�Ottntrtituttu�rrJ�
Maximum Web Forces Per Ply (Ibs)
Windy
` s.ft �• lfiy
Webs Tens.Comp. Webs Tens. Comp.
Wind loads based on MWFRS with additional C&C
member design.
+°.++"°""• •.; r �
E s •�j� �f�
C - O 502 -291 M - F 909 - 732
O - D 469 -387 L - G 947 898
Wind loading based on both gable and hip roof types.
a��+�1)°�r\�'
,' y �•�;
E - M 1635 -1574
03/05/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly
attached ri,W ceilin Locations shown for ermanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the O
truss in conformance with ANSI l� PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pate 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili� solely -for the design shown. The suitability and use of this
drawing for any 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249602 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750042 T1 1/
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 18281CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.20106
Truss Label: A16 SSB / WHK 03/05/,
5'7"4 10'8" 17'3"15
5'7"4 + 5'0"12 + 67"15
19'3"15
= 5X05
12
6
C
23'6" 29'8"1 32'8" 39'8"
6'2"1 6'2"1 2'11"1 7'
j
=5L5
=8X8 =-8X8 e5X10(SRS
E F G H I J K
Y X W V ' 'U T S' 'R Q P 0
1) =5X5 =5X5 =4X6 1112X4(*•))4 =5X5
=4X
21' i5' 13'8"
1'3'15 5' 3, 8 +1
8' 16' 17' "15 26. 2'6
3T'l 21"11
2V 13 S
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.037 Y 999 360
Loc R+ ! R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.069 Y 999 240
B 774 /- /- /508 /355 /317
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.016 0 - -
U 1323 1- l- /633 l586 1-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.030 0
R 711 /- /- /257 /237 /-
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
M 531 /381 /247
/- /- /-
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSi: 0.948
Wind reactions based on MWFRS
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.636
B Brg Width = 8.0 Min Req = 1.5
U Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Re Fac: Yes
p
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 - 548
E - F 823 -777 L - M 628 - 571
(**) 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - Y
978 - 830
T - S
585
- 491
Y - X
627 - 411
S - R
584
- 491
X - W
462 - 350
R - Q
424
- 356
W - V
462 - 350
Q - P
424
- 355
V - U
462 - 350
P O
424
356
10pl�= f"tirj
U - T
589 - 490
O - M
445
- 354
Z _41• C_ t+ , t, _ �,,
Maximum Web Forces
Per Ply (Ibs)
& .tae® v';
Webs
Tens.Comp.
Webs
Tens.
Comp.
i� $
s /
C - Y
445 - 257
U -AB
611
- 605
= s a
Y - D
E - Z
453 -285
1516 -1447
AB- H
R -AE
504
930
-522
- 847
'
Z - U
1536 -1466
AE- K
910
- 826
.! AT 0
' Q
COA AL
03/05/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint oYwebs shall have bracm installed per BCSI sections B3, B7 or B10,
as applicable. Applgji plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the -CC -A.
truss in conformance with ANSVTPI 1, or for handling, shipping,. installation and bracingp� of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIRI 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:249603/ GABL Ply: 1 Job Number: N334496 Cust:R8975 JROAX3G89750042 T3 /
FROM: HMT Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.19715
Truss Label: 81GE SSB / WHK 03/05/2021
t_ 10.8" 21'4"
r 10'8" - 10,81,
(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
Spacinq: 24.0 "
k 1'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
nAn
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):
M
rn
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.004 R 999 360
VERT(CL): 0.007 R 999 240
HORZ(LL): 0.005 L - -
HORZ(TL): 0.006 L
Creep Factor: 2.0
Max TC CSI: 0.196
Max BC CSI: 0.164
Max Web CSI: 0.069
Ve r: 20.02.00A.1020.20
:0 0
%4�
��� •
COA ti � ON Q
03/05/2021
♦ Maximum Reactions (lbs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 245 /- /- /134 /103 /243
J* 72 A A /35 /33 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
J Brg Width = 248 Min Req = -
Bearings B & B are a rigid surface.
Bearings B & B require a seat plate.
Members not listed have forces less than 375#
**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)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as appltcabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not responsible for any deviation from this drawing, any failure to build the A—COWAW
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing4of trusses: A seal on this drawin or cover page 6750 Forum Drive
listing this drawingg indicates acceptance of professional engTeering responsibility solely for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For mare 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: 249604 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750042 T1 !
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.20324
Truss Label: C1GE SSB / WHK 03/05/2021
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 "
� 5' 2• —'
(TYP)
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
=4X4
D
14
14'
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
14'
7'
Defl/CSI Criteria
PP Deflection in loc 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
Ver: 20.02.00A.1020.20
`
oa• •., rI �a
o. 708 1
•s
COA s/ NAIL
lou�°".a
03/05/2021
♦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, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI.. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly
attached rigqtd ceilm9 Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or 610,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANI CCWA-
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation. and bracingp� of trusses. A seal on this drawing or cover pope 675o Forum Drive
listing this drawing indicates acceptance of professional en ineenng responsibility solely Tor the design shown. The suitability and use ofg is
drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305
For mgre 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:1X3G89750042 T15 /
FROM: RWM Qty: 14 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.20496
Truss Label: EJ7 SSB / WHK 03/05/2021
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 "
12711
12
6
o_ rn
CM C
B
TA 8,8,.
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
7
T
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 D
HORZ(TL): 0.028 D
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI: 0.000
EW Ver. 20.02.00A.1020.20
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- A /249 /108 /208
D 125 /- /- /73 /- /-
C 174 /- A /128 /169 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
quire
Information, by TPI an SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
qid ceiling Locations shown For permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or 610,
fle. Apply plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ivision of ITW Build in Components Group Inc. shall not be responsible for any deviation from this drawing, anyfailure to build the
lformance with ANS11TPI 1, or for handling, shipping,, installation and bracing of trusses: A seal on this drawing or cover page
'
drawing indicates acceptance of professional enQneering responsibility solely -for the design shown. The suitability and use of this
r any s ructure is the responsibility of the BuildinglJesigner per ANSI/T 11 Sec.2.
ALPINE
AN COWAN
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249606 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750042 T11
FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,R,01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.20590
Truss Label: CJ5 KD / YK 03/05/2021
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 "
L
11'2"5
12
6
M
T
N M
M
B
A 8'8"
D
1 I 4'11"4
4' 11 "4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
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
Ver: 20.02.00A.1020.20
���� ` `Oolrrrl•s�r1 1'�%
J 4 0
o. 708 1
s
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 256 /- /- /200 /88 /152
D 89 /- /- /51 /- P
C 118 /- /- /85 /116 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#
SAT U �.
COAtlAL
simlok'
03/05/2021
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary.
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint o�webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Applgy plates to each face. otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ." CC -A"
truss in conformance with ANSIr PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSIrr 1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249607 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750042 T26 /
FROM: LPM Qty: 4 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.20309
Truss Label: CJ3 SSB / WHK 03/05/2021
4 " 3
� y
2X4(A1)
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
Spacinq: 24.0 "
�— 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
211 "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
T
co
Defl/CSI Criteria
PP Deflection in loc Udefi 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
VIEW Ver: 20.02.00A.1020.20
03/05/2021
10'2"5
d1
M
CV
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 171 /99
D 50 /- /- /27 /- /-
C 63 /- /- 144 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply Oates to each face. of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinggComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the A CO-AW
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawin indicates acceptance of professional en ineenng responsibility solely for the design shown. The suitabiliCy 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 inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249608 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1x3G89750042 T27 /
FROM: LPM Qty: 4 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBS ELEV.C/E DrwNo: 064.21.1100.22027
Truss Label: CJ1 KD / WHK 03/05/2021
12
6 � C
4' 3
_T
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
1, 11 "4
11 "4
:)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
41,AZr,.
•
o.7,0 i
f ®® • �'t4 .
(J % 0
COA eY•IPE�A���iQ'. •�`'
03/05/2021
9'2"5
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 143 /- /-
/145 /76 ME
D 11 /-2 /-
/14 /10 /-
C - /-15 /-
/29 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10,
as applicabgle. App�y plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the —co—
truss in conformance with ANSI/TPI 1, or for handling, shipping, _ installation and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional en rneering responsibility solely -for the design shown. The suitability and use of this Suite Fos
drawing for any sQructure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2.
For mgre information see these web sites: Alpine: a!pineitw.com; TPI: 1pinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 249609 / HIP_ Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750042 T16
FROM: HMT Qty: 2 , A5/320 ,182EC,E ,13101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.20637
Truss Label: HJ7 KD / WHK 03/05/2021
5'3"5
5'3"5
9'10"1
4'6"11
E
12'2"3
4.24 p 2X4
C
c
m �
ih M
v
B
3 A _8 8„
FE
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
1'5"
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
9'22
9'2"2
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
7.11 9'10'1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.040 F 999 360
VERT(CL): 0.076 F 999 240
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C
Creep Factor: 2.0
Max TC CSI: 0.546
Max BC CSI: 0.416
Max Web CSI: 0.260
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 /-
E 364 /- /0 /- /84 /0
D 214 /- /- /- /177 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
03/05/2021
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
rent Safety Information, by TPI an SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary
c�er BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly
ripid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
c ri e. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Pefer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW BuildinQComponents Group Inc. shall not be res .onsible for any deviation from this drawing, any, failure to build the
conformance with ANSI 1, or for handling, shipping,. InstallaFiion and bracin4 of trusses. A seal on this drawing or cover pa e
1is drawing indicates acceptance of professional englneering responsibility solely -for the design shown. The suitability and use of This
I for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2.
AL NE
Ax CC Au
6750 Forum Drive
Suite 305
Orlando FL,32821
Gable Stud Reinforcement Detail
ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 '
Or: 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Orr 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Orr 120 moh Wind Soeed. 15' Mean Heloht. PartiaLLv Fndoseci. Fxnosure n. K-t = 1.00
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
Q) Ix4 'L' Brace w
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace ww
(1) 2x6 'L' Brace w
(2) 2x6 'L' Brace w
Group A
Group B
Group A
Group B
Group A
Group B
Group B
Group A
Group B
#1 / #2
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12, 8'
14' 0'
14' 0'
-
So
f F
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9'1'9'
6'
M22
12' 6'
14' 0'
14' 0'
HF
Stud
3' 8'
5' 9'6'1'
7' 8'
7' 11'
9'1'9'
6'
12' 6'
14' 0'
14' 0'
Q
Stnndnrd
3' 8'4'
11'
5' 3'
6' 7'
7' 1'
8' il'
9' 6'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
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' 8'
14' 0'
14' 0'
(U
r
D r L
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
d
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U_
(—
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P r
#3
1 4' 2'
7' V
7' 9'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
1 14' 0'
14' 0'
U
['
H
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13, 9'
14' 0'
14' 0'
14' 0'
Q
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'
ill 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
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'
QJ
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10, 6'
10, 11'
13' 4'
1 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'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
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'
LJ
U
I I F
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
f l I
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
c- I
D P L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
ymm
About;
Diagonal brace optionr
vertical length may be
doubled when diagonal
18'
brace Is used. Connect
diagonal brace for 600#
at each end, Max web'L'
Brace End
total length Is 14'.Zones,
lbetter
typ.
#2 or
iagonal'rVertical
length showningle
8'
In table above.
cutIn)
at
Lend.LJ
Connect diagonal at
midpoint of vertical web.
Refer to
chart
wwVARNINGv READ AND FGLL13V ALL NOTES (IN THIS BRAVING
■■IWURTANTww FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERSC
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe t
fallow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo si
practices prior to performing these functions. Installers shall provide temporary bradng pe B
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo
shall have a properly attached rigid ceiling, Locations shown for permanent lateral restraint t
ePI
shall have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plates to eats
of truss and position as shown above and on the Joint Details, unless noted otherwise.
Refer to drawings 160A-Z for standard plate positions. '
AN ITW COMPANY
\ 1514\ Eanh\ City\ Expressway
1\Suite\242
\\Earih\City,\Mo\63045
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviati
tFJs drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlpi
Installation 4 bracing of trusses.
A seal on this drawing or cover page Usting this drawing, Indicates acceptance of professional
engineering respons¢illlty solely for the design shown The suitability and use of this drawing
for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2.
For more Information see this Job's general notes page and these web sites.
ALPINE, www.alpineitw.coml TPB www.t Inst,orgi SBCAi www.sbcindustry.orgi IM www.lccsafe.org
T fl
V AC(r ,v�\\
4M 1L, wdPV.3/05/2021
Bracing Group Species and Gradesi
Group At
S ruce-Pine-Fir Hem -Fir
#1 / #2 Standard #2 1 Stud
#3 Stud #3 Stnndnrd
Dou las Fir -Larch Southern Plnewww
#3 0
Stud Stud
Standard Stnndnrd
Group Bi
Hem -Fir
#1 & Btr
#1
Douglas Fir -Larch Southern Plnewww
#1 #1
#2 #2 EA
Ix4 Braces shall be SRB (Stress -Rated Board).
wwFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these grades.
Gable Truss Detail Notes;
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3.0' min) nails.
)K 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 naps 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.
II Gable Vertical Plate Sizes II i
Vertical Len tin
No S lice
Less than 4' 0'
2X3
Greater than 4' 0', but
Less than 11' 6'
3x4
Greater than 11' 6'
4X4
+ Refer to common truss design for
peak, splice, and heel plates. 11
Refer to the Building Designer for conditions
not addressed by this detail,
REF ASCE7-16-GAB16015
DATE 01/26/2018
DRWG A16015ENC160118
AX. TOT, LD, 60 PSF
X, SPACING 24,0'
'T
Relnfol
Memb
Ga.
Tr
Gable Detail
F'nr I Pt -in VPrtirnl�,
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
.te that covers the total area of
lapped plates to span the web,
er 2*2X4
2X8
Nrovide connections for uplift specified on the engineered truss design,
Attach each 'T' reinforcing member with
End Driven Nnllsr
10d Common (0.148'x 3,',min) Nails at 4' o,c, plus
(4) nalls In the top and bottom chords.
Toenalled Nails,
10d Common (0,148'x3',m1n) Toenails at 4' o,c, plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detaft 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 tMnPPbft1
S11530ENC100118, S12030ENC100118, S14030ENC a 30i001�///y
S18030ENC100118, S20030ENC100118, S20030E 01 * 4�� L:0 �
See appropriate Alpine gable detail for mnxlr ejl4Fgr(c'}dgY't�
'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,
specie, and grade of the 'L' reinforcing member,
eb Length Increase w/ °T° Brace
Exampler
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c, SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7'= 11' 2'
'T' Relnf.
Mbr, Size
'T'
Increase
2x4
30
2x6
20
..WARNING!" READ AND FDLLDW ALL NOTES ON THIS DRAWING) Q. 1 U6 1 - REF LET -IN VERT
1INFOtTANT■■ FURNISH THIS DRAWUC TO ALL CMURACTCRS DICLUDING THE DUTALLERSg a
Trusses require extreme care In fabricating, handling, sipping, Installing and bracing. Ref -t r • L DATE 01/02/2018
follow the latest edition of BCSI (BuRdln Component SafetyInformation, b TPI and SBCA) fo s { •
practices prior to performing these functions. Ins{oilers shall provide temporary bradng pe HCSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chaki
shall have a property attached rigid celting. Locations shown for permanent lateral restraint f s• S A� • �„ DRWG GBLLETIN0118
shall have bracing Installed per BCSI sections B3, H7 or 310, as applicable. Apply to to to ea4 r •i [, r� of truss and position as shown above and on the Joint Details, unless noted otherwise, r • "V
PI Refer to drawingsion If IT for standard plate Group In
Alpine, n division of ITV Building Components Group Inc, shall not be responsible for any deviatio r o�•w • a°�
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin A ••wfrw•�w $
AN ITW COMPANY Installation 6 bracing of trusses, MAX, T❑T, LD, 60 PSF
115141 Eadh\ Cil \ Expressway A seal on this drawing or cover page listing this drawing, Indcates acceptance of professhml 4i ��5�z�2
y p y ergineering responsibility solely for the design shown The suitability and use of this drnwFg �t�
11 su!tel 242 for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. W 1 +�' OUR, FAC, ANY
i 1 Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sitesi
ALPINE www.alpinelt%com) TPD www.tpinst.orgl SBCA, www,sbclndustry,orgi ICG w.w.lccsafe,org MAX, SPACING 24,0°
Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
Fop 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* 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 Mi
4X4
12
12 Max, I
iX3 IL 6-0-0
1X3 ()
1X3 5X4/SPL Max Spacing
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 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,
XXX 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
2X4
Valle
Spacing
Square Cut
Bottom Chord
Valley
2X4
Stubbed Valley
End Detail
o\ a 4
9
moron Trusses
.0a'�� ,• ��,E at 24' o,c.
•
7R
4X4
-5�Tf
Optional Hip
Joint Detail
Thu IJ
Partial Framing
Plan
wwVASWNGww READ AND FDLLOV ALL NINES [IN THIS DRAVINGI S
■•DfPQRTANTvz FURNISH THIS BRAVING TO ALL cWTRACTMS INCLUDING DIE INSTALLERS. �, •
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer ,�g� •
follow the latest edition of SCSI (BuRdIng Component Safety Information, by TPI and SBCAI for
O. I U0 +
•
LL 30
TC DL 20
30
15
40PSF
7 PSF
REF VALLEY DETAIL
DATE O1/26/2018
PI
practices prior to performing these functions. Installers shall provide temporary racingper SL
Unless noted otherwise, top chord shalt have properly attached structural sheathing and bott cho
shall have a properly attached rlgltl telling. Locations shown for permanent lateral restraint o w
Shalt have bracing Installed per BCSI sections B3, H7 or H10, as applicable. Apply plates to eat IV
of truss and position as shown above and on the Joint Details, unless noted otherwise. �„
Refer to drawings I60A-Z for standard plate positions,
Alpine, a division of ITV Building Components Group Inc, shall not be responsible for any deviation m
this droning, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, sWpping,
AT Q
• @:1 • '..
i =• [, �:
j�I (�J
v• 'l 1 •� �I
•,•• { aa• `
••al�•�•• �+ \
$C DL 10
BC LL 0
TOT, LD, 60
10
0
10 PSF
0 PSF
57PSF
DRWG VAL180160118
55
AN ITW COMPANY
11514%Earth\City\Expressway
11 suite\ 242
installation 11, bracing of trusses.
A seal on this drawing or cover page Usting this drawing, 4Wlcates acceptance of professional
engineering responsibility solely for the design shown. The suitability and use of this drawing
for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecB
!q� a�fA� �N�l
�v �9L`CI���5/2021
DUR,FAC, 1.25✓1.33
1.15
1.15
SPACING
24,0'
11 Earth% City,\ MO\63045
For more Information see this Job's general notes page and these web sitesb
ALPINEi www.alpineltw.coni TPii ww%tpinst,orgi SBCAb w—sbclndustry.orgi ICO wwwJccsafe.crg
Valley Detail - ASCE 7-16: 30' Mean Height, Enc(osed, 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* Attach each valley to every supporting truss withl
(2) 16d box (0.135' x 3.5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on
supporting truss material at connection location:
170 mph for SP (G = 0.55, min.),
155 mph for DF-L (G = 0,50, min,), or
120 mph for HF & SPF (G = 0,42, min.).
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses.
Bottom chord of valley trusses may be square or
pitched cut as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates
3X4
12
12 Max. I-
2X4 X4
8-0-0 Max
4X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Unless specified otherwise on . engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of
web, same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014.
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
Installation,
Or
Purlins at 24' o.c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0',
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
Square Cut
Bottom Chord
oe-nailed Valley
12
10 Max, I— ��
Q
o �yttturrntue
wwVARNINGI— READ AND FMLUV ALL NDTES IN THIS BRAVING ; U. i NO t
■wIHPMTANTo FURNISH THIS DRAVI% TO ALL CONTRACTORS INCLUDING THE INSTALLERI •
Trusses require extreme care In fabricating, handling, shipping, Installing and brachg. Reffffffgggggg����-- a It
follow the latest edition of BCSI CBuOding Component Safety Information, by T.
and SBCA)f e •
practices prior to performing these functions. Installers shall provide temporary bracing BCSLw
Unless noted otherwise, top chord shall have properly attached structural sheathing and b ton
shall have a properly attached rigid ceilIng. Locations shown for permanent lateral restrain of hs .7 P1 V °a.
shall have bracing Installed per SCSI sections B3, B7 or 210, as applicable. Apply plates to e�Fn e % i [ ,—
of truss and position as shown above and an the Joint DetaOs, unless noted otherwise. i • (�� ;
I PI Refer to drawings 160A-Z for standard plate positions °�: _I •� �yC
Alpine, a division of ITV Building Components Group Ina shall not be responsible for any devlatl •••• .•
this drawing, ony failure to build the truss In conformance with ANSI/TP[ 1, or for handling , shippl •••l�•••' G '�
AN ITW COMPANY Installation 3 bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professbrwI Ai S�ONAI.
11
Eanre h\ City\ Expressway engineering sponsMMty solely for the design shom The suitability use of this drawFg
11 Suite\ 242 for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect. t ►+;�etr +M /05/2021
1 \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites,
ALPINE, www.alpineltw.comi TPD rww,tpinst.orgl SBCAi www.sbcindustry.orgl ICG wwdccsafe.org
2X4
Stubbed Valley
End Detail
Optional Hip
Joint Detail
24°
I 1 9 u==c= Partial Framing
2 o,c. Plan
TC LL 30 30 40PSF REF VALLEY DETAIL
TC DL 20 15 7 PSF DATE 01/26/2018
BC DL 10 10 10 PSF DRWG VALTN160118
BC LL 0 1 0 I 0 PSFI
TOT. LD, 60 155157PSF
I DUR,FAC,1.25/1,3311.1511.15 1
24.0'
I
E 'y .
VALLEY FRAMING & BRACING DETAIL
Lumber Size and Grade Minumum Requirements
GENERAL NOTES
Puriins required T-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05,140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® 'CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
:e the crippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gored between rows.
TYp)
)nnection 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
5 16d 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)
3 16d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
3 16d toe -nails
k..�' �" '�"' "`�""' ` �a"'i 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples V-0" to 10'-0" long
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge
of cripple with 10d 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces wl "T" or scab. Use stress
graded lumber & box or common nails.
;Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
Installed Into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples If cripples fall between
lower truss top chords and lateral bracing Is not used.
-Apply all nailing in accordance to current NDS require
Nails are common wire nails unless noted otherwise _'R y� r4i,
•
-WARKDQ— READ NO FRLDV ALL HU= QI TiaS DRAVDU = �
•KWWNffm Ft➢aM nos DRAVDG M N.L. CONWACluts ucLlmD113 Tic MSTNIUSS •
ITV. r vvv r •
; 1
TC LL 20
--
30 40 54
REF VALLEY FRAMING
Trusses regbie extreme core ti fabricating, handling, shlppFg, MstnlDr�g and bradrg. RefeR �,,,�,,,�,�
fait.* the latest adman of erSl UkAding ramponent safety InfarmVen'iy TPI nM sarwl folic at
to
7G
_
i E
TC DL 10
20 7 7
DATE 10/01/14
practices prior perforning these functions. Installers shall provide tenporary bracing pea ➢CSI.
`'ties` noted otherwlse, top chord shall have property attached rb"`t—at sheathing and botaar, clan•'
shall have a property attached Ngtd eetWo Locations shown for lateral t
STATE OF if
i
BC DL 0
0 0 0
DRWG VACNVIS01015
perronent restral ...,,,������,rr���r�sss�ss•
snail Faye nd psiing ionInsaced per abo `..'torn ➢h ➢7 or ➢et is antess,bno d otY plates to en�
Re truss and drawings 1 O -Z shaven above and on the Joint Details, unless rated otherwise. ��i
Refer to draw4gs 16UA-Z For standard plate rns.
•.��` OP••• V Z`
tQALPONIR
•
BC LL 0
0 0 0
AN ff W OOMPANY
Alpine a division of ITV ..ding components crow Inc. sMQ not be responsible far de
this dro.nD my � of rus"s. the truss In corKornance with ANSI/iPt t, or for nd sg
fnstntlatiam . b
••••ORI•••••P.��r``
V
ss�ONA�
TOT. LD.30
50 47 61
zed on this draing � rover vane �� acceptance diraviro Indicates of p =1
solely for the whom Ttr stslabltty aed use of tf,lc rka.tp
Aft ,�«e
far any tt Atdkip Daslprr
'
a t
DUR. FAC. 1.25/1.15
13389Lakehont Dive
EaM Ciry, MO 63045
eSKY of per AIQI/IH L See2.
For nor'. lMornation see this ,lobs general rates page arW these eb site.
ALPDE� •ewnlpYxttwe.'. n w•w.tpiut.rpn SBCN .w.. etry,orgb ICO www.14 i earp
to 20(_
SPACING SEE ABOVE