HomeMy WebLinkAboutTruss�'y •� �� � .' t 4 • M ,�� I.i t".tom � o
to
I
N
M
THIS IS A TRI= RACMIT PLAN ITS mTo® TO AID IN THE OISTA"TMN OF TWSSE8.-ENGOmiE11`¢RO55 1XtAVMGS AND MagQiFL'IIPALS 511'�CEDE TFDS DOLIIIFIIL -
ESfE ES UI RAN DE CM-OCA dN TINS EWA OtWMJVM PARR ATIIOAN EN. LA DWALACIUN-DE TRUSSES LOS'DIBU.aS T Aff=AL'TUtF O�A'.1£ OEE7A SKF M CM DOtI11F]aa ._. .
RLRyLT m16TOa
Atl ROE tttML X FAtt M TMCTNM mTi 6fa.i. Ma to Z0X-.fa
to MT alf aA'II.Tf11 TN61Q 1NIIOR �f.Q 116 6T1Q nOI
olltm vat."tm it Ataatm vmarr twFYtAaRpl MFTaVAL A
Ia1D'-
�->ii VAtLT taw EEA®MMY tE» M rAW IRE LMIN
A®1' a WTM Tmt AI" 1O MIT IIIw Ma: ARllm M rde
iFFM DUEOM 9tER -
7a7V1¢ IiFAf mal AT GIPOnF7 armi=OQ ;Q A Eam 11C
m A� .._
.—
aF® ]a M IRm iR =i=M Atat E M Ma DI
SUM TIE TRSn M NET G.0a M AV aMl6
laTlal
= VlQA Id7aTls
TES W G•11s t Avmn JtIRAi frwmlm,�aAVcimT
M11Q Q V1 lV T 6 Mi1TAa aMMOO�m Wi-i� Ri W
m-IC la'M.TOC {� TINta >al a �Ilaaallp II OTA
SE-ACMAM CAR® ANTMOU ml 0110ma l PEVN PRI f>aEN
IDiNS w PAlFN= DE I�AIa]ITa >ml tan >a>aFsaAi ARL1ila/MIR
MIN uivArw oIIWi tRtaMs TOl tds tAm a IRtiQ1. T 7mt
J TPAM
law tNri0alaA aFRazttuw. _
13MM
zMy� AI:Gld1O1 tnaltAalalC S
I MMMTM WTI ,MIfLS R.aIC lA 11Uita 2
PREFER ACK OR
CONNECTION.
b
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
PLUMB
SHINGLE ROOF
s 1-11�
Reviewed for Code
r Compliance
Universal Engineering
Sciences
�0 EWER
M CaA4-- C Aj%d tN-rw>t
J':-'L u c- fiL-oD L-130,>—
_n?0
Total Truss Quantity = 75
Labeled End Mark
1f.
General Notes
1) N Imo+ tioa bum f d I ad floc
¢t,.. nal. uR 64 d-d wdr P*W r—
f.
be
2) N i to �9npem KW WIM catR�bo
no d
3) N bam Waci Ii h 24 O.C. tF I aMRt,IM
r w&
4) nr T= Rah Yubtth TIC"1 dak! be nmmmoda8m
at a
1=6 MMu tpadq 515 CL == ft IM to
be rW atad at a tram* at d 20' bhmn wit
struchm
—ur AER51-81 for aq add8ad ko*
ROOF LOADING SCHEDULE
TCLL = 20 PSF
TCDL = 7 PSF
BCLL • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION 1.25 %
HIND SPD/TYPE 160
ENCL03ED
BLDG EXPOSURE — C
USAGE —RESIDENTIAL CAT II
HIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Tmss member dVV & eoaneetor plates
arc designed for ASCE 7-1E and maximum
fames Gum both components and cladding.
and main wind fume misting systems.
• These tmsses have beta revievred m tarty an
additional 109 paf non-coacurmnt bottom choral live
load.
FLOOR LOADING SCHEDUL
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS AND UPLIFTS
ARE 811OTYN ON ENGINEERING
PALL KEY
�8'-8•
® 0
DESCRIPTION INTL DATE
tw t•tc tIYN •rfrD
YETI itAtt lLV IItT 7A
m trrz Jtx anon
LOAD/ DESCRIPTION UNIT. DATE:
e tE.lntuao AR .An,
e taAtn na6r Illr TAW®
M tGARV lAns JIN Umm
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE O. N. V.
WINTER HAVEN FL13RIDA 33880
PHOUEI(800) 959-8806
FAX- (863) 294-2488
BUILDER D.R. RORTON 3TATERIDE
PROJECTCREEKKDE
MODEL 1828/CALI/4EBR
CCA PROJ/MODEL/ALT
7A5/ 320/182ED.F/ 02
ALT DESWM UM RM ■AII ID COY U99
OTC 8504 POTOMAC DEM
LOT 116 BLOCK
DESIGNER PAGE
RFS
3 1
3 �p6 17
N334504L 1 4 "=1'
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
DR HORTON / STATEWIDE
E7A:5/320 CREEKSIDE
Lot: [--I16
Address:
Block: �_�.___.._ .—_.� Unit:
.....................
JobNumber:N334504'
W
...................................... -
3-
Revision Date: New Load #: L�o1
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ti
ALPINE
March is'.20.1 g mawcompfm
Mr. Bob: Michaelis
Carpenter Ws, 'CoritrAcof America„ Inc:.
.3906 Avenue 0, N - b.rfhweat
Wint6t -H8(V6n,FL 33880-6201
Re: Alternative in's'tanations.for a single 01y carried truss with a width than d the hanger width, :and
wood blocking flill design load valu6.
-far fpce-rrwunted:'hanger attachment :an a'ohe ply
supporting gir6er(Rdf&bndd Mail WA3M2);.
Pear Bob,
F&'? 'single ply carried truss *'with a width le'§t than'the hanger'W"idth y6u'.ca.n.ih;gpll.a prefabricated jack
filler blocking; h. scab .truss: fp( wood fill ckihg�. The chord: sites, c, ord..grqOes, and
pltife(s) to
single: py "cardie d truss. The prefabricated jack dEibtrUi3§r.Y:Willh�tv'L-a.minimum
be the. same as the S,
jeqgth, of 48" and will.have a minimum Ditdh.:of-,5/12. The single ply carried truss shall havO 4 reaction of
3,500* or less. Attach prefabricated. jack:scab.truss. with: two (2) foiW: of DA28."x3.U:''GCin Nails at'2"
56efi I helow) -1 P166s6-.eef&to the Simpson Strong. Tie Catal
2Q1;9;-page .216 Figgre:3for more information;
FigLift.."I
For-p swnqle ply", g*.ffd'er`tha't tequirds Wood blocking to, achleveJUll design load value for fa -mounted
ha
ce
hangers -attach one wood. block to 1he . back face of the �e. single. ply gi.r.dqr with the same size and
btade. As"thei bottom,- bbbtd, Oftho. single. -ply girder. the -Wood: block 160g.th to. be such that the wood
bloqking-extends; to e6qh� adjacent pane points I (Webs-and bottom chord interintersections):intersections):Attach wood
1310 . tk:,withilwo. . ).rows_pf 0.12Tx3.Q , Gun Nails at-. 0'. 0. 'C. per row,.staggered. 3.0 applied
. . to the
6760'i#or.unn Drive Suite 305, Orlando; F . L. 3.28.21 - (80O)'621-9790' -:(8*63:422A685
-www.alPineitw_,com
ALPINE
single. ply -girder f6ce, with -an additional (20) 0.1-28!!AW'Gun "Nails at�:eacb- pan6l p 'i applied-tothe
r-w--'-`-`p--'for ----'--'--'—'
_______________________________ _
The of ��dt�cabt��sformvjodfiUarLdoc�' '�btvmood .ho;fdi
deakxnload
�v4hJefor ' nnust be.,apprpved by the.
'edge --and ehd distances, aUdtpaiciho
-all nail * must. be. to of
If|c8n.be0fany. further assistance,or if You'have anyquestion.s. please7give me cal
'
William H. Krick-R.E.-
Odando, FL
875O'FbrUnhOfiv&'Odabdn`FL.3282.1- -8790-(863)422-8685
� VNm��a|pmeifwngmM
ALPINE
ANITWCOMPANY
April 26;1:2019-
Mr. Bob Michaelis
Carpenter Contractors erica, Ind.
$90.0 Avenue
n(�� ue,, NoFthW.pst
Wi6t& Hbv6n, FL 33880,6201
Dear. Bob,.
M Strdnoba*ck bridging. on t6bf-trusse$.
I understandAhete.-is §othd. bohdEirn over our recommendations f6r.strongbdck- bridging on rboftrusses,
Isteorigback bridging -for roof trusses. is not.a. requirement of:ANSkTP 2014pprl. itare uirementofthe
__ - . -, . ..9 �Jj, � ' ... q
Building Component -Safety, Information- .(BCziiro'rigback. bricloitig, orY roof trusses is
recornrnen_c[eO._by..C-arpg*f Qobtr6aprt of:. America: -5#6hqbjpck bridging .,ServeS,
-th jo-ow
e_ 11 . .- 1rig two,,_.,_
functions:'
- One, bridging aligns the bottom - chords after they; are. set 1so.. the are uniform. along
. chords .. .. .. .. - . .. . . .—Y g ceilitig
line and h;iO**s-' Oil' serviceability
wi ceiling se ity
T.Woi bridging recippet -relative deflection of. adjacent trusses::
Strongback bddbing.cloes: notior6Vent-pr reduce overall individual deflection, especially any roof trusses
than 1/4"
more -
.... .. .. ....... ........ . (ps- -V —i"C ........ . ...... ............... .....
is no St bht:bracing and t.
prigoack. bridging in roof: trusses does 'not serve; as terh p'.'ora_ry'.. 6 r peiftnain
.intended to..di,§tribute or share design loads, beti veep trusses. Consequently, no design loads have'
-been accounted for With this.detail arid c�ontirtUbLis.,§trdhgback.bfidgiho shO'uld'hotbd.-att6c'hed b6tw6en-
corn Monand dirder trusses-. The use :of stron . gback . bridging shafjDesigner.
not. With other- de
9 M. sign
considerations as sp�ecjjfiddb�- fh6 Engiii0er'cif Record or the. Building:
The outer ends of the sirorigback bridgipq:shall be. attgchedjo a wall or another -secure end. restraint, or
aP.,sppcified:.py the Engineer of Record or.the Buildinq.136sidridr.
Sfr6n'g*back-bridging 'shall. bo:a-miinimimof 2x6fiomirial Lumber. oriented -,AifthElie depth vertical' . Attach
M
W1 (3) 1:60 :common, nails (PA6Vx3.Y) nails '6t;. each intersecting mernb6t. When extending dep.ing the
.strdngback bridging overlap by Afa.mipim.um of two trusses, The location: of fha:strQngback- bridging
maybe specified by the -Truss WihUfa,d.tut6r-,. Ehbihe&r* of * Re:dord, or Building Design'er. Please refer. -to
BCSi "Strongbacklng'Provfsions" or to Alp1np_..,$Tk8Rl,BR1.01.4 detail for more. information. The qraphid
shown ,(Fj4pre_A) isfdrgeneric;illustrative purpose only.
Fibirurn DriveSuite 305, Orl6ndo, FL 32821- - (800) 521-9790.- (863) 422-8685
ALPINE.
,immvenum
1'\ 'u v..-, U L. I.: f-A I L- kj 19 . 1 0
OLTA .,Not
Figured.
If 1,-can'.bb of questions, please; give. me a call
Williahl. H. Knck- KE.
qhief*.E.ng'kq,ee.r
Alpine an !TW.:.Co.mpany
Engineering 'Department
-OfI6ndo--,. FL. V821
576.0. - Forum Drive Sulte:366, Ort6n'dd, FL 32821 -; {800).521-9.790 - (8153)-..4224685
W%Arw.,a1p,in-ejtW.,com
STRON133ACK B . R .. IDGI . NG RECOMMENDATIONS
i
BUTT
m-AIL scab -.on blocks shall: Joe. Q minimum. 2x4
:BRIDG ING TOGETHER .STRONGBACK:
'stress gradedLumber,'
®► All-str-:ongback bridging cl bracing shall be::o,.
minimum 2X6 'stress,: gr'Q*6Ie.,6I'luHbee,.!
mm-'The pUrpose. of strop gb --k brIcIgIng Is. to. ac
'ATTACH SCAB W a
develop load sharing 4etwe?jj� IndkdaUat -trusses,
'jTH'10d:BDX�GUN..
NAI�.S RCIWS`.AT
O.0
?s��lj;fng I� an b.6
r %i raL( In, the
;SCAB' .6'
NOTES -.'IN LIEU.,UF SPLICING, AS: SHOWN,
.:Of - 'the floor system i S;46,
LAP'STRONGBACK 'BRIDGING MEMBERS
FOR AT' LEAST EAE TRUSS:,.SPACING
strongback btidging, poki-flohedd. As. -..s.hi6wh in
S.T.RONGBACK :SPLICERRIDGING:. DETAIL.
detc'k'lls, JS` recjo'mmenclied at lo, =0,;* o'.C. (Max,)
terms - 'bribibin- ''. Ct soretlrles
9 Pri t cl 9 :are
ND TD Details J, and 2: :are'the attachrlerit rlethods
ATTACH M H 'STRONGK TO
WEB,C, '(3)'
mistakenly used: interchangeably 'Bracing' Is. 'an
10d'COMMON
fmpqr.tor�t s-.tructurat t�,equlrelr�ent..bf .4ny floor
(4),Iw :BOwGUN
I
Refer
or roof system. R :to the Truss. D10810h
2V. x3,0'),. NAILS
-D 'the. r.q;*Ing (.TD.D). f6t re.q r6ments or
each IndIVIdOOLk truss component. 'Bridging-,'
partIc Lftarly 'st rongback
recommenda:tAdhi- for bL truss system -to help
control vibration. In: addition to:aiding..the:
611.5tr.1b.UtIon of point loads b4�tWO adjacente
- point
-s*
truss, tronqba,�� serves: to reduce
bridging,
NG. ,
Ins
-d
I ;w—
is N%to
Pounce. Or r..eslduni from
moving pain t [6*0Lft.j%,75uCh as footst.p'ps..
TKe performance of. -all floor systems are
enhanced by the. Ins.Otatlat(oh 6f :strbiiq6ACk-
bridgInd and -therefori�:Iii. strongly, recommended
by Alpine,
For additional In*f.ot^'hat'_Ioh i.��ebq.rdft strongbaci<
b-Ioolng, ref it.p..Bosl .(Building Component
Safety Information).
STRON(AACk DR-IfIGING. ATTACHMENT ALTERNATIVES
-VwMi3_,wM No FMLW wjoia=- r" inn-MAVM - "� -'6. ' "�4�F �'.
-3W=WT",FL%=: UM ZM%fM'.?9 ALL WjrFACTCR� V4CLUZ Jr. •V� +;�.;j A- LL:
PSF REF
.
-STRENG
h ?M
BACK
tPww!A.for sff Y r 7TAIL :PSF DATE -.Oi/14
pro PrI.- id' ptrfrk03asr-h�4vsdeNa. 0861.',TaUdoidw. . properly
CAAR h}vi p,prqwly attached .pom. 301 Dmt of 31DL PSP-*- IIRWG STRBRIBR1014'
d W,
.o as irmovi-abaft ww -al Mttd
Refer 190*6 W.A Z.far;s**,,&rd piglet
AN ffWWMPAW WITV
this dra*o anylati". U -not Wresomable:.#wS ..ik Tj
h =.AwZ.
iW I.A truss .10= = ".'i'Kh Awl./V4 3. w fw. PSF
kwUAtU*kn L brad-0 of tmn-.. .. .. . ill �S •4.
peps 'J"ril *ft drawhW.k%knfts mil;
.A seal .
100,
13723 RW*A DO"►w
bA*Q- FACsale zoo..
of D"bw Pw Amrvwl: stma;
0 yw=e am these web smem -,4PACING.
-a N""'. ft A
N:
RE-CCIMMENDED, SHORING- DETAIL
a :r� TR-,S5C--q ' OP-114a
�i.4liFiFt�0 ;
...M.Sc.: NTRAT:EQ La -0 0 E !T6. bf Ptq �i,t�CJt� �'g1����CD�'1'�1�1d Mxt- AL.-
lvvti Set - PPAQP�fi'TA-TM*:A:UP�n1�::ipt�� �N!�: �`�i�:'LA- �ORP, PLAT15 +���7.
OTHE:: DATA NPT.. sH N'---VfZ. •t;'
I�x 3^c#c#.Srrr` ° + . x1 rr s:... .. : lx :..;5 i tf ., JEA f[RIAL -A ;L�.B[�P...:
�► ' �' � �:�9T14�L. R�tIf7 _ tr I t�M V TNi
TO.. HE SURPLiE13-
ar 1S�l�ttbd,.� .E sC�'S �► .._ ay YH�
1
Pik an fiAYo: '
... ..�r��d;�.r�r ��:�'�k �' �� .�1,4'f'%•Iti`r�iuujl'eC ..
.' -"..0"
-------------
:
�/t
A,f
rr �
1,4
:
• ..
, _
i
••
.... � ..
r_,..
p,�j y r� •y} r r�
- . - i71•�ir��E1 • i:'Sk'%�1 .iL����': I
iii
- -..
so
fF
B-CAL.E. NONE
clo-m- .r r
L•�
'.1.:. .1y �! �!.
15-V
KOICI HKd3d EMdQ
t,T/10/OT 3iycc
NIbd3N d3SW3W AM
1 OW,,
i
unuNM j
i
g�
i
s
e
aauv#sl4 '1
unMUIN
1344I5 qaA 4164 pUv mold Fa}ou IQJauao i,gor SM. aaF YOI�.ON./a,VI i
,i'7aS 11.11nSITY Jad Javog" OvVrg +qF /a AUVW-dwJ
Oyrwp r(.I} it am puv Riflgb}Fe r41 vAoyr NOIraP w} Jo/ Rlala■ i(j,
PwW�a/aJtl /a awo}tlaaaa Fatwp6j QYWR rFµ �Isrfl wad i�Aoa x gu
IdI4s 16 PA-f / 't WASHY 4}I W h +4ld+lFtig J4 1� JO Je a a7uWJO uda iin a aJ
q}iIAaP AUG Ja/ alg1CU9dr2J aq }ou nays 'aNI QdU i4-Uauodud9 WPYn[ ALI
aav/ %paa of sa}via AMY '41
SgaA 40 }gw}raJ IoJa}vl }U8u
p Ia4S uo}}aq ppua t>uµl}vays
iy'm Jad (Voss
VoGwadua}
PUG
d} Jadaa �•oupvjgtput
'383TIUSNI 3W. 9NIgl
IDNIAVK,.
#0999
#9609
#0889
#9919
9x2
p.a0t,f3 ,ao qaM
#9;.Vjvv
#OLOt'
#•#0t'S£
#09t s
txz
p-1043 JO qaM.
#SZLS
#SUBS
#OOS-�
#96£#
,zJ7
9x8
p aot.18 .ao qaM
#9686
#SOSE
#Sb0£
#SL62
•?XB
p,aoNB JO qaM
#SbL�
#S6zt
#S£9£
#S£S6
19£
9x8
puo�I3 wo gaM
#OTZ£
#0662
#0£98
#OL-V2
bx8
p�+o�i3 ,ao clam
#SLS£
#981£
#9962
#0£82
.0£
9x'a
p.Aoq,0 40 qaM
#SS28
#91£8
#096T
#OT6T
t,xz
p A01;13 ao qaM
#0892
#S-bZZ
49891
#99tri
rbZ
9xZ
p.40ll3 .Ao clam
#St'LT
#96#T
#SSOT
#SL6
vxp,
p,aogo -�O qaM
#STET
#S62T
#SSOT
#9L6
18T
4vxpl
Alud qaM
0068
#0£L
#2E9
#029
.ZT
-Vx8
AIUO qaM
d1kS
7-dQ
JH
3-dds
-1
azls
.aagwaW
ao.ao3 l-01xN .4agwaw wnwlxoW
p,00-1 jo uoj:.n.anC[ Ao j pasaa,aoul aq kow saDA04 AagwaW
%0 = uoj:.,o.�tng pno 1
• 1���-aCI .�inda� .�ac�t�aw
MVQ 001 4Vi3
AveW Jal ;t0cOe o1J -AHO BCCl
ulvawm Mll MY
R
SBALOYi IM3 11V Ill MNMYM SAIL HSWMJ rg1NV1WdW"
No 33JUN 71Y AUM CHY dY3M KPIDNA1YYA"I
1l-o:-aQ 6up-odS 1lnN
as la 'o�.S Mod al lul — .4agw8w 9xZ
a.aa86v;s Mod algnoa — JagwaW t xu a»,,J }uo a3 = 0
I511vN tulw ` C x .B?T,O) xoli POT aon3 ){:)tipl = +
,aa66o�.s
+ 0 + 0:::��s 0 + 0
O + O + O + O +
lnoldAl
o a� I-
•s
'spool ul—alq. I(uo q..aoddns q.ou Avw p.ao4D ua>{o.ag
•oaut aytld .ao}oauuoo a4q_ UIL4 M 6ul A,an»o suolq,mas
qaM .ao p.Aa4z pa8owtp ao f pasn aq +ou �ow 11ro4ap ,aloda.a s141
'sanllds laund—plw
}n a}.rold .Io:pauuoo uano.aq ,ao,+ pass aq Avw yc:pp ,altda.a s141
1+0391 apt a8 21SW put Ig apv.aB ponslA o� pa41W11 sl lln}ap
s14q. 4q.IM asn•.Aoj apoa .aagwnl paq.q.lw.aad wnwlxtw a41
+,aagwaw apls q:soa o4ul (ulw r,gx,BZT'o) slpou un8 .ao xoq pp[ 6u1sn 1loN
,paja(30mj.s sMo.a 1,vo ,t q.ro sµo.a (g) aa,a4a. 8u1sn s Aagwaw 9x8 oq.ul WON
pa 4aOt5tj s sao.a ''m'o ,¢ q.t sMo A Cz) ocq 8ulsn s Aagwaw yxa WWI 11DN
'lauvd ua:,io.aq a44 u144.IM aq }snw (S) 4q.Bual .lagwaw groaS
(H) + (-i)CZ_ (s)qq Sual jagwaw apls wnwluW
aot,4 ,aad gt5s auo Ajddy '.aagwaw pa8owop so saps s
put 'apo.A8 lazls awes ls;jagwaw apls 9xZ OM;. ao lrxa oMl = (S)
(g) na.at pa6owpp 30 apls 4o10a u❑ aMU'O sip Bulllvu wnwiulK : (-I)
uolq.oas pa8twtp 30 4q.eual x ow ,ZT roa ao paCwoa = (H)
liv;-ap s144 4�•IM Aldwon
}ou op }n4} s,ajoda,a tut ,ao, aa,anq.ovjnubw ssn.aq. a4} q.ovq-uoe
paMoklo a.ao ssn.aq. lad slva.Iq oM} utgq. a.aow ou put
lauvd p,aoip 4ad >{ta.aq auo ut4!� a iow oN sjac(waw ua>{o,aq qxZ
ad yxa 4q.1M sassn.a} Ald al6uls .aof AjUQ plltA sl u61sap s141
'.aaolwaw clam .ao
p.aogn uasjo,aol 44.IM ssn.eq. 'o aoj s.alod" sal.4pads 8uIAo ip s141
U@>10jg JO p8>1D)DJO
I
R10fdJE
BOARD
axi)
o$Valley I111Fa .MAX 9PACQiO
W
bf-i
-(Where
rii
VALLEY
f .r ..
BEAM,4VERy7kURD.
RAFTERS
$;cob ciltiorls,
-MaxImu(nM0-An'rdbfhef9ht; 3-0-fuct
-.0 -7-10 -8Q m0; gn6lokd txp b;1&tw1.0Amw"*m40--,m
;.�AwruiimR: rAs
by-viherr)
uj—
gWbafter,
ace efd-`e
:rqfnails are
if ti;qd,
is'Iftripbtod -fat t4Wesn-
AN TrWOWF.kW : , * id ;v6,-WA& tt& in c6rworh4mi, wfth WavT711 -L or
• T,
* Alts�
....... . . . . .
TRdOS-
TRUE.% ' UNDER VALLEY -FRAMING
=iF V.XLL6 RAFT -ER -.OR Pt(DqE
rJp0Ieb,-41-M`1dr,30 psf (TL)1gt;jd-26 psf (.TD) Max,
efoh rowrtAhtnd fr.dm thd v-dilays 'of -61,00POM
,Typ)
wliiilitl 0.n . 1
4 16a'ta-421114-
7.
3.
(*74) & j6d-fate-nalls
4.
Rifjirit3-mddpafoi,b1bWhg.
5 16d loo-nall's
?,aftdYt6r.tw*-2x6 sleepers.'
4 2 0 tde4al rs
S.
-51dep6i W-Amdi,
4'X6d td&ftalls
.1
T.WV-2*�sIddki1�01 HiSs
s -jeo td&.rjAUs,ea0 slee(�e
.6.
:Mdge1ohret-io roof bicick
a 16d toe -nails
RFCVD-F-QPLFfM.7,
--Rid'g`e-bq2iM io.tcuss-
416d-tde:00.1s
s.
.-Fruflixi to (T"j-
Als.ot6s-npifs.
rnin'to t6
..ARE USED) .13.
4 16crtoE-nalls-
NOTE-Cliiil:jOASZIW.� 4DWA&
NAILS
.!.Poned.FdftalP 11
,90% ejqnigth.
ot!..'8se.sso
k
L ;9.d -30 40 54 RE
*.J;TC DL- 1.0 Z7 O 7 DATE:' io/QV
Bc 0 .0 0 0 DRWG VACP
# U, 0 .0 0
%1•
'3'0 50 47 61
940
TO'T. 1P.1,0
)JOR. FAC, 12,5/1.16
.kiaovr,
Face -Mount Hangers - I -Joists, Glulam and SCL 11 91=
........................... _.................................................. ................................. _......................................... .... _............................................... _................................... _..... __............... _............... _... ...---....................... _..__................................. _..................................... ................................
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
`ll
0
A
A
Carded
Member
Dimensions .
(in) ,
Fasteners °-
(in)
`
Allowable Loads
Actual..
web
! SIR
Joist
Model'
Code
Cade
Ref.
Size -
No
°�,
Nlax
Species"Header' Species Header
{in)
y
Sbff
' W
HB
Face
luist,
Uplift Floor Snow�Roof Floor Snow j Roof
-
'
"(160) (100) (115)`t (1 25). '60) ! (115) 3 (125)
;
Min.
(14) 0.148 x 3
-
70
1,660
1,805
i 805 1,425
,55511,555
IUS2.56/16
• -
25/a
16
2
Max.
(16) 0.148 x 3
-
70
1,805
1,805
1,805 1,555
1,555
11,555
21/2 x 16
MIU2.56/16
-
29A,
15Mti
21h
-
(24) 0.162 x 31h
(2) 0.148 x 11/2
230
3,455
3,920
4,045 2,970
3,370
3,480
U314
✓
29/16
101/2
2
-
(16) 0.162 x 31/2"
(6) 0.148 x 11/2"
970
1,945
2,205
2,375 1,675
1,895
2,045
HU316 / HUG316
✓
29tis
141/a
21/2
-
(20) 0.162 x 31/2
(8) 0.148 x 11/2
1,515
2,975
3,360
3,610 2,565
2,895
3,110
IBC,
18 `
MIU2.56/18
('2s
.177fic"
21h
.- ;
(26� 4162�t 311r
(2)-0.1 l8 x 1112
230
3.745
4 045'
4 045 .3;220.3,480
j3;480,
FL
LA
21/2 x
HU3167__HUC316%
• `✓'-
2%
- 1.4Ya' ,
21Iz
-�
. (20) 0162 x,3 /z
' "
1 '
(8) 0.14 8 x•1.h
1515
=2,975
'3,360
3,610 ;:2,565
i 2,895
'3J 10
21/2 x 20
MIU2.56/20
-
29A6
1971
21/2
-
(28) 0.162 x 31/2
(2) 0.148 x 11/2
230
4,030
4,060
4,060 3,465
3,49513,495
MIU2 56/20
✓
29/is
° 191c
21/z
-
(28) 0162 x 31/z=
(2) 0.148 x 11/z
230
4030
06014,060
� 3,465
3 495
to 26
29/6 X 91/4
to 26
29/s' wide joists use the same hangers as 21/2" wide joists and have the same loads.
MIU3.12/11
_.3,x 117/s
HU212°2 / HUC212-2
1403.25/12 / HUC3.25/1
HU3.25/16
HUC3.25/16 „ -
3Wglulam„ HUCQ210-2-0S1
HGUS3:25%10>
Hrlmi ,)*19
• ` ✓ >31/8 } `8_'J1s--L'/2 1 MaY
• - 31/a 111/a 21/2 -
•.,_,✓ 3% .._WA9 -" '21/2' Max
3�114 _ 11N 21/z
- l
'.4.
0.162 x 31/2 (2) 0.148 x 11/2 230 2,880 3,135 3,135 2,475 12,695 12,695 FL,
0.162 x 31/2' ` "'(10)'0:148 )c3`; "1;7;<5` ,275`-3,695 3,970 2,820 '3,180 3,425 ' LA
0.162 01/2 (12),0.148 x 3 . ;+5 3 570 4,030a 4;335 3,075 3,470 (3,735
1/2
�LGU3.25-SDS : • - 3'%4 i 8 to 30 41/z {16),1/41 x�21/i';SDS (12)1J<';,?5 21/2" SDSf `5,555 6 720 ,r,,11;).' 7310 4 $40 o ='8 ,26c
HHUS46 - 1 3a/a 51/a 3 - (14) 0.162 x 3'/2 (6) 0.162 x 3Y2 1,320
31/2 x 51/a 2,785 13,155 13,405 1 2,395 1 2,715 2,930
HGUS46 - 3a/a 47Ji6 1 4 1 - 1 (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,360 1 4,885 1 5,230 3,750 4,200 1 4,500
FL
IBC,
FL
HGUS48
- , .34
7hs
4
-
(36)0.162,x 31i:,
• .(12).0.1'62 x 31h
3,235
1 7;460
1,4601
7,460
6 415
i 6,415,6,415
IUS3.56/9.5
- 3%
91/2
2
-
(10) 0.148 x 3
-
70
1,185
1,345
1,455
1,020
11,160 11,250
MIU3.56/9
•
- 39/s
81-6
21/2
-
(16) 0.162 x 31/2
(2) 0.148 x 11/2
210
2,305
2,615
2,820
1,980
2,245 2,425
U410
✓ 39f�s
8%
2
-
(14) 0.162 x 31/2
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
1,965 2,120
HUS410
- 39A6
81Ys
2
-
(8) 0.162 x 31h
(8) 0.162 x 31/2
2,990
2,125
2,420
2,615
11,820
2,070 12,240
HHUS410
- 35/s
9
3
-
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,565
5,635
6,380
6,449
14,845
5,486 5,545
11/2 x 91/2
HU410/HUC410
0 0
• ✓ 39/i6
85/s
21h
-
(36) 0.162 x 31/2
(12) 0.162 x 3'/2
3,235
7,460
7,460
7,460
6,415
6,415 67415
HUCQ410-SDS
• •
- 39N
9
3
-
(12)114" x 21/2" SDS
(6)1/4" x 21/2" SDS
2,265
4,500
4:5001
4,500
13,240
3,240 3,240
HGUS410
• •
- 35/a
9IN,
4
-
(46) 0.162 x 31/2
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
7,825
7,825 17,825
IBC,
LGU3.63-SDS
• •
- 35/s
8 to 30
41/2
-
(16)114" x 21/2" SDS
(12)1/4" x 21/2" SDS
5,555
6,720
6,720
6,720
4,840
4,840 14,840
LA
MGU3.63-SDS
- 3%A
91/4 to 30
41/2
-
(24)1/4" x 21h" SDS
(16)114" x 21/2" SDS
7,260
9,450
9,450
9,450
6,805
6,805 16,805
IUS3.56/11.88
-' 36(e
171s°
. 2
-
(12)0.14$x3_
-
0
;1,420'
1,615
1-,745
f 1;220
1,390 1,485
MIU3:56111
39/is
111a�' '
21h
,_
:(20):01fi2 X,31/z
(2)-01'48 x 11J2 "
210.
2,880
3,135'
3,135.
2,475
f 2 695 2,695
U414
✓,,;,3'/tc"
"10
`,2
',-(16);0162x3Jz<'
(6)'0:148.x3
970
2,305"'2,6151ZVO.1,980
2245 Z425i:
HHUS410�
= ` 3�%
9., .
3
-
, (30) 0162 X-3'/2
:(10) O i62 x 3% '
< w 55
5,635`
,6,380;)
�,1 315
4;845
5,486 i
HUS412
= E 3 4s`
,. 10"h ° _'
2 ,
- ..
{10) dJ 62
,',(10) 0.162 x 31/2=
3.435
2,660
;3;025 �'3
265 }-2
275
2,590 )2,?95'
31h x 117/a-
'
-HU412 /HU0412 ;
•- •
' e 39/is
. -
105ts'
21h'
M
max'
6
' (22J;0162 X 3'h'
8,
(10),0.148 x 3,
='-a u
"3,275
26512
3;695
890
3 976
2050
2'820,
2,315 49'
3'180 3;425
HUC0412=SDS
° '- , 3sA
', _ .17 ', ,
-
(14)1/4" x 21/2' SDS
(6)1Ja'x 21h1. SDS
2 2r5,
5,045
5M5]
6,045
3,330 13,6
s 1,;31630.
;.
;HGUS412 °� -:.
•��°'
35(a
10?/is`''' '
4 .
'=
` (56) 0162 x,31h
'{20}0.162 z 31/2 e
5,040,
.9,400
9 400E
9,400,
$;085,
8,085,j 8,085''
,3/
'-8 t0
Iz
4%i$D
''
(12)/4"x2JzSDS
5 555,
720
624$4
4;840'4,8407LGU363
MGU3:63S
'
4fo30
9/
4/
{241%
,D8
(16)d
7
_
GU363SDS
-
-'la2hS
,Iah
,
9-
,9A5019,4506,805'6,,805,6,8053%
5H
17/
e, 77 `'
46
See footnotes on p.150.
THA/THAC
Adjustable Truss Hangers
This. product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
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 specked 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 THP,29, nails?t-,sed-for.-joist attachment-mast-bt-,-driven at-an---r
angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either.partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
35/a" (except THA413) and larger; with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
13/4' for
THAC422
for
122-2
126-2
THAC422
13/! typical
2Ys' for THA422-2
and THA426-2
THA418
2r/4'
y
m
o
e H
c
�W
THA29
Double 42 - 2 face nails
Use full table value (total)
Single 4x2-� 4 top nails
to
See
Face nails Top nails nailer table JFtal)
pertable pertable
' Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of heade
® Double -Shear
Doubt I Nailing Dome Double -Shear
Shear Side View; Nailing Side View
Nailing Do not (Available on
Top View bend tab r some models)
Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
lypl .al ["r v
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.
1. Uplift bads have been increased for earthquake or v0nd loading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation loads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 17h" nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
18
SIMPSON
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers
SFRF®
This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
The double -shear hanger series, ranging from the light -capacity
LJS hangers to the highest -capacity HGUS hangers, feature
innovative double -shear nailing that. distributes the load through
i?rro points on each joist nail `or greater strengh. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAXO coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.,
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• Not designed' for we cTed or nailer applications.
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View
CeDouble -Shear Nailing
Side View
Do not bend tab
Dome Double -Shear
`
Nailing Side View
(Available on
some models)
1. for 2x's
1%for4x's
H
LUS28
61
HHUS210-2
M U S 2 8
HUS210
(HUS26, HUS28,
and HHUS similar)
'Or HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
•(ap!s einoe-uou) albue appno
ayl uo pallelsul slleu lslof Ild
(ono fanaq aq Isnw;s aq
Ia6ueH snHH male dol
0
Opp -
alnay
peol apel to lb'0 peol opal to 98'0 ino ian99 A < M
peol E)Igq to Lb'0 peal apq to 9b'0 ino aaenbS 1.9 > M > 2
peol apel p L17'0 peol elgel to 98'0 ino 19n99 1.9 > M > Z
peol algel to 917'0 peol apel to ZL'0 ino 19n98 11Z > M
peol Opel to 9b'0 peol Opel to 39'0 ino ejenbS Z > M
U!Idn peo-1 UMOQ islof gip!m leas Sf10H
:aae speol eIgenno11y •ogti to wnwlxew e of Nuo pamaNs aq ueo saa6uey snE)H -
waS pamems — snE)H
bu111eu aeays el9nop jol molle of ino-lanaq eq isnw islof ayl .
Q1 92.b'Z paeoxe of lou 'peol apel ayl to ZL•0 on, suolilpuoo pamaNs/padols aol speol 4lldfl •
peol apel ayl to 99'0 sl
peolumop elgemope wnwlxew ayl 'saa6uey peme>Is pue padols ao Nuo padols ao_,I .
peol algel ayl to 99.0 sl peolumop apemope wnwlxew 'Nuo ma>{s ao-] .
o917;o wnwlxew e of padols jo/pue ogq to wnwlxew e of pame�s aq ueo saa6uey snHH -
leaS pammiS aotpue pedolS — snHH
'66-86 -dd uo uollewaolul suolidp aa6ueH aaS
•uo1leump aaow Aol LEE-9££ •dd aaS
•smejos AoloauUOO pS e—c-6uoAls ylim 3
uoilellelsw iol panoAdde aye slonpoAd asayl to Auew
LZ •d ass 'sjaualsel pals-ssqulels joj
'SL •d ass 'uoileuuolul ajow joj •uoiloaload
uoiso.uoo leuoilippe yllm elgtliene aae sionpoid osayl
snDH/snHH
•96 L duo saloulool algel aaS •anoge eIgel Gas 'uoilewaolui Aauelsel pue suoisuawip joj • L
fi
00L 6
Jill 6
060 d
OOL 6
OO 6
OOL 6
OVS
060Z
0I.M10H
08`L`
S6S°S `
S£9'Z
ulc 'i` _
`AE8
'0cY-'
3f9'Z,
olzsnH.
'I.
999'L
OSVI.
991.'1
060'Z
0179'1.
OSTI.
9EVI.
99L'L
O sni
im
'L'
'SLZ!L
oLZ�r
uS9'kr
SLZL -
. SLZ'L
=; SLZ'L
LZ'L
9.`L`
8ZSf19H '
'V
1 O'i
S60'b
09L'L
S6a'tr
S6O'4
960't
960'b
9t :.
8ZSf1H
'Z
.'.gat
r8ZSIlW°'.
L
OWL
S6l'L
99L'L
SZL'L
OSE'L
09Z'L
OOL'L
59L'L
8ZSfll
'S:
ZZ' .OS".
069'4
SL8,
06V9-
' Otl'S ',
OSS`6=
-OWti
v-8 `
"'9ZSnDH'
'E
OR
096'Z
OZE'L
S£Z'E
SEZ'E
_WE
SEL'Z
OZE'I.
9ZSf1H
09 `G.;
. S6ti,l .-
OE6N ,
09S`L"
''09S'l.
`08k�I
`S6Z'L -
uE6
9ZSGIW l
L
OLO'L
SE6
S9L'l
SSE'L
OLO'L
066
998
99L'L
93Sfll
5Z8,
,SZL
Ex�
Sb0 L'
'` 0Z8
. =T 99L
=0L9
5�tr .
` , tz8n`I ,
�
d-
nnou' ,.Jaolj-
(090"
Lil!IdR
(09l) -
` pu!M.
` (sZA
dooa .:mougyoold.
(Sll)
AOOL)'
-"(690
Lu�ldfi
-lapoW
CD
w
aeo3j alq?M911tl dS
speo7 a19znnolltl j0
N
n
speol algemope jol mc{aq algel aaS • L O
E"zZ§Lk(9,L):.�'inxZ9voft),.
.5
{ 9 6'-A""-/sL
ZL
= g5s8 "
rOLZSn9H
l
9L
`:dH/e8
OLZSAH
-Ex8#L0(G)
£x8b.10I
)A, ,"'%LL;
z.9Ye'L
8L
OLZSM
zm x Z9l'0 (ZL)
?m x Z9C0 (9E)'
S
9Kz
%1-
ZL
9ya9
BZSf19H
Un x Z9 L'0 (8)
%c x Z9L'o (ZZ)
£
L
9/9 L
9L
zh9
BZSnH
£ x 8bl o (8)
E x 8VL'0 (9)
Z
91KL9
9lY6 L
81
9549
ennui
E.X-81rb0.(ti)
87ro(9)°`.
%L
.1-'%9;
9WI.
a.
:9 y
BZSfII
?h£ x ZWO (OZ).:'
S
OM
Al.
ZL
-9 tr .
{t. 9ZSf19H,
WLE x Z9l'0 (9)
%6 x Z9C0 (bl)
E
9/r,9
9/s 1.
91.
9Ysb
9ZSnH
Ex9tvO (9)
Ex8VL'O (9)
Z
9ves
9%1.
81.
9vLLv
9ZSMN
%sr
, >/e6
`' �
8l
>f�b
9ZSf11'
£�4hG0(Z)
' Ex8VL'b,(V),
knol,„
sazlS xZ a16u1S
pailieO 6uuGm
SJaua�se�
8 N
( w) suolsuatulfl, ;
6ia
faaH -
w�IapaW
ON.
i
W
'
(•juoo) saabu-eH Isior junon-eaej
snDH/snHH/snH/snw/sn-1
LUS/M US/H US/H H US/H C US
Al
S
i.'
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
HHUS26-2 41A6 14 3sii6 53/8 3 (14) 0.162 x 31/z (6) 0,162 x 31/z 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655
HGUS26-2 49/16 12 3% 57AB 4 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795
4%16 10 Jl8 ! L tAJ V„1 OL%3Y2,._�t4J U.IOL'%tJ/2 .,UT115 ,1,3IQ '2" 1�01U U3U JIU I,I6U i,GOU 1,303 IBC, FL,
RstiE ' ` td 4sx� 71l " _Z' t991 ail°YR9 Y'311 YR1 MA9's R1l `'i-?f?n "d 9A5 d R1A 51�5' -F dRfh7'4'4 4 R7n d945 d d35 F idF LA
LUS210-2 67/16 18 31/a 9 2 (8) 0.162 x 31/2 (6) 0.162 x 31/z 1 1,445 11,830 12,075 12,245 12,830 11,245, 11,575 11,785 11,930 12,435
HHUS210-2 83/a 14 3-A6 8% 3 (30) 0.162 x 3l/2 (10) 0.162 x 3'/z 3,550 5,705 6,435 G,485 6,485 3,335 4,905 5,340 5;U60 5,190
HGOS210-2 89/,. 12 35/,. 9% 4 (46) 0.162 x 31h (16) 0.162 x 31/2 4,095 1 9,100 19,100 19,100 19,100 1 3,520 1 7,460 1 7,825 1 7,825 17,825
Triple 2x Sizes
1,1}7uJL0-0 "-.„
1-,4'7Y61
lU
1 4'i56
31/2,
L�}
UJ U,j10L x,5V2.;
tp)U.194,x?w
L,(JJ
4,34U 1
4;?53u
,71, ti1,/U
J,A�0
',I,tP3
-,J,13U
;4j:IlU
4,4143°
4,(UZI,l
IBC, FL,
,H6US284
613A6
12 '
415ha
-71/a:,
4',
=(36)0:162x,31/z,
(12)6.162x3W
' 45
ZOO,
7460
7,460,E
7460,
2,780,.6,415
6,415
6;415,
6,415,
LA
HHUS210-3
83/s
14
41A6
87/6
3
(30) 0.162 x 31h
(10) 0.162 x 3'/z
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210 3
8'�fi
12
415fi6
9'/a
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
"HGOS2-12-3 �
.10W
12`;
4'356
103/a
` d .
(566 0162 x 3'/z'
"(20)`0.162rx 3'/z
f ,
9,f)
0 -
e; t 4 1
• �0?
a 9t1; '
E
lE?8u
`7,,' �
+,180;
1BC,.FL,
LA
Quadruple 2x Sizes
-n4uaJ 0-4". .E .,J72' ':'14-071¢ `3716 .--4 (LUJ U.s104 x J'/z:s 0)7UJ04 X L11334J4u,, %0Ju':Q'Vu 3,J C.�a- 1,000 i1a5t76u] 4,11V 4 tIl IBC,FL,
HGUS28-4 I 71/a 12 69/16 73ii6 1 4 (36) 0.162 x 31/z 1 (12) 0.162 x 31/z 3,235 7,460 1 7,460 1 7,460 1 7,460 1 2,780 1 6,415 6,415 6,415 6,415 LA
HHUS210-4 83A 14 . 6'/a 87/a 1 3 (30) 0.162 x 31/z 1 (10) 0.162 x 31/z 3,405 5,630 16,375 16,485 6,485. 2,930 14,840 15,485 15,575 15,575 1 FL
4x Sizes
IBC, FL,
LA
IBC, FLI
LUS48
4%
18
1 31AG
63/a 1
2
(6) 0.162 x 31h 1
(4) 0.162 x 31/2
1 1,0160)
11,315 11,490
11,610
12,030
1 910
11,130
11,280
11,385 11,745
1 IBC, FL,
HUS48
6'/a
14
31AI 6
7
2
(6) 0.162 x 31/z
(6) 0.162 x 31/z
1,320
1,580
1,790
1,930
2,415
1,135
1,360
1,540
1,660
2,075
LA
HHUS48
61/z
14
3%
71/6
3
(22) 0.162 x 31/z
(8) 0.162 x 3'/z
1;760
4,265
4,810
5,155
5,980
11,515
3,670
4,135
4,435
5,145
HGUS48
67/16
12
35/a
1 7'1A6
4
(36) 0.162 x 31/z
(12) 0.162 x 3'/z
3,235
17,460 17,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
i1 s(46}=0:162x311z;'=(16)(i�162'x31h 4;095 9�100' 9,7009,100,J,1Q0"3',520".7,825 7$25 7,825 7,825,;= IBC FL,
HGUS412 107/16 12 3% 107/16 4 1 (56) 0.162 x 31/z (20) 0.162 x 3'/z 5,695 9:045 19,0451 9:045 19,045 4,900 7,780 1 7,780 1 7,780 7,780
HGUS414 11316 12 1 35/a 1123461 4 (66) 0.162 x 31/z (22) 0.162 x 31/z 5,695 10,125 10,125 10,125 10,125 4,900 18,190 18,190 18,190 18,190
Double 4x Sizes
HF;1'LC7:47/111 j A7h. ' 17 1 7-/. 1, R9Xk' I d " (AR1n7R2'Y'4V;I (ikvn!F�`v din `4h (' ,n45 QnQS I Q n 0 4 6Rn 17A9(T I A9f1 7R�11 7R�n
FL
1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong -Tie® Connector Selectoro 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 21/2" 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 1'h" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/a". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to'/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 'Is" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.co'm for
more information.
Material: 16 gauge
Finish: Galvanized
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
Options:—,_�, ....,___._.,�.__:.....
• HTU may be skewed up to 671/z°. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
lam
HTU26
Typical HTU26
Minimum Nailing
Installation
_ ""7a maz."gap"between end of"
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for'12" maximum gap,
use Alternate Allowable Loads.)
.Many of these products are approved for installation with Strong -Drive
SD Connector screws. See pp. 335-337 for more information.
Standard Allowable Loads (1/8" Maximum Hanger Gap)
Single 2x Sizes
I amir ffim, it
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
3'12
•°9 jU Iiu111.b.530.
L�J3U:1
„Gn.`5, Q,'�
' 3 S3..r�. p'."1,r�fJU....i
IBC,
HTU28 (Min.)
3r/a
15/a
71fi6
3'/2
(26) 0.162 x 31h
(14) 0.148 x 1'h
1,235
3,820
3,895
3,895
1 3,895
1 1,060
2,865
2,920
2,920 2,920
FL,
HTU28 (Max.)
71/4
15/e
7#'31/2.(26)
0.162 x Th
(26) 0.148 x 1'h
2,020
3,820
4,315
4,655
5,435
1,735
3285
3 ?10
1,O 15 4675
LA
9
(32)0.162x 31h.
(14)'0 74$ x 1'l2'
'°y,330
f1.`
4,3
,,,HTU210(Max) ,°
'-9'/4'1
;151a•.:9
(32)0:162,,x.31h.(39)6148,x1'Iz
53``41
Double 2x Sizes
HTU262(Minj
3'ia�
3�,a�5'ha=,3112;(2t1)0.162x31/z
,.{14),0.148x,3
1515
2�40
3{3,�$6
`3910,
1,30,5
1;850z
2,0,90"-2;255,�2,465=
HTU26 2
{Max.) ' "5'l�
35/i6
;'S�is
3'/2"
°'(20) 0 1fi2 x 3'12
(20) 0.14$;x'3
''
2,175
2,940
3,32
''3,580 .
4;4L10 ,
1,870
2,530
2 z3a5
,'b 0K
fi' 3,A55 '
HTU28 2 (Min.) I 3'/a
3 a
13-5ia
7'tia
3'/2
(26) 0.162 x 3'h
(14) 0.148 x 3
1,530
3,820
4,310
4 310
4,310
2,865
IBA
HTU28-2 (Max.) 71/a
71/ie
31/2
(26) 0.162 x 31/2
(26) 0.148 x 3
3,485
3,820
4,315
4,155
2,315
3,235
° 3,`335
3 235
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between'/a" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie Connector Selector° software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1112" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
96
Simpson Strong-TieO Wood Construction Connectors
e
Face -Mount Truss Hanger (cont.)
Many of these products are approved for installation with Strong -Drives
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1/z".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
Single 2x Sizes
� x
��,,, „ „ w ,,;, W . .a.,;-' IBC,
HTU28 (Min.) 3�/a 15/a 7'/a 3'/z (26) 0.162 x 31/z (14) 0.148 x 11/z 1,110 3,770 3,770 1 3,770 3,770 1 .955 2,825 2,825 2,825 2,825 FL,
LA
HTU28 (Max.) 1 7% 1 15/s 71% 31/z (26) 0.162 x 31/z. (26) 0.148 x 11/z 1,920 1 3,820 4,315 4,655 5,015 1,695 2,865 13,235 1 3,4 3,765
Double 2x Sizes
HTU28-2 (Min.) 37/s 35/ie 711A6I I i J 31/x (26) 0.162 x 31/z (14)(3.1480 1,490 3,820 13,980 3,980 3,980 1,280 2,865 1 2,985 2,985 2,985 IBC,
FL,
HTU28-2 (Max.) 1 71Aa 1 3-A. I 71/ie 1 31/z 1 (26) 0.162 x 31/z 1 (26) 0.148 x 3 1 3,035 1 3,820 1 4,315 41655 5,520 1 2,610 1 2,865 1 3,235 3,490 1 4;140 LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger -gaps between 1/a° and 1h°, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148' x 11/2" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions In the table are listed diameter by length. See pp. 21-22 for fastener information.
HU/HUC/HSUR/L
- - Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/16" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/1a" 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 2�44 ` Titen 2
screws (Model TTN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or aNP 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 1 3/4' — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/1e"-diameter hole to the specified embedment
depth plus 1/2".
• Altemativety, drill the IN" -diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
3/1a" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16" x 41/2'.drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/a" is required as shown in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance.
of 11h" is o&-mtted.
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 I_
- - ---- ._........---......----................... ............................. -.... ........... ..---...... _.._...._._.................................... ._.................................................................... -._..-....... _................................. _................. _.........
__._...._......._...... n E
Medium -Duty Face -Mount Hangers (UUHL.)
These products are available with additional corrosion protection. For more information, see p.15.
Model
No
Fasteners _
in
kllowableloads (l)F/SP)
GFCMU
Concrete
Standard
Concealetl'--.°"
GFCMU
Titen®2Titen°,2
Concrete
f
Joist"
Uplift
`(160)
Down;
(1001125)
Uplift
(160) ,
-
Down •.
{100/125)
HU26
HU26X
(4) 1/4 x 23/4
I (4) 1/4 x 13/4
(2) 0.148 x 11/z
335
1,000
335
1,545
, HU,28�
�` HU28X
{6);?!a x 2'!a
(6)'la-icd13/4
�(4) 0 i�48,x I'h
545
°1,500
760
HU24.2
HUC24-2
(4)1/4 x 23/4
(4) 1/4 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
HU26 2 (Min.)
HUC26=2 1<
K• . u
(8 Y4 x,23 a
(8)?Ib,x 1314
a,
(4) 0148 3 ...
760
3 2000.-
760
3 200� °
(Max.)
HUC26=2
{12)1/n'x 23/4°. xa
. (12)?/a z 13/a
(6) 014$ x 3
1135,
3 000 „
1;135
3 950 °
HU26-3 (Min.)
HUC26-3 (Min.)
(8)1/4 x 23/4
(8 1/4 x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12) Y4 x 23/4
(12)1/4 x 13/a
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU2$.2 (Min) ";
HUC28 2 (Mm:j-, _
(10);14 x 2T4 =e,
j (i 0j 1/4 X 13/a ,
� ° (4) 0148�k 3
760
, 2 500
HU
HUC2$
(14)/23/4
3
38
' -
3
11 35282(Max)
4,92D'4 `
- HU210
HU21 OX
(8)1/4 x 23/4
(8)1/4 x 1114
(4) 0.148 x 11/z
545
2,000
760
2,415
-
HUC210 2 (Min
(14)114 x2/a
(14) 4x3/4
(6) 014$,
,
4,920HU2102{Min.)
_
HU214 2 (Max )"
H06210 2 (Max)
(1$) %a x 23/4
tw (18) Y 1(13/4
00} 0148 x 3
1 800
' 4 500 '
1 800
5 085 .
i
HU210-3 (Min.)
HUG210-3 (Min.)
(14)1/4 x 23/4
(14)1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HU0210-3 (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
.HU212
HU212X
(10); �(dx 23/4 ;1:
' (10)1I4 x13/4 • ..
: a(6) 0148 x:11h
1135 ° .•
2,500,
1,135
_2,665-
0
HU212-2 (Min.)
HUG212-2 (Min.)
(16)114 x 23/4
(16)1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
V
d
HU212-2 (Max.)
HUC212-2_(Max.)
(22)1/4 x 23/4
(2 2) 1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HUC212 3°{M(n:)"
(16} �/a x 2?/� `
.{16)1/4 X"1?/a
(6) 6A 8x 3
%;1,135
�. 4,000
1 135
4 9°20 ,
HU23 (MaR
HUC212 {Mx .
"
°31/a/a
A800
�5;05
;
5,085,,1
()
HU214
HU214X
(12)114 x 23/4
(12)114 x 13/a
(6) 0.148 x 1 Yz
1,135
2,665
1,135
2,665
HU214-2 (Min.)",
HUC214=2 (Min.)
(18) %4 x 23/4 °
a {18)1/a x 13/4 -
, . (8) 0.14$�x 3
; 7,515 ".
' 4,500.
1;515 a
"'<5,085 ,
<<
HU214 2°{MaX.} " `�HUC214
2 (Max.) '
(24)'/4 x-23/a "
' (24)1/a x 13/a ., ;
(12) 0.148
HU214-3 (Min.)
HUC214-3 (Min.)
(18)114 x 23/4
8) 1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUG214-3 (Max.)
(24)1/4 x 23/4
(24) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
"HU216
,•
HU210 ` '''
. (18).ii x 2314
- .:(1$)1/a x 13/a : `
9 {8) 0148 x-1 fz
M 1,515 - :
= . 2,920 -
'1,515,
°' 2,920,
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/4 x 23/4
I (20) 1/4 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUG216-2 (Max.)
(26)114 x 23/4
(26)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
,H1J216 3 (Min.)
HUC216 3 (Min.i' ..'-
(20}a/a x 23/a
(2011/4 x.13/a
`� ($10.148"x 3 .
1;515 ' `
�4.920�
1,515-_
4,920
HU7 (Min.)
(Not available)
(12) Y4 x 23/4
(12)114 x 13/4
(4) 0.148 x 11/z
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16)114 x 23/4
(16)1/4 x 1 3/4
(8) 0.148 x 1 Yz
1,085
3,485
1,085
3,485
(Min)
(Not available),
4
a3a
0x/
135HU9
. 3;230
5x1
,3
3 230(8}
HU9;(tJlax.)
(Not available} -
(24) ?/a x 23/4 . °'.
(24)'y4 SC 13/4
t10) 0148 x;1 Jz
; :1;445
3,735
];445
r 3 735 _°
HU11 (Min.)
(Not available)
(22)1/4 x 23/4
(22)1/4 x 13/4
(6) 0.148 x 11/z
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(30)14 x 23/4
(30)1/4 x 13/4
(10) 0.148 x 11/z
1,445
3,735
1,445
3,735
HU14'(Mir :j -
,(Not available)r r;
(2$} 1ja x 23/a
(2$j ?/a x;1 �/a �'
($) 014$`X 7'h
1 515 :`-
3 485
1,515
3 485 -
ti
z
a
2
0
W
F7
0
z
0
z
0
a
U)
m
0
N
N
U
d
38
STAGGER JOINTS - TYP�
W
Z
N
z
Way
u)
UPLIFT/SHEAR ANCHOR
RAISED HEEL ROOF TRU95E5 ROOF SHEATHING- SEE PLAT
B/SKI --4-1 LAN
�QppF
®.I
I,,
FM
RAISED HEEL ROOF TRUSSES
-SEE PLAN
LAN
SOFFIT/FASCIA- SEE ARCH.
`-
WN
RIBBON BOARD -
SEE SCHEDULE
FOR SPACING d
kASTENING TO w
IBBON BOARD- SEE'
TRUSSES
CHEDULE FOR 51-AGING t
ASTENING TO TRUSSES
WALL SHEATHING-5EE. PLAN .
MIN. 15/32' CDX PLYWOOD OR
1/16' OSB WITH ed GUN NAILS
MASONRY WALL- `
(0.131' X 2 I/2') 9 6' O.G. TO
UPLIFT/SHEAR GYP. CEILING-
S a
RIBBON BOARDS ANCHOR EACH EE P
EACH TRUSS -SEE B/SKI ' SEE PLAN .. i SCHEDULE
PLAN h TRUSS- SEE PLAN DO NOT FASTEN RIBBON BOARD
' NOTE: ADD'L FRAMING NOT MASONRY WALL-
SHOLIN FOR CLARITY
RAISED HEEL TRUSS BEARINCa A
SCALE NTa SKI
INTO END GRAIN OF ROOF TRUSS SEE PLAN
BOTTOM CHORD
f RAISED HEEL TRUSS BEARINGS B
5CALE Nib rJ- KI
RIBBON SCWEDULE,
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(2) 12d GUN (0.131' X 31)
(Vaad=1213 MPH)
2X4 SPF02
24'
TO EACH TRUS5, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
VUIL=180 MPH
(2)'12d GUN (0.131' X 3')
(VaaMPH)
2X4 SPF7
16,
TO EACH TRUSS, (4)
EXP.
EXP. G,
NAILS AT JOINTS
ENCLOSED
<
e�.d.
GaSG.� B �-
0 0
U
� C) z
ZE,0
Lucj
0�>>
uj
Sao=
Z0
W Z
Q 3
U
W
17 �A
W ❑ ❑
SHEET TITLE:
.80N0NNLFOR
M EDHEELROOFIMSSH
SHEET INFORMATION:
500 N0: IIId
OdtEISSYEA IlnRld
tEViEMDBY: tH
SK.I
J'anuarylU ZUG*
CarpenterContractors . of America, Inc..
3900AVen4o G, NW*
Winter-Havmi. #L'33,*986-62W-1
De.Ar , 'M .
atIt:
It-I'a's cbffielo my attention auestfons were i raised concerning S/ diameter
hblie-sdrilled the; trusses 'Wallow for
threaded rods ".4is Ifth 'ble endszre,;over',con.finu.qu$ support
d.dw. these;gable
"7 --and. re, drilled d; t'e-.,cen -e,-
'dt 16§-
w '647,01 olully-Aeah, d"'i e 4ho"Att.-h
fate no,'close: "Ifi daihaging.-A any conn'eid, lit
"', _an, orp a� es',orvertic hen
'2 _of floor "d '" additional
-air -J� required :The truss nq rep be tru only
oaJ"fid s an no ad
load.',
Ify*6it hdv'64-h '.y q I ues dons please a-
e giveme-'-calL
5inc; -. ere1.,
y'
WAff,'
NZ
A
N.,
N'0: 86'30
'
STATE OF
6750 Sarum brive. 8uife305joijando,"FL 32821;-(8�QQ)521-979,0,-,,($,03),,422L,8685
wWW4pjnejtw,.,qqm.
Th s dacutmot has been e1&-*o c ;r signal
and seated using a Divot agnaturs. Printed
copies wtthoot an trig nd signatk" trostbo
feriliedusing the trtiginal eteMoftYersian, ALPINE
,ANINJ[OMPANV
11a �'{ COA #0 278
yij7w_`�,-E�...4 1 03/10/2021
NS
.70
STAT .OF
dJ
1
ilk. A
+Af►assiriJN�� '
Site Infoimat ot). Pa a t
Customer: Carpenter Contractors of America I Job Number. N334504
Job bescri lion. .7A5/320 ,182ED,F ,02G,Rl01 / 1828/CALI/4EBS ELEV.D/F'
Address: '
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone:(800)755-6001
www.alpineitw.com
Job Eri ineerin CFiteria.
Design Code: FBC 7th Ed. 2020 Res
IntelliV/EW Version: 20.02.00A
JRef#. 1X3L89750047
Wind Standard: ASCE 7-16 Wind Speed (mph): 160
Design Loading (pso: 37.00.
Building Type: Closed
This package contains general notes pages, 29 truss drawing(s) and 5 detail(s).
Item :
Dra�iving NutrlbeC.
Tiruss
1
069,21.1140.51634
Al
3
069,21,1140.52509
A3
5
069.21.1140.51337
A5
7
069.21.1140:52103
A6
9
069.21.1.140.52368
A10
11
069.21.1140.52305
A14G
13
069.21.1140.52540
B2GE
15
069.21.1140.52415
C2GE.
17
069.21.1140.52759
D2
19
069.21.11.40.52399
V4
2.1
069.21.1140.52274
EJ7
23
06921.1140.52650
EJ3
25
069.21.1140.52681
CJ5
27
06921.1140.52525
CJ1
29
069.21.1140.52493
HJ3A
31
GBLLETIN0118
33
VAL180160118
Item '
Orawog NUtnber
Tours
2
069.21.1140.52244
A1A
4
069.21.1140.51994
A4
6
069.21.1140.52463
A5GE
8
06921.1140.51.339
A8
10
069.21.1140.52275
Al2
1.2
06911.1140.51665
131
14
069.21.1140.51666
C1
16
069.21.1140.52602
D1
18
069.21,1140.52697
D3G
20
069.21.1140.52743
V8
22
069.21.1140.52619
EJ7A
24
069,.21.1140,51540
EJ2
26
069,21.1140.52682
CJ3
28
069.21.1140.52291
HJ7
30
A16015ENC160118
32
CNNAILSPI014
34
VALTN160118
e
Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 12:0955 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which_ is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. 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.
Pagel of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1.
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.ora.
2. ICC: International Code Council; www.iccsafe.orq.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindusty.com.
Page 3 of 3
SEQN: 250001 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T10
FROM: RWM Qty: 16 7A5/320 ,182ED,F ,02G ,R101 / 1828/CAL1/4EBB ELEV.D/F DrwNa: 069.21.1140.51634
Truss Label: Al TCE / YK 03/10/2021
6'1"7 12'11"15 19,10" 26'8"1
6'1"7 6'10"8 6'101 6'10"1
�' 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 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 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=5X5
E
39'8"
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
9'10"
29'8"
33'6"9 + 39,8"
6' 108 617
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.222 K 999 240
VERT(CL): 0.385 K 999 240
HORZ(LL): 0.081 J - -
HORZ(TL): 0.140 J
Creep Factor: 2.0
Max TC CSI: 0.617
Max BC CSI: 0.882
Max Web CSI: 0.457
Ve r: 20.02.00A.1020.20
10, 1'
39'8"r
♦ 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
03/10/2021
**WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling, shipping, installing.and bracing.. Refer to and follow the latest edition of
uiawmgs ioutA-L ror stanaara plate positions. Meter TO10D'S lieneral Notes page for adoitional information.
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSIITPI 1, or for handling, shipping,. Installation and bracin of trusses. A seal on this drawing or cover page
listing this drawing indicates acceptance of professional engql�neering responsibilityy solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw com; TPI• tpinst ora• SBCA: sbcindustrycom• ICC: iccsafe ora• AWC: awc org
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250030 / COMN Ply: 1 Job Number: N334504 FD,,s,N,
8975 JRef:1X3L89750047 T25 /
FROM: ALS Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F 069.21.1140.52244
Truss Label: A1A / YK 03/10/2021
7'11"2 12' 17'1"12 19'10" 23'8" 31'8"14 39'8"
7'11"2 4'0"14 5'1"12 2'8"4 3'10 8'0"14 7'11"2
=6X6
F
-- 5' ^�
39'8"
31 2'1"1� 3'"5 +1'�
8'1"1 11'10"4 14' 17' 23'8" 31'8"11 39'8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W6,W9,W11 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Plating Notes
All plates are 2X4 except as noted.
(1) - plates so marked were sized using 0% Fabrication
Tolerance, 0 degrees Rotational Tolerance, and/or
zero Positioning Tolerance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
* The 5-0-0 section of Bottom Chord at 8-8-0
elevation between panel points R and N may
be field -removed as required provided that
all remaining plate/wood contact areas stay
intact and undisturbed.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.386 O 999 240
VERT(CL): 0.669 O 706 240
HORZ(LL): 0.168 K - -
HORZ(TL): 0.314 K
Creep Factor: 2.0
Max TC CSI: 0.791
Max BC CSI: 0.896
Max Web CSI: 0.765
e Type(s):
✓E. HS IVIEW Ver: 20.02.00A.1020.20
Laterally brace Bottom Chord above filler at
24" oc, including a lateral brace at chord ends
(Not required if 5-0-0 section of lower Bottom
Chord is removed as noted (*)).
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1556 /- /- /961 /309 /444
1 1556 /- /- /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.2
1 Brg Width = 8.0 Min Req = 2.2
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1410 - 2745 F - G 1410 - 2068
C - D 2144 - 4245 G - H 1218 - 2103
D - E 1499 - 2794 H - 1 1423 - 2777
E - F 1658 - 2771
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2371 -1107 L - K 2402 -1107
Q - M 3738 -1614 K - 1 2406 -1106
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
814 -1523
M - F
2007 -1008
C - Q
1476 - 551
M - L
1864
- 604
S - Q
2850 -1327
F - L
492
- 506
Q - D
1271 - 562
L - G
452
- 368
D - M
825 -1539
L - H
475
- 688
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, tap 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 bracin installed per BCSI sections 63, 87 or 810,
as applicable. App�y plates to each face oT truss and position as shown above and on the Joint9Details, unless noted otherwise. Ffefer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildingg.Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracinggof trusses. A seal on this drawing or cover paWe 6750 Forum Drive
listing this drawing indicates acceptance of professional encLmeenng responsibilittyy 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 more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250031 /
FROM: RWM
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Soacina: 24.0 "
COMN Ply: 1
Qty: 1
6'1"7
6'1"7
10,
10,
Job Number: N334504
,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: A3
12'11"15 19'10" 244"
610"8
=5X5
E
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1; B3,134 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types
B3
1114X4
Cust:R8975 JRef:1X31_89750047 T2 /
DrwNo: 069.21.1140.52509
/ YK 03/10/2021
33'6"9 39'8"
9'2"967
20'8" 68" 13'4"
_i Vo.. 4'8" 5'4" 10, 1'
i
' 19,101,
24'4" 29'8" I 39'8"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or*=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.033 M 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 871 /_ /_ /610 /172 /444
Lu: NA Cs: NA
VERT(CL): 0.082 M 999 240
Snow Duration: NA
HORZ(LL): 0.011 L - -
N* 247 /- /- /156 /73 /-
HORZ(TL): 0.024 C
H 508 /- /- /427 /147 /-
Building Code:
Creep Factor: 2.0
Wind reactions based on MWFRS
FBC 7th Ed. 2020 Res.
Max TC CS: 0.961
B Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.737
N Brg Width = 68.0 Min Req = -
Rep Fac: Yes
Max Web CSI: 0.420
H Brg Width = 8.0 Min Req = 1.5
FT/RT:20(0)/10(0)
Bearings B, N, & H are a rigid surface.
Bearings B & H require a seat plate.
Plate Type(s):
Members not listed have forces less than 375#
WAVE
VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 606 -1330 G - H 246 - 579
C - D 479 -1037
H.
o. 'D I
G 9 Y?l a
�T W
a
COAtr7���
03/10/2021
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - M 1138 - 532 K - J 952 - 498
M - L 691 - 320 J - H 484 -143
L-K 967 -518
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - M 375 - 360 K - F 885 -1188
M - D 558 -150 F - J 573 - 255
D - L 559 - 715 J - G 495 - 484
L - F 769 - 272
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of
Component Safety Information, by TPI and'S1 tc safety practices prior to performing these functions.-" Installers shall pro%
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall 1
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwis
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpme, a division of ITW Buildln Components Group Inc. shall not be res onsible forany deviation from this drawing, any failure to build the
truss in conformance with ANSI/�PI 1, or for handling, shipping,, not. be
bracin4q of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawingp indicates acceptance of professional en megring responslbilit� solely for the design shown. The suitability and use of this
drawing for any sfr'ucture is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst org; SBCA' sbcindustry org com• ICC: iccsafe org; AWC• awc Orlando FL 32821
SEQN: 250032 ! HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T9 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51994
Truss Label: A4 SSB / WHK 03/10/2021
"15
i_ r� 177 F -f- 36'9 , 39'
65B'
62S66 t 6"1 11 687
5X5=5X5
E F
39,8"
10' 19,10"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.6%min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
9.10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.172 L 999 240
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
03/10/2021
Ver: 20.02.00A.1020.20
10, 1'
39'8.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1666 /- /- /963 /310 /427
1 1556 /- /- /963 /310 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - 1 1542 - 2800
E - F 1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1262 L - K 2030 - 937
M - L 2030 - 957 K - 1 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 508 -119 L - F 548 - 356
D - L 521 - 683 L - G 521 - 683
E - L 548 - 356 G - K 508 -119
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
*"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, 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 rior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinQ installed per BCSI sections B3, B7 or B10,
as applicab0.e. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engpeering responsibilit/ solely -for the design shown. The suitability and use of this
drawing for any sQructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250033 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JR&AX3L89750047 T8 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51337
Truss Label: A5 SSB / WHK 03/10/2021
7'10"14 17' 22'8"
7'1014 91"2
=5X5 =5X5
D E
39'8"
�111 10, + 9110"
10, 19,101,
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N; 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.
31'9"2 39'8"
9'1'T 7'10"14
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.149 J 999 240
VERT(CL): 0.279 J 999 240
HORZ(LL): 0.060 1 - -
HORZ(TL): 0.112 1 -
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.755
Max Web CSI: 0.989
03/10/2021
V e r: 20.02.00A.1020.20
fh
m
�8'8"
10, 1'
39'8"^�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1552 /- P /965 /318 /386
G 1552 /- /- /965 /318 P
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 - I 770 -435
K - D 770 -435 1 - F 498 -448
"'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigpid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face ottruss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracin44of trusses. A seal on this drawingg or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enpmeering responsibility solely -for the design shown. The suitabiliTy and use of finis
drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2500651 COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T11 /
FROM: RDP Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52463
Truss Label: ASGE / YK 03/10/2021
�1711'15 11'4'6'2
2315 Y4 1U'2
1910' 21'1 23'1 q(r' 21' 31'10'1 37,'6' _ 39'8"
6'1'7 -I I 6'10'1 + 2' 2' '1Y 2'0"1 9kJ 6'1'14
I' 10'8'�17-{ =5K8
A
9'84 17'12 5' 3'8' 3' 7' 1'
F l 10' + 19'8"4 + 21} 26' -I 29'8' + 378'+ T,
21'11'12 !- 3'10'8---{--- -13712
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions
(Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity
Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.106 AE 999
240 Loc R+ / R- / Rh
/ Rw / U
/ RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.211 AE 999
240 B 769 /- /-
/504 /323
/444
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.044 1 -
- AB 2335 /- /-
1945 /990
!-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.088 1
Z 1079 /- !-
/484 /352
/-
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
T 519 /- /-
/398 /219
/-
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.646
Wind reactions based on MWFRS
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.645
B Brg Width = 8.0
AB Brg Width = 8.0
Min Req = 1.5
Min Req = 2.8
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.957
Z Brg Width = 8.0
Min Req = 1.5
Loc. from endwall: NA FT/RT:20(0)/10(0)
T Brg Width = 8.0
Min Req = 1.5
GCpi: 0.18 Plate Type(s):
Bearings B, AB, Z, & T are a rigid surface.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Bearings B, AB, Z. & T 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 #1;
Chords Tens.Comp.
Chords Tens. Comp.
Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N;
B - C 465 -1090
I - J 391
-195
Bracing
C - D 335 -815
J - K 390
-199
(a) 1X4 #3SRB or better continuous lateral restraint to
D - E 399 - 762
K - L 536
- 262
be equally spaced. Attach with (2) 8d Box or Gun
E - F 411 -759
L - M 608
296
nails(0.113"x2.5",min.). Restraint material to be supplied
F - G 397 -678
M - N 506
-244
and attached at both ends to a suitable support by
H - 1 377 -185
S - T 228
- 610
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
Maximum Bot Chord Forces Per Ply (Ibs)
restraint. substitute (1) scab for (1) CLR and (2) scabs
Chords Tens.Comp.
Chords Tens. Comp.
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
B -AH 922 -479
AA- Z 375
227
member. Attach with 0.128x3" gun nails @ 6" oc. gSttaltiti6tgfffi/a ►r�Prr
AH-AG 486 -261
Z - Y 388
-286
ga
Special Loads}g, H. �'j
AG-AF 486 -261
AF-AE 486 -261
Y-X 388
X - W 491
-286
-156
✓
a°0aea..., rr�
- ----(Lumber Dur.Fac.=1.25 /Plate Dur.Fac.=1.25) �° s+ e+ �'-
TC: From 56 at -1.00 to 56 at 10.67 ¢ °��t E 'go
AE-AD 486 -261
AD -AC 486 -261
W - V 491
V - T 491
-156
-156
plf plf 0 ®��
%16
TC: From 76 plf at 10.67 to 76 plf at 32.67 o* ;.
AC -AB 479 - 325
TC: From 56 plf at 32.67 to 56 plf at 40.67 s '
BC: From 20 plf at 0.00 to 20 plf at 39.67 o. 7,08 i s
aximum Web Forces Per Ply (Ibs)
BC: 128 lb Conc. Load at 23.21,23.79
PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98) ®
Webs Tens.Comp.
Webs Tens. Comp.
®
Plating Notes �a a
AH-AI 518 -256
AI-AJ 555 -273
AB -AR 304
AR 445
-482
All plates are 2X4 except as noted. . @ k7
P ao
-AS
-568
P ., ap�
AJ-G 519 -269
G -AL 514 -933
AW-Z 272
AW- N 237
-747
-676
Wind
����A
AL -AN 498 -920
N -AX 683
-357
ate* *o®`a°}^
Wind loads based on MWFRS with additional C&C(sq�%
member design.
AN -AP 519 -955
AX- X 690
-352
COA1t1iti+ t"a4��
AP -AC 540 -984
X -AZ 301
-478
Wind loading based on both gable and hip roof types.
AC- K 792 -505
AZ -BB 275
-472
03/10/2021
K-AB 546 -1366
BB-S 326
-457
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
*'IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety to these functions.
practices prior performing Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise.
Refer to '
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,, bracingcLof trusses. A
installation and seal on this drawin
listing this drawing indicates acceptance of professional enccLLsneering responsibilityy solely for.the design shown. The suitability
drawing for any structure is the responsibility of the Building -Designer per ANSI[TA 1 Sec.2.
or cover pa a
and use of this
6750 Forum Drive
Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst orq; SBCA• sbcindustrycom• ICC: iccsafe orq• AWC: awc orq
Orlando FL, 32821
SEQN: 2500351 HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1X3L89750047 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
Dnallo: 069.21.1140.52103
Truss Label: A6
SSB / WHK 03/10/2021
L 7'1014 15, 24'8" 31'92
39'8"
r 7'1014 Tl'T T 9'8" TV-27'1014
6X6 = 6X6
D T3 E
12
6 ,5X5
�5F5
b C
t`
W
W1
B
C,
A
a s
H
= 4X6(A2) = 5X5 = 5X5 =— 5X5 = 4X6(A2)
39'8"
1' _ 10' 9110" 9'10"
10, 1'
10' T 19110" { 29,8"
39'8"
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240
B 1552 A /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - -
G 1552 /- A /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 Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913
G Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760
Bearings B & G are rigid surface.
Bearings B & 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
Loc. from endwall: not in 9.00 ItFT/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 1 - G 2363 -1462
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 394 - 358 E - 1 628 - 300
K - D 628 - 300 I - F 394 - 358
�yt1100110H111"101
Mari
'�,,
o s.• a
r
o 0.7108 1 r
� a
� s
n �
V
eq %� T 0 @•y.
rr9
r
g �a',1'V
C 0 A b ANAL Iti
�iM110t0
(3/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an6 SBCA) r safety to these functions. Installers
practices prior performing shall provide
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall
temporary
have a
properly
attache. rigid ceilin Locations shown for permanent lateral -restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as appllcab-le. App to face truss
y plates each of and position as shown above and on the Joint Details, unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Refer to
Alpine, a division of ITW Build inggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure
truss in conformance with ANSI PI 1, for handling,
to build the
or
shipping,, installation. and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance ;of professional en ineenng responsibili solely -for the design shown. The suitability and use of this - -- -
drawing for any structure is the responsibility of the Building -Designer per ANSVT�l 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.orq, Orlando FL, 32821
SEQN: 250036 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1X3L89750047 T6 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALIAEBB ELEV.D/F
DrwNo: 069.21.1140.51339
Truss Label: A8
SSB / WHK 03/10/2021
6'94 13' 19,101, 26'8"
32'10"12 39'8"
6'9"4 6'2"12 6'10" 6'10"
6'2"12
5X5 1112X4 = 5X5
D E F
12
6 � �2X4
M C
o
G
io W3
ZW
2012X4
B
H
A
I
9 s Mi
8"
=4X6(A2) -5X5 =5X8 =5X5=4X6(A2)
39'8"
1' i _ 10' 9110.. 9'10..
10, 1'
10' + 19,101, T 29,81,
"}' 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA. VERT(LL): 0.191 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240
B 1556 /- /- /953 /716 /305
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 /- /- /953 1716 /-
EXP: C Kzt: NA HORZ TL : 0.121 J
Des Ld: 37.00 ( )
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543
H Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.754
MWFRS Parallel Dist: h/2 to h
Bearings B & H are i rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687
Members not listed have forces less than 375#
Loc. from endwall: not in 9.0o 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 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
��tgtStrib{/r;+lf tralfr
E-K 585 -391
yyO6"O �y��y�7 sAypOr 4Df�@o ��+'q°°r
V' 6 bb
�
A
0
0
O �
® r
e 1gi
yh'
I
♦aa�
� 0 r.rM8 or®® �is-y
COA
03/10/2,
**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, by-TPI and SBCA) r safety to these functions. Installers
of BCSI (Building
practices prior performing shall provide
bracing per BCSI. Unless noted otherwise, top chord shall have attached structural sheathing and bottom
temporary
have
propeq chord shall a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed BCSI sections B3, B7 or B10, -
gDetails,
per
as applicable. Apply Oates to each face otruss and position as shown above and on the Join unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a
listing this drawing -indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilit9y and use of this 6750.Forum Drive
drawing for any sgr'ucture is the responsibility of the Building Designer per ANSI/T I' 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbdndust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250037/ HIPS
Ply: 1
Job Number: N334504
6975 JRef:1X3L89750047 T5 /
FROM: RWM
Qty: 1
,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
rDrwN'o: 069.21.1140.52368
Truss Label: A10
/ WHK 03/10/2021
5'9"4 11' 19' 28'8"
33'10"12 39'8"
5'94 5'2"12 8' 9'8"
5'2"12 5'9"4
5X5 - 5X5 5X5
D E T3 F
T 12
6 �2X4 W
C
�2X4
o (a) (a)
G
n W3
B
1 A
H In
T3
4X6(A2) =5X5 =5X8 -5X5=4X6(A2)
39'8"
10' 9110.. 9'10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240
B 1556 /- /- /940 /718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - -
H 1556 /- /- /940 [718 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.127 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.934
BCDL: 5.0 psf
H Br Width = 8.0 Min Re = 1.8
g q —
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/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 -776 F - J 466 52
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.}ae�@itf�titi8doid)!a
E - K 79 -778
534
jt
Wind
Wind loads based on MWFRS with additional C&C �,`° �o"a�a"""' `°®4+�•�
member design.
Wind
loading based on both gable and hip roof types. y$ " ;
"
i
X " d3. rigs I '
w
a r
a $
e qq
d •
:� `�s� 1 •
��E,
"
•gym
(0)N
COAg#i R
sae
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating,handlingshipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information, by TPI andSBCA)
of BCSI (Building
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 later@l restraint of webs shall have bracin installed per BCSI sections
as applicable. Apply to face truss
B3, B7 or B10.
plates each oT and position as shown above and on the Join Details, unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Defer to
Alpine, a division of ITW Buildingq�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure
truss in conformance with ANSI 1, or for handling, shipping,. Installation bracingq� trusses.
to build the
and of A seal on this drawing or cover pa a 675o Forum Drive
listing this drawin indicates acceptance of professional engineering responsibili((�� solely for the design shown. The suitability and -use of This
drawing for any structure is the responsibility of the Building Designer ANSI/TP1 1 Sec Suite 305
per .2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 2500381 HIPS
Ply: 1
mber: N334504
st: R 8975 JRet:1X3L89750047 T4 /
FROM: RWM
Oty: 1
F,71A51/320,182ED,F ,02G ,RI01 / 1828/CALII4EBB ELEV.D/F
vNo: 069.21.1140.52275
FSS
abel: Al2
B / WHK 03/10/2021
9' 17' 30'8"
39'8"
9' 8'
9'
.6X6 -5X5 =4X4
C T2 D E T3
=6X6
F
12
6
T
W
o (a) (a)
n
W5
A
1 B
�;
G �
H
1
4X6(A2) =6X6 =6X6 =6X6=4X6(A2)
39'8"
9.10" 9.10"
10 1
10' 19'10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240
B 1556 /- /- /921 /720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - -
G 1556 /- /- /921 /720 A
EXP: C Kzt: NA HORZ(TL): 0.150 1
Des Ld: 37.00
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: 0.939
BCDL: 5.0 psf
G Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/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 2250 -2705 E - F 2239 -2478
C - D 2238 - 2478 F - G 2250 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
D - E 2906 -3233
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - K 2330 -1856 J - 1 3176 - 2629
be equally spaced. Attach with (2) 8d Box or Gun
K - J 3174 - 2647 1 - G 2329 -1835
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
C - K 718 -428 E - 1 944 - 834
for (2) CLR'S where shown. Scab reinforcement to be
K - D 940 - 832 1 - F 718 -430
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc. lttestclistpPrrtrtrrr
Wind
Wind loads based on MWFRS with additional C&C
member design.
`•
Wind loading based on both gable and hip roof types. a rir
�«
s ,
4
o.7013 a
® �»
o
� s
s
A
rp ao A"
tl «-
a®ya
tlp�
tl
•«m ail «gym �«��.,,��( ��� dy4.
COA 6 A e+`'
g of"O&91 9ft
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety to these functions.
practices prior performing Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint ofywebs shall have bracing installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise.
Refer to '
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation bracinccl1 trusses. A
and of seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional encLineering responsibilityy solely -for the design shown: The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250056 / HIPS
Ply: 2
Job Number: N334504
Cust: R 8975 JRef:1X3L89750047 T12 /
FROM: LPM
Qty: 1
7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALIAEBB ELEV.D/F
DrwNo: 069.21.1140.52305
Truss Label: A14G
SSB / WHK 03/10/2021
2 Complete Trusses Required
7' 17' 22'8" 32'8" V.
7' 10' 5'8" 10, 7'
12 =6C6 T2 =8XD8 T3 =8E8 T4 =6X6
F
T 6 T
o
B c7
G -v
T
M A H I�8'8"
4X6(A7) =8X8 =8X8 =8X8=4X6(A1) 1
39'8"
9'10" 9110" 10 1
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 L/defl L/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 !- /- /- /1427 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3136 /- /- /- /1428 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 1 Wind reactions based on MWFRS
Mean Height: 10.51 ft
NCBCLL: 0.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: psf
5.2
G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TIC CSI: 0.676 g q
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.760
Members not listed have forces less than 375#
Loc. from endwall: NA FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1424 -3094 E - F 1534 -3602
C - D 1533 - 3601 F - G 1425 - 3094
Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS; D - E 2128 -4831
T3 2x6 SP #2 N;
Bot chord: 2x6 SP SS;
Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Nailnote
B - K 2752 -1257 J - 1 4769 - 2187
Nail Schedule:0.128"x3", min. nails
K - J 4768 - 2187 I - G 2753 -1258
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c. Maximum Web Forces Per Ply (Ibs)
Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens. Comp.
in each row to avoid splitting.
C - K 1287 -417 E - I 727 -1297
Loading K - D 727 -1298 I - F 1287 -417
#1 hip supports 7-0-0 jacks with no webs. gtgt;tttitaadi�rf�rrf
Wind soH.
Wind loads
and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.���a
S
a '
p x
g �
°9 8 IT
sbe p B �
4 0
p
COA
,ON
'Fmali8�i94
03/10/2021
**WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r
safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have
properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to.each face of truss and position as shown above and on the Join Details, Refer
unless noted otherwise. to
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, for handling, installation
or shipping,, and bracingc1 of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional enpineenng responsibilityy solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer
per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250039 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRefAX3L89750047 T20
FROM: RWM Qty..
1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51665
Truss Label: B1 SSB / WHK 03110/2021
5'7"4 10,81, 158"12 21'4"
5'7"4 5'0"12 5'0"12 5'7"4
50
rn
43
� 1
8'
8'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=-4X4
D
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):
21'4"
5,4"
13'4"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.047 H 999 240
VERT(CL): 0.088 H 999 240
HORZ(LL): 0.020 G - -
HORZ(TL): 0.037 G
Creep Factor: 2.0
Max TC CSI: 0.371
Max BC CSI: 0.611
Max Web CSI: 0.232
VIEW Ver: 20.02.00A.1020.20
p■$�'�R IIE•13 ��d�
_y� �• �e6�Ppp+Qanga np��y/'�\�r�rr
a v
m
a a
9 .n
COA $,�1UA,ioA>1
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 864 /- /- /529 /397 /229
F 805 A /- /464 /361 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
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.
B-C 1190-1344 D-E 1113 -1152
C-D 1104 -1146 E-F 1201 -1351
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1152 - 993 G - F 1161 - 955
H - G 795 - 539
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 471 - 284 D - G 394 - 335
H - D 383 - 322 G - E 479 - 289
*"WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for permanent laterel restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicab-le. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the
tr ss in conformance with ANSI lTPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum.Drive
listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitability and use of ibis
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 250059 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T3 !
FROM: HMT Oty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52540
Truss Label: 132GE / YK 03/1012021
10'8"
TOT
F, 4-8" 2'
(TYP) =_4X4
F
� 1
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: -10.00
Risk Category: II
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;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 22.33
BC: From 20 plf at 0.00 to 20 plf at 21.33
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
WIND LOAD CASE MODIFIED!
21'4"
21'4"
21-4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
2V4"
10.8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.005 R 999 240
VERT(CL): 0.011 R 999 240
HORZ(LL): 0.004 L - -
HORZ(TL): 0.006 R
Creep Factor: 2.0
Max TC CSI: 0.323
Max BC CSI: 0.197
Max Web CSI: 0.091
03/10/2021
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (lbs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 125 /- /- /39 /48 /11
Wind reactions based on MWFRS
B Brg Width = 256 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating,handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI anc7SBCA) r safety. practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. Apply plates_to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracingp of trusses. A seal on this drawing or cover pa!Me 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250041 / COMN Ply: 1 Job Number: N334504 Cust: R6975 JRef:1X3L89750047 T19 /
FROM: RWM Qty: 1 7A,51
A, 320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51666
Truss Label: C1 SSB / WHK 03/10/2021
A
7'
T
=5X5
C
14'
14'
7'
W
u,
r
V'
_V8"
1
7' 7'
7- 14'
i
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.014 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA VERT(CL): 0.025 E 999 240
B 588 /- /- /371 /272 /158
BCDL: 10.00
Risk Category: II
Snow Duration: NA HORZ(LL): 0.008 E - -
D 527 A /- /305 /234 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.013E
Wind reactions based on MWFRS
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res. Max TC CSI: 0.767
D Br Width = 8.0 Min Re 1.5
g q =
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014 Max BC CSI: 0.503
Bearings B & D are a rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes Max Web CSI: 0.119
Members not listed have forces less than 375#
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s): I
I Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 805 -740 C - D 807 -739
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Webs: 2x4 SP #3;
Chords Tens.Comp. Chords Tens. Comp.
Wind
B - E 598 - 542 E - D 598 - 542
Wind loads based on
MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
�ett+ttrusaetrrfm
L,7 AAgpf Aqp Ap ,/"1,i �,dr,
m
�g1�®}°®ywpe•®oru
COA Sz N I$16.
03/10/2021
—WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Applgy pates to each face. of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to
drawings 16OA-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawin or cover pa a
listing -this drawing indicates acceptance of professional engineenng responsibilittyv solely for the design shown. The suitability and use of this 6750 Forum Drive
drawing for any structure is the responsibility of the Buildings esigner per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250061 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T1 1
FROM: RWM Qly: 1 7A51320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52415
Truss Label: C2GE / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
14'
7'
5' 2' --1
(TYP)
4X4
D
12 C E
6
ro
in
B F
�� A
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 15.00
BC: From 20 plf at 0.00 to 20 plf at 14.00
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
WIND LOAD CASE MODIFIED!
14'
14'
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.007 J 999 240
VERT(CL): 0.014 J 999 240
HORZ(LL): -0.004 H - -
HORZ(TL): 0.009 H
Creep Factor: 2.0
Max TC CSI: 0.392
Max BC CSI: 0.242
Max Web CSI: 0.142
Ver: 20.02.00A.1020.20
tl®9QyA®A Opp ''Jp�s
,�*`♦ ®a a ®i.(a%r-� �CC777,�+• %�
p 0
0.7.08 9
m •
0
0
COA T AL
03/10/2021
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 129 /- /- /40 /50 112
Wind reactions based on MWFRS
B Brg Width = 168 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
C - D 376 -199 D - E 377 -199
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 - 403 H - E 511 - 403
**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 ermanent lateral restraint onf webs shall have bracing installed per BCSI sections B3, 67- or 1310,
as applicabgle. Apply lates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 16OA-Z for sfandard 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
truss in conformance with ANSI 1, or for handling, shipping,, installation antl bracin of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitability and use of this
drawing for any shcture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250043 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T13 /
FROM: LPM Qty: 1 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52602
Truss Label: D1 / WHK 03/10/2021
10,
5'
=4X4
C
12
6
B D
q E 88
F
2X4(A1) 1112X4=2X4(A1)
10,
5'
5'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pfin PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu:"NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean i
Height: 15.00 ft
NCBCLL: 10.00
TCDL: psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Sid: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: not in 4.50 it
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WANK
Lumber
Top chord: 2x4 SIP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SIP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
5'
10, 1
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.007 F 999 240
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.013 F 999 240
B 434 /- /- /286 /202 /134
HORZ(LL): 0.003 F - -
D 434 /- /- /286 /202 /-
HORZ(TL): 0.006 F
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.345
D Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.257
Bearings B & D are a rigid surface.
Max Web CSI: 0.081
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
B - C 522 -494 C - D 521 -494
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 - 293 F - D 396 - 293
` s
®:TO8 .1
w j 9
COAh
° Y w
® a
�411 ve"6+ 011
(3/10/2021
"'WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
`"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI anc7'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise: Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this -drawing indicates acceptance of professional eriglneering responsibility solely or the design shown. The suitabilifY and use of This
drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.
2. Suite 305
For,more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .corn; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250044 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047
FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52759
Truss Label: D2 / WHK 03/10/2021
T
M
O
cV
4
5'
5'
=4X4
C
10,
5'
12
6
ih
B D
q E 88
F
2X4(A1) 1112X4 = 2X4 (A1)
10,
1 T 5' ei` 5'
5' 10,
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.007 F 999 240
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.013 F 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.003 F - -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.006 F
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.345
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.257
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.081
Loc. from endwall: not in 4.50 It
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
IVIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 434 /- /- /286 /202 /134
D 434 /- /- /286 /202 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 522 - 494 C - D 521 - 494
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 -293 F - D 396 -293
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs 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
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enpsneering responsibili solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Buildingp esigner per ANSIlf�l 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250057 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRefAX3L89750047 T18 /
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52697
Truss Label: D3G / WHK 03/10/2021
0
4"3
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
I 3' + 7' 10,
1 3' 4' 3'
4X6 4X6
12 C D
6
u7
B E04
M
aLi F88
H G
1112X4 1112X4
2X4(A1) = 2X4(A1)
10'
3'112 L 3'8"8 31"12
1 I 3112 "12 r 6' 10"4 + 10, 1
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 pif at -1.00 to
56 plf at
3.00
TC: From 28 plf at 3.00 to
28 pif at
7.00
TC: From 56 plf at 7.00 to
56 pif at
11.00
BC: From 20 plf at 0.00 to
20 plf at
3.03
BC: From 10 plf at 3.03 to
10 plf at
6.97
BC: From 20 plf at 6.97 to
20 plf at
10.00
TC: 129 lb Conc. Load at 3.03, 6.97
TC: 65 lb Conc. Load at 5.00
BC: 80 lb Conc. Load at 3.03, 6.97
BC: 52 lb Conc. Load at 5.00
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.022 H 999 240
VERT(CL): 0.044 H 999 240
HORZ(LL): 0.008 C - -
HORZ(TL): 0.016 C
Creep Factor: 2.0
Max TC CSI: 0.288
Max BC CSI: 0.365
Max Web CSI: 0.059
03/10/2021
EW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 625 /- /- /- /316 /-
E 625 /- /- /- /316 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Big Width = 8.0 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 467 - 962 D - E 467 - 962
C - D 389 - 842
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 829 - 394 G - E 829 - 394
H - G 842 - 389
-WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety. Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or-B10,
as applicable. Applgy plates to each face of truss and position as shown above and on the JOInfiDetalls, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the,
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawin or cover pa a -- -- 675o Forum Drive
listing this drawin indicates acceptance of professional enpmeering responsibilitty�r solely -for the design shown. The suitabilil9y and use of this-
draw,ng for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2500451 VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T14 /
FROM: LPM Qty: 1 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52399
Truss Label: V4 / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Soacina: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C ` Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCp1: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
1111"8 i 3'11"
111"8 T 111"8
12
6 =4X4
B
4X4(D1)=4X4(D1)
A C
0— 10'6"3
D
f 3'11"
3'11"
3'11"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.004 999 240
VERT(CL): 0.007 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.003
Creep Factor: 2.0
Max TC CSI: 0.070
Max BC CSI: 0.098
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
q � °�ppt100p HIg° •��
s �
0 �.
ins
sumplioll
'fi m�°'°ate®�..*�P•°' �`®,�,
03/10/2021
♦Maximum Reactions (lbs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 75 /- /- /32 /18 /6
Wind reactions based on MWFRS
D Brg Width = 47.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing. and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attache. rigid ceiling. Locations shown for permanent lateral restraint o webs shall have bracin installed per BCSI-sections B3, B7 or B10
as applicable. Apply plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss.in conformance with ANSI Q 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 engreering responsibility solely for the design shown. The suitabiligy and use of This
drawing for any sfructure is the responsibility of the BuildingZ7esigner per ANSIITPI 1 Sec.2. Suite 305 -
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .cam; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821
SEQN: 250046 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T16 /
FROM: LPM Qly: 1 , A51320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52743
Truss Label: V8 KD / WHK 03/10/2021
e
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 "
3'11"8 7-11"
3'11"8 i 3'11"8 1
=4X4
12 B
6
N
=4X4(D1)
A
=4X4(D1)
C
9 6'3
aLi
E
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
D
1112X4
7'11"
3'11 "8
3'11 "8
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
3'11"8
7'11"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.007 D 999 240
VERT(CL): 0.014 D 999 240
HORZ(LL): -0.003 D - -
HORZ(TL): 0.006 D
Creep Factor: 2.0
Max TC CSI: 0.266
Max BC CSI: 0.192
Max Web CSI: 0.142
Ver: 20.02.00A.1020.20
"" 'r
m
+' 4
,
03/10/2021
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
E* 75 /- /- /35 /26 /8
Wind reactions based on MWFRS
E Brg Width = 95.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - D 478 - 315
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id 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 Join Details, unless noted otherwise. Refer to
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI Q PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional ancLsneering responsibility solely or the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2500471 EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef.,1X3L89750047 T15 /
FROM: HMT city: 8 , A51320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52274
Truss Label: EJ7 KD / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
12'2"11
12
6
M
O u7
M M
'ct
B
A B,$„
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: 11
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 It
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
7
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 D
HORZ(TL): 0.028 D
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI: 0.000
Ve r: 20.02.00A.1020.20
r" H.
,,r>
�q g♦{�q�d�if
r
A
p
t s
e
a R
�{' ••n•W�,.m9•f �� ate"
COA O �®a
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- A /249 /108 /208
D 125 A A /73 A /-
C 174 A /- /128 1169 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face otruss and position as shown above and on the JoinfDetails, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling; shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSI(fPl 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250048 / EJAC Ply: 1 Job Number: N334504 Cust: R8975 MetlX3L89750047 T21 /
FROM: HMT Qty: 6 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52619
Truss Label: EJ7A / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
2M(A1)
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc, from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
7-
7-
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.016 C
HORZ(TL): 0.030 C
Creep Factor: 2.0
Max TC CSI: 0.738
Max BC CSI: 0.513
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
87 a .aFfjjj�
O R
� 0
9 R
8 D
R
If
�®'®aaa a��npIDR'AIDtl ��,�
COA
03/10/2021
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 270 /- /-
/179 f71 /186
C 126 /- A
/76 /- 1-
B 177 /- /-
/132 /171 /-
Wind reactions based on MWFRS
A Brg Width = 8.0
Min Req = 1.5
C Brg Width = 1.5
Min Req = -
B Brg Width = 1.5
Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care -in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by.TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pate 675o Forum Drive
listing this drawing indicates acceptance of professional en meering responsibility 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 ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.org;_ AWC: awc.org Orlando FL, 32821
SEQN: 250049 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T24 /
FROM: LPM Qty: 3 7A5l320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52650
Truss Label: EJ3 / WHK 03/10/2021
4"3
V
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SIP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
EO
CD
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.248
Max BC CSI: 0.112
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
03/10/2021
1 UZI 1
LO
c�
CV
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 188 /- /- /157 171 /100
D 52 /- A /28 A A
C 65 /- /- /45 /66 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r saty 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 r! id ceilincl 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 Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI o Pl 1, or for handling, shipping,, installation and bracin4g of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing; -indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this -
drawmg for any structure is the responsibility of the Building -Designer per ANSIITP! 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250050 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JR&AX3L89750047
FROM: RWM Qty: 2 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51540
Truss Label: EJ2 KD / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
12 C
T 918"4
cM
4"3 sign
-� A
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
2X4(A1)
21
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: 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): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.137
Max BC CSI: 0.026
Max Web CSI: 0.000
EW Ver: 20.02.00A.1020.20
e�pW®a®osa
0
g
m �
•
�` °•namuwaa•O�i �.
COA W.8/0NAI,.
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest i
t Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers
SCSI,.. Unless noted otherwise, top chord shall have properly attached structural sheathinc and bottom chi
of
tc
page
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 157 /- /- /140 /54 /52
D 32 /- A /18 A A
C 34 /- /- /20 /26 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearings B, D, & C require a seat plate.
Members not listed have forces less than 375#
of
deviation from this drawing, any failure to build the
of trusses. A seal on this drawing or cover page
Rr the design shown. The suitability and use ofo !s
ICC:
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 2500511 JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T34 /
FROM: JRH Qty: 4 7A51320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52681
Truss Label: CJ5 KD / YK 03/10/2021
•
T
C
11'2"5
12
6
Cl)
N M
co
B
a 8'8"
D
2X4(A1)
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 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.
4' 11 "4
4' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in ]cc 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
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /- /200 /88 /152
D 89 /- /- /51 A A
C 118 /- /- /85 /116 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
MOM-
H.
p`'0f
t� aµns®ilq�a® pI d.
4y� Oq0 �°if �i
a"
�. X08 1
M
Ai'
COA
sd�1�1993f°,QBtBN���
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSL Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss.and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildinl1Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enpmeering responsibility solely or the design shown. The suitabiligy and use of This
drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec 2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821
y
SEQN: 250052 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JR&AX3L89750047 T33 /
FROM: LPM City: 4 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52682
Truss Label: CJ3 / WHK 03/10/2021
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 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.
C
2' 11 "4
2' 11 "4
T
M
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA - Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(CL): NA
Snow Duration: NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Building Code:
Creep Factor: 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.234
TPI Std: 2014
Max BC CSI: 0.105
Rep Fac: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
\�" F'� ppN OO N•pa �,�'p'y1,,
�k ,p0xsq ��1 AJt • 1
p e
N
"i 0
• ,
�00
, b o
COA b gj�ONAHs Ao.
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
10'2"5
0)
CN
81811
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 /71 199
D 50 /- /- /27 /- A
C 63 !- /- /44 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawin or cover page 6750 Forum Drive
lis drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitabilipy and use of iris
I for any structure is the responsibility of the Building -Designer per ANSVT_ I 1 Sec.2. Suite 305
e information see these web sites: Alpine: alpineilw com; TPI: tpinsl org; SBCA: sbcindustrycom; ICC: iccsafe org; AWC: awc org Orlando FL 32821
SEQN: 250053! JACK Ply: 1 Job Number: N334504 Cust: R8975 JRef:1X3L89750047 T29 /
FROM: LPM Qty: 8 7A51320 ,1132ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52525
Truss Label: CJ1 / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacinq: 24.0 "
12
6 C
T
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 N3.0", min. toe -nails at bottom chord.
1, 11 "4
11114
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
M
M
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
03/10/2021
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 A A /145 f76 /4'.
D 11 /-2 A /14 /10 /-
C - A15 /- /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, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have �roper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face. oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solely or the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building�esigner per ANSIfTP1 1 Sec.
2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2500541 HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T22 /
FROM: HMT Qty: 2 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52291
Truss Label: HJ7 TCE / YK 03/10/2021
5'3"5
5'3"5
9'10"1
4'6"l 1
�12'2"3
12
4.24 a 2 X 4
C
v
M
v
B
4"3 A
F E8'8°
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
�-- 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
Wnd Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") nails at bottom chord
97'2
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)/l 0(0)
Plate Type(s):
7"1
9,11
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.049 F 999 240
VERT(CL): 0.092 F 999 240
HORZ(LL): 0.012 C - -
HORZ(TL): 0.023 C -
Creep Factor: 2.0
Max TC CSI: 0.542
Max BC CSI: 0.670
Max Web CSI: 0.261
Ve r: 20.02.00A. 1020.20
fir
ff•'jJ�
' 4 f
tr q
0.
� m
° s
$ o
e
a S i91 0
� r
A% 99997i ° 4G
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 P
E 364 /- /0 A /84 /0
D 214 A A A /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 392 - 565
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 534 - 356
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 391 - 587
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per SCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attachetl ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI Q PI 1, or for handling, shipping,, installation and bracinnn of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encLmeenng responsibilittyy 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 more 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: 2500551 HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047
FROM: LPM Qty: 2 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52493
Truss Label: HJ3A TCE / YK 03/10/2021
I
C
12
4.24 T 10'2"6
ti
N
A81811
D
�- 1'5"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 0.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Loading
Hipjack supports 2-11-8 setbackjacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
4'2"3
4'2"3
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.120
Max BC CSI: 0.074
Max Web CSI: 0.000
VIEW .Ver: 20.02.00A.1020.20
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 84 A /- /- /45 /-
D 28 /- A /7 A /-
C 64 /- /- /- /48 A
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B,requires a seat plate.
Members not listed have forces less than 375#
"'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r saety 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 ermanent lateral restraint of webs shall have bracin installed 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 Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Build ingComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI PI PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
.0172 0NI0ddS 'X
3Sd 09 'Q-1 '101
8TT09T0N3ST09IV 0MdCl
8TOZ/W/TO 31VQ
9109IHd9-9I-MW 3321
'IID;ap sly} Aq passauppo ;ou
suol}Ipuoo Joj Jau6isaa 6ulpling ay; o; Jajaa
•sa;old laag puD •aDilds '>1Dad
Jo,4 u6lsap ssnJ; uowwoo o} Jajad +
4XJ
.9 AT uo4; Ja;oaJ9
4XE
•9 IT uoq; ssal
}n q ',p ,y uv4; Ja;oaJ9
EX2
'as
.0 ,b uvg; ssal
-noN
44ual IDD4Jan
II sazlS a}old 1DDI-Ja/\ algD'J II
,4}6ual Jaquaw
clam jo X0o 3o wnwlulw o acl ;snw 6ulD1Duq ,-I,
-sauoz uaam;aq -D-o ,g puo sauoz pua ,81 ul
-D-o ,E ;p sllou aDDds saDo,4q ,-1, (2) Joj)K)K
-sauoz uaam;aq -D-o ,J puo sauoz pua ,81 ul
•D•o ,2 ;o sllvu aDDds iaDv,aq ,-1, (1) Joj )K
'S11DU (Ulw .0'Ex.82i'0) POI 4}IM saDDJq ,l, LIOD;}y
'6u1014Jano poom,(1d ,21 JO •6U1DyJan0 ,0 2 y}IM
sua>1ool;no ,0 It, woJ3 pDol s;Joddns pua algD!)
,(pool poaa Ol 4sd S) 6u1JDaq snonul}uoD
Jano did SL Joj suoI;D8UUOD ;jndn apinoJd
'0J2/l sl uopa}IJD uol}Dalop Paol PuIA
1sa4.oN lioq aQ ssn.il alcl\or)
•sapDJ asa4; y;lm pasn aq Aiow sanlDn
g dnoJO •spuoog pa}D8-ssaJ;S Sb lvlJ;snpul
Jo SS 1vlJ;snpul Aluo asn auld 'oS JxI -'0Jw R
•(puoog palvb-ssaJ;S) gaS aq lloys saDwEl t,
2# 2#
1# I#
xxlxauld uJay}noS (pJDI-Jlj sol noa
I#
Jlj_waH
Ig dno,4D
puopuo;S pJvpuv;S
pn}S pn}S
E# E#
mmxauld uuay}noS yoaol-41j sal noa
pJvpuv;S E# pn;S E#
pn;S 2# pJDpuD;S 20 / I#
113-waH 4U-au1d-a5n.4S
(y dno,a!D
lsapvJ9 puv sapadS dnoJg 6upvJg
8Jo•ajvsmnrmam 'oOI (BJo•6J;snpupgs%&* 'VOSS (BJoysuld}•mmm 'Idl fwom•m;lauld1w .. 13NIdltl
fir' isa;is qam asa4} puv aBvd sa}ou lvJauaS s,gor sly} aas uol}nwJojul aJou Joj 970E9\0W\'R1!0\41Je3\\
-d-n I Idl/rSNV Jad Jau0ls8a Butpgng ay} 40 .(URsuods— a44. J} sl--4—s A= Joj Z4Z\al!nS I\
461 � ,a 84mwMi P Sjo .= Pu ANJ4.4M a4I w045 WIsaP a4} Joj ,halos . wvgsuods Wwau
IZOZ/0I/�4 q t'a louolssajoJd jo awv4daaDD sa}v>p4 CM v4p sw Bun-,n Janos Jo 6wl&vJp sly} w pas y� Remssa dx31�1!O\4Pe3\6L9\\
Qa �(se�q $ Bulddlys 'Bunpuoy Joj Jo 'I Idl/ISNV 441r aouvwJo uoo u ssr a 374 'sassnJ} jo iloj6ulAu •g uo!}vpv}sul ANVdW00 M11 NV
L" c j I } 4} P1Inq o} aJn1Nd ,tuv •BupvJP s14}
•J 00a t sw of}vinap 6uv yoj a141suodsaJ aq }ou llvys ouI dnoJg s}uauoduo0 8u1p1!ng AlI jo uolslnlp v •au!d1y I�
�gv $ % ° -suol}!sod a;old pJvpuvgs Joj z-y091 sBulMwp o} JajaN
;$ 0 , a .', •asl-Jay'o pa}ou ssalun 'suD}aa }u!on ay} uo puv anogD umoys sD uol}!sod puo ssnJ} jo
.� s va o; sa}old 61ddtl •algv0gddo so 'OTH Jo LH 'EH suopDas ISOH Jad pa11D}sul Bupnp anvld hays
® {°+lss d }u1vJ;saJ loJa}ol }uauvwJad Joj wogs suol}voo� •Boman pI81J payw}}v 61JadoJd v anvy nays
V d,V �7 F"�oLp u oq puv 8u!4}vays ,Zn,onJ}s pay�v,ty A1JadoJd ano4 pays pJoyO do} •asl-Ja4}o pa;ou ssalun
•ISOg ad Bupv,aq ,CJwodua} apinoJd pays SJd11D}SwI 'SU0I;JIRIj asay} BuluJojJad o; JOIJd sail}OVJd
s W s of (Vogl puv Idl .(q 'uol}vuJojul ,C}ajvS ;uauodw.3 Buipune) ISOH jo uoµlpa ;sa}oI ay} ^o11oj
® v '$u i } q jaa BupvJq puv Bully;sul •6u!ddlys •Bunpuoy •Bu!}vv!JgDj u! aJvo awaJ}xa aJlnb v sassnJl
0 %S ff MISNI 3HI DM([nMNI SMM MNOD llV al 'JNIAVMa SIHI HSIWJFU ■K1Ntl1MadHI—
p DNrA Ma SIRL Na S31M Tlv AUTMA aNn av38 "EMB nA■■
,L44-Ewal . I} an Igo xv 40,4 anoc� }Jv4D on,, JajaN •qaM loos;Jan 3o ;ulo plw
®°® }0 1Du061D!p }OaUUOO
em pua Jaddn I
-T ;o (uMoys SD) ,S4
4nD alqnop Jo 'anogD algv; ul
=dAdip 1AIt1� 6 ,8 al6uls [aDDJq umo4s y}6ual 1oD1;Jan
1 IDUOSDIP Ja;;aq
Jo 2# l-ja 9x2
dkC 'sauoZ
',4I sl y}6ua1 1D}o;
pua a7v.,Ig ,1, ZZclam xDH pua yDva }o
#009 Jo,4 aDDJq 1vuo6Dlp
}DauuoO •pasn sl aDDJq
.8T Ivuo6Dip uai4m palgnop
aq ADw 14;6ual 1DDl}Jan
.uol,do aDDJq lvuo6ola
;nogy
10 All
10 ,JT
.0 All
.L ,£T
.0 12T
.9 ,TT
.£ ,6
.8 ,8
,TT 19
19 19
,L Al
pJvpuvj.S
.0 All
.0 ,JT
10 ,bT
10 ,JI
.0 12T
,L ,IT
.T ,OT
.8 ,6
AT ,L
It, ,L
,6 ,b
pn}S
Cl�
.0 ,b1
10 All
10 ,bT
10 All
10 121
,L ,IT
.T 101
,8 ,6
AT ,L
Av ,L
,6 ,J
E#
R
�
10 All
10 All
,0 ,JT
.0 1111
.T 121
,L ,TT
.2 101
,6 ,6
.L ,8
,£ 18
.OT It,
2#d
Q
.0 All
10 All
.0 1171
10 All
16 12T
,6 ,TT
,E 101
,TT ,6
.8 18
,S ,8
.I ,S
i#
x
.0 ,JI
.0 ,bT
.0 ,JT
,0 ,bT
10 12I
19 ,TT
,0 10I
It, 16
.S ,L
,0 ,L
.L ,b
pJvpuv}S
Q
.0 ,bT
,0 ,b1
.0 All
10 ,bl
10 ,2I
19 ,TT
.0 101
,8 ,6
,S 18
12 18
,L ,b
pn4-S
n
[1
.0 ,bi
10 ,JT
10 ,JT
10 All
10 '2I
19 ,TT
.0 10I
.8 16
.S ,8
,2 ,8
,L ,J
E#
C
-
Q
10 All
.0 All
.0 All
.0 ,JT
,I 12I
,L ,01
12 101
,6 ,6
.L ,8
,£ ,8
.01 ,b
2# / I#
A d
.0 IN
.0 ,JT
.L ,2T
.OT ,TT
101 10I
12 101
10 18
.9 ,L
10 19
.8 ,S
12 It,
pJopuo}S
10 ,JT
10 ,bT
.0 All
,b ,£T
.TT 10I
.9 101
.T ,6
.9 18
101 19
.S 19
,b ,J
pn:�S
—1 A CE
rD
.0 ,JT
.0 All
10 All
,b ,ET
,TT 10I
.9 ,OT
,T ,6
19 18
101 19
,S 19
Al ,J
E#
10 ,JI
10 ,bT
.0 All
,TT ,£T
.0 ,TT
.L ,01
.E ,6
AT ,8
.6 ,L
,9 ,L
,S ,b
2#
d S
/
,0 ,bI
,0 ,JT
.0 All
10 ,JT
.T ,TT
.8 ,01
A, ,6
.0 ,6
.IT ,L
.L ,L
.L ,1.
T#
.0 All
.0 ,bT
.L ,£T
,8 12T
,OT ,OT
,S ,0I
,8 ,8
.T 18
,S 19
,T 19
.2 ,b
pJvpuv}S
rD
bi .0 ,
.0 ,JT
,0 ,bT
,6 ,£T
.01 101
,S 10I
,T 16
.6 ,8
,9 ,L
IT ,L
.2 It,
pngS
d
n
10 All
10 All
10 All
,6 ,ET
AT 101
,S 101
,I ,6
.6 ,8
.6 ,L
.T ,L
.2 ,J
£#
C
c
10 ,b1
.0 All
.0 ,JT
,IT ,£T
.0 ITT
,L ,01
,£ ,6
AT 18
,6 ,L
.9 ,L
I!; ,b
2# / I#
d d J
.0 All
.T ,£T
A,,OT
.8 ,6
.TT ,e
A,,8
,L ,9
.2 19
.TT ,J
,L ,J
.9 ,£
puDpuD}S
n
.0 All
10 All
.8 Ill
.TT ,OT
.L ,6
.2 ,6
.S ,L
.TT 19
,L ,S
,£ ,S
16 ,£
pn}S
d Q
F�)
Q
.0 All
,0 ,JT
.8 ,TT
.TT ,OT
.L ,6
.2 ,6
.S ,L
.TT 19
.L ,S
.£ ,S
16 ,£
E#
10 1111
10 1171
18 121
.2 ,21
,L ,6
,£ ,6
.T 18
,6 ,L
AT 19
,L ,9
101 ,£
2#
d S
10 ,JI
.0 ,bT
.6 ,21
.J 12I
.8 ,6
,J 16
12 18
AT ,L
.TT 19
,8 19
10 ,J
I#
,0 ,bT
.0 ,JT
,I ,TT
.b 101
.9 ,6
,IT ,e
,I ,L
,L ,9
,E ,S
,TT It,
,8 ,E
pJvpuv�S
Q
F
.0 ,bi
,0 All
.9 ,2T
10 121
.9 ,6
,T ,6 _
.IT ,L
.8 ,L
.T 19
.6 ,S
.8 ,E
pn�S
d
n
.0 ,JI
.0 ,JT
.9 ,2T
,0 ,2T
,9 ,6
,I ,6
,IT ,L
,8 ,L
12 19
,6 ,S
,8 ,E
E#
C
.0 ,JI
10 All
.8 ,2T
,2 ,2T
.L ,6
.£ ,6
,I ,8
.6 ,L
.OI 19
,L ,9
.OT ,£
'8# / I#
d d `-'
g dnoig
y dnoJ9
g dnoJ9
y dnoJ9
g dnoJ9
y dnoJg
g dnoJD
y dnoJ9
g dnoJD
y dnoJD
saDID
oN
apvJ9 sapadS bupvd
lvDl}Jan algv�
aDVJg bx2
S
x aDvJH ,l, 9x2 (2)
x aDDJg .�. 9x2 CI)
xx aDVJg ,�, Jx2 (2)
x aDVJ x
H ,l. J 2 (I)
1K aDVJg .l, bxI (I)
00'T = }z)1 'Q aJnsodx3 'pasolDu3 4110I:�JDd ': NLAaH uoaW ,ST 'paadS PuIM Lidw 021 1J❑
00-T = :�z)1 'Q aJnsodx3 'pas0lou3 '10PH uoaW ,S1 'paadS puV1 uidw OJT 1J13
00'1 = 4.z)1 10 aJnsodx3 'pasolDu3 AllollJDd '}481aH uoaW ,SI 'paadS pulM 4dw OJT 1J0
00'T = �-z>j 'S a Ansodx3 'pasopu3 '4-g51aH uloaH ,ST 'paadS puiM qdw 09T 19T-L :]SSd
libq-ag 4.uawaDjo juia�j pn4-S ajci o9
'T'
Reinforcing
Member
Gable
Truss
Gable Detail
For Let -in Verticals
Gable Truss Plate Sizes
ppropriate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
to that covers the total area of
lapped plates to span the web.
„ 2*2X4
2X8
Yrovicle connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nails,
10d Common (0.148'x 3,',min) Nalls at 4' o,c, plus
(4) nails In the top and bottom chords,
Toenalled Nallsi
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 detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A2003OPED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015ENDIOOII tM19Pf1'OD `d,
S11530ENC100118, S12030ENC100118, S14030ENC 30 1001
S18030ENC100118, S20030ENC100118, SE0030E 01 �¢ Q�QP :a0 "
See appropriate Alpine gable detail for maxi •
'T' Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End -nail
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detall).
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
Example
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Relnf.
Mbr, Size
'T'
Increase
2x4
30
2x6
20
N-WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! �
w°DlPtY2TANTv FURNISH THIS DRAVDNG TO ALL CONTRACTORS INCLUDING THE INSTALLERS;:
. (rll0 T
REF LET -IN VERT
Trusses require extreme care In fabricating, handling, shlpping, InstallIng and bracing. Ref ` n
follow the latest edition of BCSI (BuildingComponent Safety Information,
DATE 01�02/2018
by TPI and SBCA) fa s t
practices prior to performing these functions. Installers shall provide temporary bracing pe ` BCSL 0
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo - m chor#1
."�.
{^} a
DRWG GBLLETIN0118
shall have a properly attached rlgld ceiling. Locations shown for permanent lateral restraint f so
shall have bracing Installed per BCSI sections 33, D7 or B10, as applicable. Apply to
fi@ v •
s
plates eao'&
of truss and position as shorn above and on the Joint Details, unless noted otherwise. .�
PI
Refer to drawings 160A-Z for standard plate positions.
`
gaaar
AN ITW COMPANY
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatl r1AL
this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin'L
installation & bracing of trusses.
•°eo �,i
C7 //
MAX, TOT, LD, 60 PSF
\\514\Earth\City\Expressway
A seal on this drawbg or cover i'g, indicates acceptance of professional
page llsUrg this draw '
engineering responsibility solely for the design The
1p, F ,�y�L
\\Suite\242
shorn. sWtablllty and use of this drowYg
for my structure Is the responsibility of the Building Designer, per ANSI/TPI 1 SecZ
% i>.oiioii
DUR, FAC, ANY
\1 Earth\ City,\ MO\ 63045
For more Information see this Job's general notes page and these web sites,
ALPINE, www.alptneitw.com) TPI, wwwApinst.orgl SBCA, nsbdndustry.argl ICG vwAccsafe.org
MAX. SPACING 24,0'
NAIL SPACING DETAIL
MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN. DOUBLE NAIL SPACINGS
AND STAGGER NAILING FOR TWO BLOCKS. GREATER SPACING MAY BE
REQUIRED TO AV❑ID SPLITTING,
BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF
NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL,
LOAD PERPENDICULAR TO GRAIN
A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS
OF NAILS (6 NAIL DIAMETERS)
B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS)
C - END DISTANCE (15 NAIL DIAMETERS)
LOAD PARALLEL TO GRAIN
A EDGE DISTANCE (6 NAIL DIAMETERS)
C - SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS)
D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS)
IF NAIL HOLES ARE PREB❑RED, SOME SPACING
MAY BE REDUCED BY THE AMOUNTS GIVEN
BEL❑WI C)K)K
X SPACING MAY BE REDUCED BY 50%
WW SPACING MAY BE REDUCED BY 33%
DIRECTI❑N
OF LOAD AND
NAIL ROWS
Z
W
J
c� LA LA i NAIL C3
LINE
—1
w
A
B )K
T
B/2 )K
A I
C �E�EI TRUSS
MEMBER
BLOCK
LOAD APPLIED PERPENDICULAR TO GRAIN
C)K
IA' D�I D
LOAD APPLIED PARALLEL
NAIL
LINE
MINIMUM NAIL SPACING DISTANCES
DISTANCES
NAIL TYPE
A
B)K
C)KW
D
8d
BOX (0.1130X 2,5',MIN)
3/4'
1
3/8'
1
3/4'
7/8'
10d
BOX (0,128'X 3,°,MIN)
7/8'
1
5/8'
2'
1"
12d
BOX (0.128'X 3,25',MIN)
7/8'
1
5/8'
2"
1"
16d
BOX (0.135'X 3.5",MIN)
7/8"
1
5/8'
2
1/8'
1 1/8'
20d
BOX (0,148"X 4,",MIN)
1"
1
7/8"
2
1/4"
1 1/8'
8d
COMMON (0,131'X 2,5',MIN)
7/8'
1
5/8'
2'
1"
10d
COMMON (0,148'X 3,',MIN)
1'
1
7/8'
2
1/4"
1 1/8'
12d
COMMON (0,148'X 3.25',MIN)
1'
1
7/8"
2
1/4"
1 1/8'
16d
COMMON (0,162'X 3.5',MIN)
1'
2'
2
1/2'
1 1/4'
GUN
(0,120"X 2,5",MIN)
3/4'
1
1/2'
1
7/8'
1'
GUN
(0,131'X 2.5',MIN)
7/8"
1
5/8"
2'
1"
GUN
(0,120"X 3,',MIN)
3/4" 1
1
1/2"
GUN
(0,131"X 3,',MIN)
7/8" 1
1
5/8° 1
2" 11"
` \ ��AWwaa,w,
wwINPURTANTan � THM DRAVAND D+c�uL �+T�i»RS TMS M THE uuTALLJERS REF NAIL SPACE
Trusses require extreme care In Fabricating, handling, shipping, Installing and bracing. Ref ` n� Is
Folio• the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fo s tyz • M DATE 10/O1/14
practices prior to performing these functions. Installers shall provide temporary bracing pe. BCSI. a r
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cholo pp rt • :
shall have n properly attached rigid ceiling. Locations shown for permanent later.( restrnlnt�)f sa fi� kJ • F� DRWG CNNAILSP1014
shall have bracing Installed per BCSI sections B3, B7 or 210, ns applicable. Apply plates to e¢
of truss and position as shown above and on the Joint Details, unless noted otherwise.
A PI E Refer to drawings 160A-2 for standard plate positions. i+ye
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devl¢tla r ®®®•w p®• '�
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship, een ot�•up,
AN ITW COMPANY Installation & brndng of trusses,
11
15141 Eanh1 Cit l Expressway e A seal on th., drnwhg or cover pope Usti,, this drnh,g, kxacates acceptance of professional
v p v nplmeering responsmuty solely for the design shown. The suitability and use of this drnwho + �vgjj�$6QT �a /10/2021
11Suite\242 For my structure Is the responsibility of the Budding Designer per ANSI/TPI 1 Sec2, his �
\ l Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites,
ALPINE, www.alpineltw.comi TPI, www.tpinst.orgi SBCA, www.sbclndustry.orgl ICO wwwJccsnfe.org
Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better
Dot Chord 2x4 SP #2N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better.
�O� Attach each valley to every supporting truss with:
535# connection or with (1) Simpson H2.5A or
equivalent connector for
ASCE 7-16 180 mph. 30' Mean Height, Part, Enc,
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00
Or
ASCE 7-16 160 mph. 30' Mean Height, Part, Enc,
Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates.
3X4
12
12 Max,
2X4 X4
�--- 8-0-0 Max
4X4
12
12 Max, I
1X3
1X3
1X3 5X4/SPL
X3
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,
ww* Note that the purlin spacing for'bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0',
Pitched Cut
Bottom Chord
Valley
6-0-0 It
(Max Spacing) 2X4
_1X3
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing.
Valle
Spacing
Square Cut
Bottom Chord
Valley
�o\9 ,
S�o-G���3tcse:ra�asel,
E
2X4
Stubbed Valley
End Detail
ses
m
4X4
Optional Hip
Joint Detail
T u e
2 ' o, ,
Partial Framing
Plan
„
P'
AN ITW COMPANY
11514\ EaAh\ Cily\ Expressway
11suite\242
>ovnRNIM— REM AM mine ALL NOTES ON THIS nRA"p'° �
■rUWQtTANT.■ FlkUSH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
Trusses require extreme care In fabricating, handling, shipping, Ifo m tion, band bracing. Refer °y
fallow the latest edition of HCSI (Building Component Safety Information, b TPI and SBCA) for f r
practices prior to performing these functions. Installers shall provide temporary brncing per SI.
Unless noted otherwise, top chord shall have properly attached structural sheathing and both chord..
shall have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint o re"ffi�/
shall have brncng Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each�ac
of truss and position as shorn above and an the Joint Details, unless noted otherwise. .�
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
Installation 4 bracing of trusses.
A sent on tins drawing or cover page Usti g this drawing, indicates acceptance of professk n t
engineeNng responsibility solely For the design stain. The suitability and use of this drarFgd�'p`°'
for any structuie Is the responsBANty of the Building Designer per ANSI/TPI I Sec.?-
�• P'U0 I
a m
r
•
a di 1
Ba o® r,
as • "4i
daa t
arr,irr«• '\ ,�
iBp ��ryd ,,�yZ
L`(y}/2()2 j
j§ tit
LL 30
TC DL 20
BC DL 10.
BC LL 0
TOT. LD, 60
30
15
10
0
40PSF
7 PSF
10 PSF
0 PSF
57PSF
REF VALLEY DETAIL
DATE 01/26/2018
DRWG VAL180160118
55
DUR.FAC, 1,25/1.33
1,15
1.15
1\Earth\City,\MO\63045
For more Information see this Job's general notes page and these web sites:SPACING
ALPINE rwralpineltw.comi TPB —Apint. sorgi SBCA, wrw,sbclndustry.orgi IM ve.o rlccsafrg
24
0'
A?
Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�31� Attach each valley to every supporting truss with,
(2) 16d box (0.135' x 3.5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TIC DL=5 psf, Kzt = 1,00, Max. Wind Speed based on
supporting truss material at connection location,
170 mph for SP (G = 0,55, min,),
155 mph for DF-L (G = 0,50, min,), or
120 mph for HF & SPF (G = 0,42, min,),
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses.
Bottom chord of valley trusses may be square or
pitched cut as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted In lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates.
3X4
12
12 Max, I
2X4 X4
-- 8-0-0 max
4X4
20-0-0 (++)
Supporting trusses at 24' o.c, maximum spacing,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 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,
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, F
So-L�,�yi:ti►mxio,
H.
e
� � •o �+Cr a
2X4
Stubbed Valley
End Detail
Common T usses
Optional Hip
Joint Detail
in
24't.
Partial Framing
Plan
—VARNM" READ AM FOUMV ALL NMS 1w THIS DRAVDiui +a O. {f17i5 t LL 30 30 40PSF REF VALLEY DETAIL
■-aWOtTANTww FURMSH THIS DRAVING TU ALL CUNTRACTMS INCLUBM THE INSTALLER ] •
Trusses reGure extreme care Lb Fabricating, handling, shipping, Installing and hrncIng. Re jkea e - TIC DL 20 15 7 PSF DATE O1/26/2018
F. llow the latest edition of BCSI OuRdIng Component Safety Information, by TPI and SECA) f fe •
practices prior to performing these functions. Installers shall provide temporary bracing HCSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and b on chord BC DL 10 10 10 PSF DRWG VALTN160118
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain of bs i'S
„ shall have bracing Installed per BCSI sections B3, B7 or 210, as applicable. Apply plates to e4h� e•• i Lr
A �' Re truss and position as shown above and on the Joint Details, unless noted otherwise. w �s d BC LL 0 0 0 PSF
Refer to drawings 160A-Z for standard plate positions. •*•'` o
Alpine, division of ITV Building Components Group Inc shall not be responsible for any devlatt +•w p o q
this drawing, any failure to buRd the truss In conformance with ANSI/TPI 1, or for hondgng, shippl g•wloan• r� j� TOT. LD, 60 55 57PSF
AN ITW COMPANY Instnllatlon 6 brndng of trusses.
1 \ 574\ Earth\ Ci \ Expressway A seal on this drawing or cover page Usthng this drawing, hdlcates acceptance of professional
H P y engineering resporeshbdlty solely for the design shorn. The suitability and use of this drawing
\\Suite\242 for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. �� �.php V-)/10/2021 DUR.FAC,1.25/1.33 1.15 1.15
\\Earth\City,\MO\63045 E° more Information
lbee this general notes ee and ese -esi
ALPINw■rnlpinetw.comTPDwww.tpinstoreSECA,v■,sbcldustry.orglICCww leb ecsofe.org SPACING 24,0'
a ' •
I VALLEY FRAMING & BRACING DETAIL I
f
R
BC
01
Lumber Size and Grade Minumum Reauirements
GENERAL NOTES
Purlins 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 II, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
ce the crippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gered between rows.
ITYP)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(••) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
3 16d toe -nails
%"-. Rey R . "' .....CRJ NRC YJCU) 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d(0.162"x3.5")COMMON NAILS
2x4
continuous lateral restraint (CLR) min. is required for cripples 5 -0 to 10 -0" long
nailed w/ 2 40d (0.146"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge
of cripple with 10d 10.128"4.0") nails at 6" o.e. "T' or scab must be 90 % of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces w/ "T' or scab. Use stress
graded lumber & box or common nails.
,Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
installed into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples If cripples fall between
lower truss top chords and lateral bracing is not used.
-Apply all nailing in accordance to current NDS requirem
Nails are common wire nails unless noted otherwise N, ff�Ay
i
�*0CEMS�
a (A) (B)")
"WARtDilri a READ Mao FDIAW ALL times ON TtaS DRAVDQ $ •
. gMTWT— FURKMr THS DRAV116 To ALL CanRACMRS DELIna/G TiE D6TALLER • y TC LL 20 30 40 54 REF VALLEY FRAMING
Trusses requFe extrane care In fabricatkq. WvakV, sHppk g. Installtkk'p,p nrd bracNp • RefeZ ,t��a,,n�� 76
foeoe the latest adltlan of BCS] t&ArMq Ca�ponent Safety inforrotlan,'by TPI and Saw foBmtvt1• C ° TC DL 10 20 7 7 DATE 10/01/14
pr=es prior to perfamkq these functions. Installers shall provide temporary bra
lHess noted othel.lse. chord shall have ard DeF DaL i J;
property °t`'"d e°"`t °` sheathing °"d bO�" `'°"' STATE OF BC DL 0 0 0 0 DRWG VACNV1801015
shrill hove a p,o My attached Npid celkq. Locations shown for permanent lateral restralt yF • Q
Q �� shrill Save b post lore as
per above
se W an th J or Die, as applkoble. Apply plates to end w
l� Iu\V'II of truss aM posftbn as chasm above and on tlx Jdnt 010' s, unless noted otherske. •. I� (� BC LL 0 0 0 0
V Refer to draskips 16OA-2 far standard plate posrdo '��i� ••e ORIOP•• �`�
Alpke, a dvislon of ITV EcAcKno Components Group Inc shall not be responsible for arty devlataonvj' ••• •.� • ` ��
•do a TOT. LD.30 50 47 61
AN iTW ODMiYJIY this 'l oskq, b haloes to build the 4 uss k conformance with ANSL/TPI 1, or for handlkV, shlpplrp. d
kutallatbn t bra
A zeal on this�A�-_a..,koi�pf, wcm;• w• tisM, this dm;k m a a�� oF , �trn.k S/ONAL ��; •�'•
f4r;; iany ..�«' i� e . responsibility do<` . lilt n.:ao.., per M,s1na1 1 serer a DUR. FAC. 1.25/1.15
13389 Lakehont Drive
EaM City, MO 63616 Far rare lnf m- ion see this Job's general notes Ppaape and these eb site:, .a ��
AIFDF� ...alptneFtecory TPL sss.tpanstnrol SDG4 eee.sbdr,dustryaq, Ilb m.i�afenro v SPACING SEE ABOVE