HomeMy WebLinkAboutRevisions; Truss Package Update�r-
d5
OFFICE USE ONLY:
DATE FILED:
REVISION FEE:
LOCATION/SITE
ADDRESS:
3209 Trinity Cir
PERMIT #
RECEIPT #
PLANNING & DEVELOPMENT SERVICES
BUILDING & CODE REGULATION DIVISION
2300 VIRGINIA AVENUE
FORT PIERCE, FL 34982-5652
j (772) 462-1553
APPLICATION FOR BUILDING PERMIT REVISIONS
PROJECT INFORMATION
Creekside Plat # 4, Lot 68-- Permit # 2002-0099
DETAILED DESCRIPTION OF PROJECT
REVISIONS:
Original signed and sealed Truss package for change of Truss company.
Permits were from 2017 building code, attached documents reflect 2017 building code
CONTRACTOR INFORMATION:
STATE of FL REG./CERT. #: CRC1327068
BUSINESS NAME: D R Horton Inc
QUALIFIERS NAME: Brian w Davidson
ADDRESS: 1430 Culver Dr NE,
CITY: Palm Bay STATE: FL
PHONE (DAYTIME): 321-953-3162
OWNER/BUILDER INFORMATION:
NAME:
ADDRESS:
CITY:
PHONE (DAYTIME:
STATE:
ARCHITECT/ENGINEER INFORMATION:
NAME:
ADDRESS:
CITY:
PHONE (DAYTIME):
SLCCC: 9123109
Revised 06130/17
STATE:
ST. LUCIE CO CERT. #:
FAX:
ivw.'w
rAA:
ZIP: 32907
ZIP:
ZIP:
Planning & Development Sendces
Building & Code regulation Division
2300 Virginia Avenue
Fort Pierce, FL 34982.
REVIEW COMMENTS
PROPERTY INFORMATION
Address: 3209 Trinity Cir Owner(s):
D R Horton Inc
City / State / Zip: Fort Pierce, FI 34945
Parcel #: 2327-502-0076-000/4 Jurisdiction: SAINT LUCIE COUNTY
Zoning: PUD Lot#: 68 Block:
APPLICATION INFORMATION
Permit Number: 2002-0099
Stories:
Permit Type: BUILDING RESIDENTIAL
(SFR UP TO 2 FLOORS)
CONTRACTOR INFORMATION
Contractor Name: Brian W Davidson
Business Name: D R Horton Inc
Business Addr: 1430 Culver Dr Ne
City / State I Zip: Palm Bay, FI 32907
REVIEWS AND COMMENTS
Review Type Status
Reviewed By
ADDRESSING ASSIGNMENT COMPLETE
Lori Bender
Comment:
DOCUMENTS MISSING APPROVED
Audrey Humphrey
Comment:
ENVIRONMENTAL REVIEW COMPLETE
Lynn Swartzel
Comment:
FRONT COUNTER REVIEW COMPLETE
Audrey Humphrey
Comment:
NOTIFIED FOR PICK UP COMPLETE
Ellen Vaughn
Comment:
PE REVIEW COMMENTS (2) COMPLETE
William Durden
Comment:
PLANS EXAMINER REVIEW COMPLETE
William Durden
Comment:
REVISIONS INCOMPLETE
William Durden
3/9/2021 Comment: CHANGE TO TRUSS MANUFACTURES.
1
Automatic Sprinkler System? No
Fax Number:
Email: Melbournepermitting@Drhor
ton.Com;
Bssmith@Drhorton.Com
Date Started Date Completed Date Released
2/19/2020 2/20/2020 2/20/2020
2l5/2020 12/14/2020 12/14/2020
2/11/2020 2/12/2020 2/12/2020
2/5/2020 2/5/2020 215/2020
11 /20/2020 11/20/2020 11 /20/2020
5/22/2020 11 /20/2020 11 /20/2020
2/27/2020 5/22/2020 5/22/2020
3/9/2021 jV
COP,,
Planning & Development Services
Building & Code Regulation Division
2300 Virginia Avenue
Fort Pierce, FL 34982
REVIEW COMMENTS
2
3/9/2021
Comment:
ENGINEERING PACKAGE DATED SEALS ARE NOT CURRENT. PLEASE SUBMIT CURRENT DATED
DOCUMENTS. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE.
3/9/2021
Comment:
ENGINEERING PACKAGE CODE / MISC CRITERIA IS INCORRECT. SEE SECTION 107 OF THE 2020 FLORIDA
BUILDING CODE.
Comment:
SUBMITTED DOCUMENTS ARE COPIES. DOCUMENTS THAT REQUIRE A SEAL AND SIGNATURE MUST BE
3/9/2021
SUMMITTED IN ITS ORIGINAL FORM WITH ORIGINAL SIGNATURES. SEE SECTION 107 OF THE 2020
FLORIDA BUILDING CODE.
3/9/2021
Comment:
MANUFACTURERS TRUSS DRAWINGS DESIGNER DATE NEEDS TO BE UPDATED. SEE SECTION 107 OF
THE 2020 FLORIDA BUILDING CODE.
3/9/2021
Comment:
MANUFACTURERS TRUSS DRAWINGS DESIGN CRITERIA IS INCORRECT. SEE SECTION 107 OF THE 2020
FLORIDA BUILDING CODE.
ZONING REVIEW
COMPLETE Lydia Galbraith 2/18/2020 2/18/2020 2/18/2020
Comment:
7,.
0
I
N
a
co
I
I
—
0
I
N
REFER TO EN L
PAIX FOR
CONNECTION.
.I
PLUM
TYPICAL 7AL—�`' SETBACK
CORNERSET LABELING
AND SPACING
SHINGLE ROOF
lid 21'-4" 4'-4- 16 14'-0' F,��
39'-8' !�'
Labeled End Mark
NOTE
DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFlCE BACK CHARGES
Total Truss Quantity = 72 DEPAR"OT BE TMMENT AACCEPTED
CARP�QrtERR CONTRACTORS ORSSROFAAMEERRIICA,IINC. 8777-29 E9C7
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND
ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
General Notes
1) bum= fat Irmo ow flat
9ideo bare tln top w PoAiely P*w van
2)::&ff" mbWemq nw=MAW 0110 e
3) N Tam opzN is 2r O.C. miy di rpis
sated.
4) Per T. Ptle k.% BOS-BI rernron.detim
Per a x-0.o6g atledd be piomd a M
mmimn aporiiy 15' O.0 apoa O.e we% m
�dm ' bel.oet aodl
flame refer m B ' for oy od60o.w bra*
deARL
ROOF LOADING SCHEDULE
TCDL = 70 PSF
BCLL = • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 R
WIND SPD/TYPF 160
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESIDENTIAL CAT II
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 pSF
DESIGN CRIfiERIA
FBC 2020
TPI 2014
Tmm member desp� & wmectorpL•Mes
are de ,p�MreAd for ASCE 7-16 and —amm
foran'dt.-."dw%pooemsaadcladdfMgs
and maiMwiMdferoe redstiog ry'�ems
• Tb,,,— havebeen revirnxd w wry• an
addmo.I 10#ps'm mbonom chmdlive
FLOOR LOADING SCHEDUL
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS AND UPLFTS
ARE SHORN ON ENGINEERING
WALL KEY
O B'-8•
s
•
�
�s
0 CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE Q N. W.
WINTER HAVEN FLORIDA 33880
PHONE.CBOW 959-8806
Fax. (e63) 294-2488
BUILDER D.R. HORTON STATEWIDE
PROJECT CREEESIDE
MODEL 1828/CALi/4EBB
CCA PROJ/MODEL/ALT
7A5/ 182EC E/ 02
ALT DESC
OTC OPT. Lo IR ./ tC ■ v COV. Lmm
LOT 88 BLOCK
DESIGNER
PAGE
RFS
1
3 TE
330 17
L'# 334501E
1 4 "=1
�r
�- ENGINEERING PACKAGE
C�6 Builder: DR HORTON /STATEWIDE _
b Project: [7A5�/3i�OC�REi�iSI�D�
Model/Building: 182EC,E
Lot Alt:�---
Lot: E8-----�-�
Address:
Block:
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
Unit:
t
0
10
W6
t
ALPINE
March 1-3,20.19
Mr. 'Bob. MW61haalls,
C.arO&ht6rZo.ntr6ct6r"s of Arn&riba, Ina:.
-3900 Avenue G, Northwest.
Winter Haveh,.-FL .33880-6201
Re: AlternatiV6 lh�tillationafor 4 single 019 carried truss with a width less
than the .' hanger .,width,A.and
Wood..bIorkingIQ:achieve fdll deslgo loadvalU6 for face- duhtedhangeratta6hnW,6n.aone ply -
Supporting girder (Reference Mail WA3M2).`.
Dear Bob,
For "a single ply carried truss with a. width 108than'the hanger width -you'.
'.. . can install gqll..a.prefabricated . jack'
scab .truss (I for wQQd.fIllerbj6ckihgIThe chordsizes; -chord and Alpine bhhector.plate(s) to.
be -the. same as the si6gle:ply'.carded truss. The prefabricated .jack :'.'scab 'truss ry,W.ilI li.4v6 a..minimu m_
length of 4Tand Will have a. minimum pitch .2 The single ply carried truss shall have..a reaction of
3, . .500,4 or le0s. Attach DrefEibricot6d.jack :tcab:tr.uss. wi . th. two. (2)rows� of 0.1 28"x3ff Gun
C ." . in . Nails at
O.C. stagger 6 d 1"{See 'Fl&tb I bdlbW). P16as6 -.f6f& to.the Sihipson ro ng-Tie,C.ata)o
9 C-C
201:9- - pqgP'?I 6. for more information:.,
Figure I
Fora s'irl g1lep 1'y*'-'* ifde'* rthat requires wood blocking to, adhi0yeJUll desigri load valueforface-mounted
hangers -attach one wood- block(*) to "the baqk face of s'i*ngle::pl'
. ..... y girderwith the, same size and
grade. as the bottom.- 6.hbtd.. Of the singlia. -ply girder. The: wood block length to.- be such that Ahe':wood
blockihg- -extends to each adja'dent"pahol pQihts;(W6bs'--ah'd bott�6michord intersectionsI-A . ft . a h wood
block rows. of 0.-1 -28', X3.01i dun Nails at- 01. 0.. perrow. staggered: 3.0 applied to the
.1.
6766For.um Drive Suite 505., brin.d.o.- FL. 328.2-!
-www.al*Pi'neitw.com
�
r
~
ALPINE
single. ply -girder f�ce� with an ad.ditio-na.l.(.29) 0J.2.8,!x3,W'(3un Nails jqt..each- pan
el point appjied to 'the,
iri
,_g- -.-^ 'd,._ . _ -_-- '--...--_-
'
_ --... ...... .... ... -____-___....... ... ..... _-___... ... _`---__-_____- ___-___'--_--__-'-____-____-----'_----_-'-_-' -
T-he ----of '�--------'-ckscabttudwformood ------`±fvood '-' ---g tip, r-`-'�
fUU
design k»adva(kuaforhangers nust by the.
- _d ~'-andbhd .eind .,' naU . must. be -��td ._'','-_=of
If|can.beCfany further assistance,.or if yooheve anyquestionsi please7give -me o '
Orlando, FL
�_72FML �
Y90.`1.Am6y
^ �
STATE OF
��
6750PorUnrOdve {�1abd6,. F432821- �9790-(863}422-8885
z6rh
lil
ALPINE
AN"C(W-PANY
April 26zI.:201W
Mr. Bob MIC66611S
Ca.rpehter Coritradtors -of.America, Inc.
390.0 Avenue G: Northwest
Wint& HW6n, FL 33880-6201
Dear. Bob,.
.R6'- Str6noba'ck bridging; on roof. 'of trusses.
I understand -there is §oi-h6. concern -over our recommendations f6r.'strdhdback bridging on lo of trusses,
'8frongbApk bridging for roof trusses is not.a requireMent of A.N.Sl=TPI 2-QI 4 nor Is it a req uirement:ofthe
Building Component -Safety, information - .(BCS.). But strongback. bridging OrY roof-- :trusses is
recomr6en-clied by Carpenter,_ Cdhtrabtdrs of. Ambfica:,.-Str6hgb40k, bfldOihg se rivie-s'' the:. following. two...
functions:'
- One, bridging aligns the bottom chords after-fhpy: pre- set -sa t.biev are uniform. along the teilibg
line: Eind.hb
Two; bridging reduces rielaitive" deiflecti6fi of. adjacent: tfUss6s:,
Str7ongback bridg'in g.doe's. h'ot;pr6 ; Vent or reduce -overall indi'Vidual deflection, especially any r66f"VU69691
. dpflog(in ... ........ . ... .... ....... ............. . . .....
. .. .. ....... ........ ... _g_Mqu! than I��I"c..
an
Sirongopck- bridging in roof. trusses does not serve as. I ry empora. o e permanent bracing . and is not
irtend6d td.distributO or share design loads. b:etoeen irUts.e..s. Con.sequeIn.tly, no design load$ have'
been accounted for With this detail and continuous strohgback'Mcigirig should; not :be :attachedbetweencommon. and girde.r trusses-. The. use Hof strongbacK . bridging` shall not. interfere w . ith other, d . e sjgn
considerations as, specified the Engiheb.rbf Record or the BUilding: Designer.
The outer ends ofthestroqgback, bridging shall be attoched.-Io a wall
11 or anothorzecure end._restraint;
t, or
as sppciffed:.by the e 56 ihe' g t of R66ofd orthd Building
.Designer.
Str6figback- bridging" shall. be a. minimum of 2j(6 horbihbf lUm.,ibet. oriented ihiith, th-0 depth. Vertical- Attach
with each ) led PqMrPQn nails 0.1'621�x&5") pails at:. intersecting rhernbet. When -extending the-
strdngbatk to
bridging overlap by At'a .minimum of two frostes. The,.Joca iq . of.. strong6ack: bridging.,:
-
maybespecified. .by the Truss Mdnifjfiaaurer,. Ehgihe&r, of , R66ord,_ or Building De§idrlet., -Please
B C-81 "StrangbAdking'Provisions" or to fidpin6.: MOROPI.04 debail for more information. The. grpipbidl
shown (Figure_ 1) is:for generic :illustrative purpose only.
P F: o 22 Forum Drjve:9uit6 305, OflMdo, FL 32821- (80Q)-521:-979Q--.(863) 4 -8685
Ll
ALPINE
IN NA.. U L_ i* f-% -L L. v . I
Figured.
If Vcain. bb of any further assistance' or -if you have any questions; ple.ape..'give..me a c.all..
No-70861 I
STATE 0
Chief gpgkippev
--ZORl
Alphe an I-TW'Company o�" �Pi: **4 j'.-!
Engineering Depai meet t
Deldn.daV FL. 82821.
6760 - Forum Drive Suite'.305, Orlando; FL 22821' (800�. 521-9.790- - (863)422-�8685
www.b1pirijai .coa . i
w
0 s
S.TRONGBACK, .BRIDGING RECOMMENDATIONS
o-All scab --on blocks thall:.be. (x .Minimum. 1&4
BRIDGING TOGETHER
'stress graded lumber;'
so-All..-stngngback bridging .and bracing -shalt .be::a.
minlrnum 2x6 'stressgrocie:d:IuHbel^:"
4'
►'.The pur ose, of strop 'back brld Iha,1 to'
p. 9 9
"0-" ATTACH SCAB WITH'10d:BOVGUN..
develop load sharing between ladlvldual trusses,:
:41 '_V 4i6. c0.128'x3A'> NAILS']N:2 RDLIS`AT
D.C.
re UtIno In -an-oVdrall .Ih&&6.se' In, -the
,SCAB' .64
NDTEr :IN LIEUA3F: SPLICING, AS' SHOWN, i
Stlffne5s O 'the: f IOOr. S.yS tel+1 2XG
LAP."STRDNGBACK-BRIBGING NEHBERS }
FOR. AT' LEAST DNE .7RUSS:,SPACING r
s'ti^on. back brld In dkItIoned• ,as ,Mown In
9 : 9 9% •P
STRONGBACK ' BRIDGING' ;SPLICE DETAIL.
details, .1srec:ommencled .at 10' =0' .o.c. (max;>
Jw--The terms: 'bridging' and 'bracing' :are sorletimes
NOTES Details J. and 2. are 'the ;gYtef.erred' attachrlee t Methods
ATTACH STRDNGBACK TD
wEs:ui cai 1ad:cDNMoN
mistakenly 'used' Inter Changeably 'Bracing' Is, nn
C0.148 x3') , .NAIL $ 'DR
O
Im octant structural r.e ulrernent bf :4n floor
p. q,• .. Y
c01M EOxlGUN
O. a8 xU').. NAILS
or. roo.f :sgs.tem. Refer to' the Truss. D'e51gn
-Dr.q; Ing (TDD). for the; .,bracing re.quirerients -for
each lndlvldu:M ,truss component, 'Bridging f
o
particularly 'strongba6k.' :bridging' .Is' ;a:
°
recothrlendcttlon' for a truss system to. help
a'
contr..ol .vlbratloh. In: addition= to :aidlrtig.. In the:
distrlbutlon of point' loads between adjacent
truss, •strongback bridging. serves' to reduce
^-
° wi USpSTRDNGBACK 8R]DGING.
0 REMENTS ,
'to IW None' re ulred ,
pounce. or r. eslauca vlgrq lion'. `i?Esurcing, from
Mgving point loads; !such as footsteps-.
W. ia•20 ra:(d carkr of
hod caMMON.<o;14e!x3:o') art �,,.�, a �:"�
VGUN (0128'x3A')'NAILS `AT 24. OUNIMUM STRCNGBACK,.'. to. 01*19
TnP•-AND.-.BElTtOK:nF 2x RESTRAINED.AT' EAnWEND. ` r10. faserl7aipdrh�
The performance of nil floor �ysterls •are
enhanced 'lay. the. Insiallat(oh of :strongback-
bridging and •therefore :Is. s'trongty recommended
30d
OR'
AN DWMM %W
11723 Rlviipart Odva
SWl@ 200
r. Malylaad HelpMs.MO6304p
A
- _
by Alpine,
For additlon4l ,infdpma'tion regardiitig. str.ongbagk
3.`
bridging, refer -t ;3CS1
Guilding Component
'
Safety' Information).
°
e
I
ATTACH STRDNGBACK
-M BDTTO4 OM -WI W3
1O AID -..
t�iNdmtHiily7j
\\1Nj
4CK $RIDGING ATTACNMENI ALTERNATIVES
•.-
• rN+r.. flllaaSH T4S:L�AY1NCTh A1L calrwl�ols DCIUL�( TE alshll.tM
!•.• :•
LL:
PSF'
REF •STRDNGBACK
.. .
rrs rwq,i t; ex*,ir Csre.N'fow-lc4*p, hiandlhp. h:taUyf�� onhl'bnee� ldifrr #o:Ord
the latest etlltbn of 3LC51 OWdeq CaAporwn! Safet xnatbn. by T'1 ond.>:PCa for saietyf
.s pkw- top rrfr�p.lMsr-fiiktkxs. L-atafters OcV t i
.- .1 ;
No. 7086'1.
TG' M.
;PSF
DATE 4U%01/,14 ..
shall 1»r NISL
ratty otMrdre, top lord shall hour properly dttadwrd xbvctr ahwo. "baiton:�
rw p property atkched rtdd erliri Leeotbv::staen foie grrosrtn}:Iaterol:resiroht of'weld
y,l
- - .
I
s
C xDL
PSF
DRWG STRBRI$R1U14:
-
IVbrnryq k.wul4d per, XSI'Sect 6v 9.3 ai' ar 310 of appllf,0ar. plates. t°; to h4act.
rs and pe la tbn or ibom.abave end an the' JoKt Drtols, lil_ ell rated o rsbi..
.
.•
�.
?SF
ta_dra .160! Z.for:stv,*rd & posWorim, -
� QQrrpp�� par, .fon�;y
tid".dMkbn'eFdTVtoriVarPtii -' ine. Lhau'nottie'res
HoA�F.�6rnefedal o, i°'6rid. thw tneerin emforrw.ee,:l/lf war77P17. or forhel�alha. ,sh4pFq:
'd.t :
.�
��:TA � F�:.•:
.: •.
,'ALL-
...
.1." D.PSF
...
.
d' aA.i. Nr :MNip ar •rovsr pope . aft iris droweO. YbcotM aaceptsnar of praessteriel
' safety far .tM efmn; -Tr ww use ef: *h *
r` ' a` n `er '"a
�
•. �/
r • �i O
r. +I(. • •
FAC
1.00 .
.perWrlb
.r x A+w++r: Per
. ,Iklri+a'dkalpner per N�YLPLS�seeE:
sW Ilp ifearp
i�• �
..yrb�
••ea:ii ' ,
�'S . ..
. ALPDD ..rye
>w�. TPit tin3pku' t4ry SDCNI'n�.as ustry,o'oii s�i.ime
PACING:
•
�
yI'Nlrihrilnn .It n .
'IF' PALLETS'OP -_a4N OU V dmf .0-161644 WFUHING MORE
-`t000 - ZR. f TnPS�t§. SHOSINa tjAN O'BE PLAOEU 4 T - T,
4C C ON MX7t'-:R'XAL.-
W[ NTRATE9 , 0 A-* 16
Mug
L
0 ov Pl &NP -2,4,
"LEA -Tr
ROT. J5 I SZt -AJPPRQPRTA %R: AVP Mt �tA i L.0 BER LAM'S AND.:
DA.-T-A -Q.THEfl N.Q
't-d IvE -M r :NOT 'No RAI- IAL -ANQ
90, M,116TALL. ld D.Tv. T-1,1H
ovf;,.. x IS
-W U Altff
'S PY Y-W - 6 :RA&T-01R. A i
2's
41k-Oac. Monk igg go'gir/ ,
p
VT:
S UFLGO 6810
. ... ... .... .. ...
U. SSEI
I.S. Ff U.-Tv"m
PO 8T:S-
SCALE.
ri E.: •- - p
17
'Elm Hel 3007-4
c P. M.,
UP,
f. to
r
Cracked or Broken Member Repair Detall
Load Duration = 0%
This drawing specifies repairs for a truss with broken chard Member forces may be Increased for Duration of Load
or web member.
This design Is valid onlyy for single ply trusses with 2x4 or
2x6 broken members, No more than one break per chord panel
and no more than two breaks per truss are allowed,
Contact the truss manufacturer for any repairs that do not
comply with this detall.
(B) = Damnged area, 12' max length of damaged section
(L) = Mlnlmum malting distance on each side of damaged area CB)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and j
species as damaged member, Applyy one scab per face,
Minimum side member length(s) = (2)(L) + (B)
Scab member length (S) must be within the broken panel,
Nail Into 2x4 members using two (2) rows at 4' o.c., rows staggered,
Nall Into 2x6 members using three (3) rows at 4' o.c., rows staggered.
Nail using 10d box or gun malls (0,12814', men) Into each side member.
The maximum permitted lumber grade for -use with this
detail Is limited to Vlsuol grade 41 'and MSR grade 1650f.
This . repair detail may be used for broken connector plate at
mid -panel splices.
This repair detail mayy not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tie-in loads,
S.
L L
a
�Typicat
+ 0 + 0 + 0' + 0
O + O + O + O +
Str
agger
+ = Back Face 10d Box (0.128' x 3', min) Nallsl
o = Front Face 2x4 Member, - Double Raw Staggered
2x6 Member - Triple Row Staggered
r
Maximum Member Axial Force .
Memher�
Size
L
SPF-C
HF
DF-L
SYP
Web Only '
2x4
12'
6204
635#
730#
8000
Web Only
2x4
18'
975#
1055#
1295#
1415#
Web or Chord
2x4
r
24
975#
1055#
1495#
1745#
Web or Cord
2x6
1465#
15B5#
2245#
2620#
Web or Chord
2x4
30r
1910#
1960#
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36,
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
4395#
4500#
5225#
5725#
Web or Chord
2x4
TSS
3460#
3540#
4070#
4445#
Web or Cj ord
2x6
5165#
1 5280#
6095#
6660#
Nail Spacing Detail
MWARWNWcs READ AND f'OLI.W ALL NOTES ON THIS DRAVMQI
W]WORTANTww rMSH THIS DRAVDA TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
muses rlallb•t ewtrrnt Cart h fabACMIna. handlhp, shlpo'rw. Ins/a10a and bradna. Refer to
jAt�PONIF_
AN rrW 0DMPANY
tSaeeLskafronladw Itar any
Ea.lh ORy, MO 63045
tie60
fact
ITV IURdIn Conpentnts Oroup Inc, shaU not be esralble forarry devlaVcn f
rr to bW1 *� t truss 6+ con/prnancr with ANSIMI 1, r for i,■ndi�q, ahIPDNq,
N irusses.
np 7 COVar po Matte INs dra■txg, ldates acceptance of pre wEaland
Ky solely for 1 desgn riarti Ths mAtabllty and USE of iNs Jdrawkv
the r"ponsUtty of the ➢JL*4 Dssgner per ANSUTPI I Sect.
I lefarnoikn set this Job'r penerM notts page _afld ihtst_web sltts._
i
yJNnun D L
L Dletanee
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8
L
ACING
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ear
REF MEMBER REPAIR
DATE 10/01/14
DRWG REPCHRD1014
24,0' MAX �S
I
11-
RIDGE
BOARD
(2xi)
% Hdlgfiv-
01 Valley
C Material
COLLAR SEAWFVERY MRA
FAIR -OF RAFTERS
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t�t,7:
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pplies alioys wb.-tho: 1'n'a�li.bf@;Wng under i
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ki i :kQ;Ptr.. t
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prneticei,.prior. to �Jlc YL .0 ri 0
'tA
ISTATE: OF 14 0 .0 a 0
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tee
OR%
w
hforhs*c* ir jws Figap m P, b il
.. .. ... Construction Connectors ki
Face -Mount Hangers - I -Joists, Glulam and SCL
tS 6'
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
a"r
0
Carded
j `� Dimensions
Fasteners ,
Memberin.
)
Allowable Loads
Acfua! ..,
Joist
:Model
Code
„Min
/
DF/SP `=
SPF/Ii
Sae -
No
a�
Web'
"?
Max
Species Header
Species Header
Ref.'
{tn)
y
E5
Stiff
Regd.
W
H
B:
Face
Jast
Uplift
Floor
-
Snow.
,
Roof,
y
Floor
�
€ Snow
Roof
(160)
{.1Q0)
(115)
(125)1
(100)_
1 (115)
(125) j
IUS2.56/16
-
2%
16
2
Min.
(14) 0.148 x 3
-
70
1,660
1,805
1,805
1,425
1,555
1,555
Max.
(16) 0.148 x 3
-
7( l
unr
1,&.05
1,805
v
1,805
; y„
:,5ES
rrr
1,555
1 1,555
21/z x 16
MIU2.56/16
-
29A6
157AG
21/z
-
(24) 0.162 x 31/2
(2) 0.148 x 11h
230
3,455
3,920
4,045
2,970
3,370
3,480
U314
✓
29/16
101h
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11/z"
970
1,945
2,205
2,375
1,675
1,895
2,045
HU316 / HUC316
✓
29ti6
141/8
21/2
-
(20) 0.162 x 31/z
(8) 0.148 x 11/z
1,515
2,975
3,360
3,610
2,565
2,895
3,110
I8C,
-n_" ya
P MIU2.5fi/1$
-.
2�h6
i7?e=;:
`2lz
' -
26 Q 162 x 31/za -
( )
2 0,148 x 1 t/z -
( )
230 .
3,745
4;045;
4;045"(
3�220"j
3,480
13,480
LA
21h x 20 MIU2.56/20 - 29/r61 193/6 121h - (28) 0.162 x 31h 1 (2) 0.148 x 11/z 1 230 14,030 4,060 4,060 3,465 13,49513,495
21ix22
MIU2.56I20 � ✓ 29/ie 197h6'' 21h (28) 6162.x 3M2 (2).0.748 X 11h 230 4,030 4 060 4;060, 3',465?(3,495 3,495
to 26 "
29ti6 x 91/4 29ti6" wide joists use the same hangers as 21/z" wide joists and have the same bads.
to 26
/8, 0 "Yt� %� L'h.1 max. ' (It5) U.tbL x 3'h : , ou) U.14iS X 3 .:: -,et,. 4,t?UU IS,ULU� 3,LbU',G,3U5I Z,bUb `L,t1UU IBC,
• - 31/8 111/a 2%. - (20) 0.162 x 31h (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL,
✓ 31/8 109fie 21/z Max. (22) 0.162 x 31h (10) 0.148 x 3' 1,795 3;275' 3,695 3,970 2,820 j"3,180 3,425 LA
ai/; °.ty a/' !'1) r9m r tn9 V a, 1ym AIAa Y R , : , �° a tm n nzn l d zzr"i i,m� l i a7n 1 � ���<
FL
IBC,
FL
W U3.G�- UJ = ._
•
-'- ..3�1/41
.-
(l b) '14. X L",/2 JUJ
(iLJ. l4,,X'G vz JUyI'
D,aOb
b, GU"
t,;;?,l U=
, , 31;;
4ni54U
"�,'t
:3,4t)*
HHUS46
-
3%
51/a
3
-
(14) 0.162 x 31/2
(6) 0.162 x 31/z
1,320
2,785
3,155
3,405
2,395
2,715
2,930
31/z x 51/a
HGUS46
• •
-
35/8
06
4
-
20 0.162 x 31/z
( )
1
(8) 0.162 x 3 /z
2,155
4,360
4,885
5,230
3,750
4,200
4,500
HUS48
•"
-
' 3s�46
-"61616
2 ."
=
(6),0' 162x 31/
(6) 0.162 x 31/z
1,320
1,595
1,815
1,960
1,365
1,555
1,680
31h x 71/4
°HHUS48>. "°-
•
3 /8
71/e ,,,
" 3
: - ,
(2'2) C 162 x 3'%z
, (8) 0.162 x 3"1/z"'
,78 }�
.4;`210
'4,770{
5;140
13;613
4,095
4,413
;HGUS4$
•:.
.
'3$/s
7
4
"-
(36) 4:162 x 31/2,
, (12) 062 x 31h":',
:3,235
T960
�460'
7,460
6415
J16,415
6,415a
IUS3.56/9.5
-
35/6
91/z
2
-
(10) 0.148 x 3
-
70
1,185
1,345
1,455
1.020
1,160
1,250
MIU3.56/9
•
• -
39A6
813/16
21/2
-
(16) 0.162 x 31/2
(2) 0.148 x 11/z
210
2,305
2,615
2,820
1,980
12,245
12,425
U410
✓
39/16
83/8
2
-
(14) 0.162 x 31/z
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
11,965
12,120
HUS410
-
39/is
87SAr
2
-
(8) 0.162 x 31/z
(8) 0.162 x 31/z
2,990
2,125
2,420
2,615
1.820
2,070
2,240
HHUS410
-
3%
9
3
-
(30) 0.162 x 31/z
(10) 0.162 x 31/z
3,565
5,635
6,380
6,445
4,845
5,486
5,545
31/z x 9Yz
HU410/HUC410
• •
• ✓
39/is
8%
21/z
-
(36) 0.162 x 31/z
(12) 0.162 x 31/z
3,235
7,460
7,460
7,460
6,415
6,415
6,415
HUC0410-SDS
• •
-
39As
9
3
-
(12)114" x 21/z" SDS
(6)114" x 21/z" SDS
21265
4,500
4,500
4,500
3,240
3,240
3,240
HGUS410
• •
-
35/e
91/16
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
7,825
7,825
7,825
IBC,
LGU3.63 SDS
-
35/6
8 to 30
41/z
-
(16)1/4" x 21/z" SDS
(12)1/4" x 21/z" SDS
5,555
6,720
6,720
6,720
4,840
14,840
4,840
LA
MGU3.63-SDS
• •
-
35/a
91/4 to 30
1 41h
I -
(24)1/4" x 21h" SDS
(16)1/4" x 21/z" SDS
7,260
9,450
97450
9,450
6,80516,805
6,805
1A %a:?.
G /z
%
(GU) UJt3Z-X,3%z'"
; /) U.14?5 X 172
GIV 1z,tiou",
I
L,NJb
U414
39f 6
j ' 10
2 _
"=
" (16) 0.162 x 31/z'"'
(6}.0.148 x3,' :
970
2,305
2,615'
2,820
1980"
2,24'5
2,425
3
9
3 .r
- "
(30) 0162 x 31/2 e
(100.162 x 31h"
3 565
5,635
"6;380
6,445
4,895 {
5;486
5,545
0412 "`
• •
i gAd
:101h
2"
._
(10),Q:162x31h`'
(10)�0.162.x311iA31
5
2,660
3,025
3,2652,-27512,590
2,795'
117/e ;
iHU412 J HUC412
...
�
s
3 he
105/e'�
,
2 /z
Min
Max
(16);0.162 x 3?Jz
(22);0;762x 31/z
{6) 0198 x 3 "
(10) 0;148 x 3 ";
' 1135
_?,r vy
2,380
3,�75
2,685
3;695
2 8'§
3 970'
2;050
2,820
2,315
.3;180
2 490;
3,425'
HUC0412-SDS
=
39/te
11 , .
`-
(14)"1/V X 2?h". SDS
{6)1/4" x
HGUS412
35/8
107/�6 `
4 °
-
° (56) 0:162 x 3?h
` (20)'0.162 x 31/2
5;040
9,400
9,400`
9,400
$085 }
8;085
8,085!
=LGU3 63 SDS_
-",
35/a
8 t03Q
4?/z
=
(16)1/a",x 21/i' SDS
(12)%4" x21h': SDS'
5,555'
6;720
6,720
6,720
4;840
4;840 14,840
., .eAA('J
I']G'-�:C(1C
a•�i
5/
A
All
Nail 11.1- 1D, CNI
/i L\'1Y.n „',jyLOl1R
�1GA
[1':fG»
11 nGIf
AAGA�c'o,1
G'il
one it
nnG<
46
See footnotes on p.150.
Simpson Strong-TieO Wood Construction Connectors
Adjustable Truss Hangers
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail,pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation — The straps must be'field formed
over the header — see table for minimum top -flange requirements.
Install top and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
- the THA29; nails used for joist attachment must be driven at an -
angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps.will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
3W (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
13/a' for
THAC422
for
122-2
126-2
THAC422
13/: typical
21h' for THA422-2
and THA426-2
THA418
Mir
Face nails Top nails
portable per table
Double.42—
2face nails
Use full table value
(total)
Single 42—
4 top nails
See �:>
(total)
nailer table .
• "
%Y Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation. on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of head
® Double -Shear ,�-
Double- Nai6n s Dome Double -Shear
Shear Side View; Nailing Side View
Nailing Do not (Available on
Top View I bend tab 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
IYpjr ai I J lmcv
Top Flange Installation
-or to
tnote 5
p.187
86
SIMPSON
THA/THAC
..................................................................................................................................................................... ...,................... .................. ......................................................... _.......... _................................... _..... _.......
Adjustable Truss Hangers (cont.)
ID These products are available with additional corrosion protection. For more information, see p.15.
KI
53
THA29 18 15/e 911A6 5y/s 11/2 - (2) 0.148 x 3 1 (6) 0.148 x 3 1 (4) 0.148 x 3 525 1 1,750 11,750 1 1,750 1 450 1,330 11,330 1 1,330
27%, - (4) 0.148 x 3 1 (6) 0.148 x 3 1 (4) 0.148 x 3 525 1 2:610.2.610 1 2,610 1 4561 11,985 11,985 1 1,985
THA218
18
1 %
17-46
51/z
1 2
-
(4) 0148 x 3
(2)0.1480
(4) 0.148 x 11/z
11,460
1:4601
1,460
-
1; 10
1 11110
1,110
TNA2182
`. 6"
31/a
171146
(4}t%f62X3Yz'(2)0162x31h
,(6}0148X3
1,,
1 6„'
1,9 5.'~
IBC,
FL,
.
...
__
..
LA
THA222-2
16
3Ya
22Yts
8
2
-
(4) 0.162 x 31h
(2) 0.162 x 31h
(6)0.148x3
1,960
1;995
1,895
-
1490
1,515
1,515
THA413-:
18.
3s/a
135A6
411z"
2
-
(4)Q148x3
''(2)0148X3
"(4)0148X3
i
i.v3}
1,530
` 1 30'° "
-
•. i,38o,
1,1k5 '
1,1(�5
THA418
16
3%
171/z
77/a
2
-
(4) 0.162 x 31/z
(2) 0.162 x 31/z
(6) 0.148 x 3
-
1.960
1;995
1,995
-
1490
1,515
1,515
THA426
14
3s/s
26
77/a 1
2
1
-
(4) 0.162 x 3Yz
(4) 0.162 x 3Yz
(6) 0.162 x 31/zI
12,43512,4351
2,435 1
12,095_12,0951
2,095
THA422-2
71
7Ya
22t1tis
93/a`:
2 ''
- -1(4)0.162x3'/21(4)0.162x3`/�1(6)0.162x3'hI
(4� 0162 x 31h
"(4) 0.162 x 31h
(6) 0162 x 31h
<' ,., *
3,330
3,330
'. 3;330 ' ,
-
2,865
2,865
2,865
FL
THA426-2
14
7Ya
261/a
9a/a
2
-
-
3,330
3,330
3,330 1
-
1 2,865
12,8651
2,865
THA29 18 1 % 911/s 51/a 1 9111is
13s '51h -
THA213 18
THA218 18 11 s/a IMAJ 51/z 1 1 1 AA,, I-
THA222-2 16 1 3Ya 22Y,s 8 1- 146 1-
THA413 • 1$ 3s/a 13�s 41h 13g%
THA418 16 1 35/a 1171h 1 77A6 1 - 141% 1- -
THA426 1 14 1 3s/a 1 26 1 77/a I- 1 16% 1 -
THA426-2 14 1 7% 261/s 9a/a 1 18 -
(16) 0.148 x 3 1 (4) 0.148 x 3 1 525 12,26512.,2651 2,265 1 450 11950 11950 1 1950
(14) 0.148 x 3
°_(4) 0146 x 8°:
3`
2,u4a
2 340;
' ,450 .
73
- 6
2010
2108,
(18) 0.148 x 3
(4) 0.148 x 3
855
2,450
2,450
2,450
735
2105
2105
2105
(22) 0162°x31h
(6),0:1;62 X 31h
_.
t,855
�3�21
i 10
„ 1 , •;'
-.
1595,
5'a
2,8 5
2,84 ' :
IBC,
(22) 0.162 x 31/z
(6) 0.162 x 31h
1,855
3;310
3,310
3,310
1,595
2,845
2.845
2,845
FL
LA
(14)'0.148=x3.
(4)0.148x8
`• ` 55
2,045
2;340
2,4"50
78
, 6G
2,0' 0
2,105
(22) 0.162 x 3Yz
(6) 0.162 x 3Yz
1,855
3:310
3,310
3,310
1595
2:845
2,845
2,845
(30) 0.162 x 3Yz
(6) 0.162 x 31h
1,855
4,415
4,480
4,480
1,595
3,795
3,855
3,855
(30) 0.1 62x31h
(6) 0162 x 31h
'1 855
5,170
5,520;
; , 5,520• '
-1 595
4,'445,
4,745'
'4,745. ,,
FL
(38) 0.162 x 3Yz
(6) 0.162 x 3Yz
1,855
5,520
5,520
5,520
1,595
4,745
4,745
4,745
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11/2" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation loads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted doubt -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
LUS/MUS/H US/H H US/H G US
Face -Mount Joist 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 double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
nnovative double -shear nailing that distributes the load through
iv�o poinls on each ;gist nail for greater strength, This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• Not desidried fdF'welded or nailer applications.
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nairing
Top View
1' for 2x'
1'fie"for4%
o'
m
H
�W B
LUS28
HHUS210-2
HGUS28-2
MUS28
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
aba
19
0
WE
�e
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers (cont.)
d
1. See table below for allowable bads.
=
Model.
No
M1e, a
Heel°' Ga
Helga
Dimerfs►ons (in j
Fasteners
B'
Carrying �'-. Carried
;Member Member
Single 2x Sizes
LUS24
LUS26' .•
�4?Is,-"r
18,
1%
31/a
131a1
(4) 0148 x 3•> >
(2) 0.148 x 3
1s/ia .
43/a
1?7a.
(4}40148x3�,�
(4)'0.148x3
MUS26
4"/t6
18
1 9A 6
53A6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
45/ie
16
15/a
53/a
3 j
(14) 0.162 x 31/2
(6) 0.162 x 31/2
HGUS26-_
46Ae k'
=12 e;
;:15%a
5a/e
5
('Qto,162xW/z'.
=(8)0,162x3l/2"'
MUS28'.
4s
' 18"'�19/a°
'-`651e '1?%a:
"'(6)0.148X3")
°(4)0:1�48X3,
MUS28
6-A6
18
19A6
6'N6
2
(8) 0.148 x 3
(8) 0.148 x 3
HU 228
61/2
16
15/e
7
3
(22) 0.162 x 31/2
(8) 0.162 x 3'h
HGUS28
69/ia
12
15/a
71/a
5
(36) 0.162 x 31/2
(12) 0.162 x 31h
LUS210 "
411e `
18'
19/a
7,1Y,a;,
13/a .
' ' {8) 014$ X 3 .
(4) 0148 x 3
HUS210'
'.;83/a`.
,1fi"
151a
79 -
'-3,`-{30)0.162x,3'h,,.(10)0:162x3'h`°
-HGUS210
8 f e_
12�
15%,
;• ..T
, .5
_(46) 0.1162 x 31h :
"(16) 0.162 x.3'h'
Uc
These products are available with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p.21.
Many of these products are approved for installation
B with Strong-Drivee SD Connector screws.
See pp. 335-337 for more information.
LUS26 1
1,165
865
1 990
1,070
1 ;1,355
1,165
935
1,070
1.150
1,475
865
635
725
785
1,000
IBC, FL,
°iVlUS26
3'u;,,
, 1295..•
1,480='::1;560.
;i1,560,
.°
1,405 ;
°"1,560
."1':8.,0'
1!;A�,^
, 810.
955.'
1,09,0;
1,180
_50:':
LA
HUS26
1,320
2,735
3,095
3,235
1 •3,235
1,320
2,960
31280
3:280
3,280
1,150
2,350
2,660
2,780
2,780
HGUS26 ,
ii - =
4;340' .
•4,850._
�5,170
5390 "
Ia
�4,690
5,220'
5,346 ,
""5390'"
.780
"3,225'
_3,610'<
IBC, FL
LUS28
1165
1100
1260
1350
1725
1165
1,195
1360
1,465
1,730
865
810
925
1,000
1,270
MUS28 a
1-.
1, 7 ill".,
_,1 875 '...
212 , '',
a255'""
€ i 330 ;
-i 1,87.5 "
1
2,135 >,
a 2! 255
221 _
t. �a0
=1;2 0�:
1,455
'-1,575a
_ 11 51
LA
HUS28
1,760
4,095
4,095
4,095
4,095
1 1,760
4,095
4;095
4,095
4,095
1,480
1 3,520
3,520
3,520
3,520
HGUS28 .;
; 1,65G'
7,275'
7;275 "
7,2Z5
7,275,•
1,65�
' 7,275
/27� ';
'7,275='
2275
. 1;:825'
' 3 i f€ ,
3,820
3,915"<,.4,250"
IBC, FL
LUS210
1,165 .
1,335
1,530
1,640
-2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215
1,500
IBC, FL,
HUS210;
n�}5'.
-15,450'
S,, 95'''
r4,830.'
...
a,830
,, � 53W
5,395,
5,780
' �;830 .
`,5,a3,
2 220 -
` 2;s'Q,
..2,..5 5
., 2,535 .
2,82.
LA
HC-US210
2,09E
9:100
9,100
9:100
9,100
2,090
9,100
9100
9,100,
9.100
1,545
6,340
6,730
6,730
6 73
lIBC, FL
1. For dimensions and fastener information, see table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp.98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45'
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 Ib.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
Acute
-side
bpeclly angle
Top View HHUS Hanger
Skewed Right
Uoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
0
Z
Q
0
0
O
w
H
0
Z
O
Cc
Z
m
b
N
0
m
N
U
0
94
Simpson Strong -Tie° Wood Construction Connectors
tr+ng-
These products are available with For stainless Many of these products are approved for installation
Is additional corrosion protection. ® steel fasteners, E with Strong -Drive° SD Connector screws.
For more information, see p.15. see p.21. See pp. 335-337 for more information.
SS -
a'
Double 2x Sizes
HHUS26-2
43'ia
14
35/ia
53/a
3
1 (14) 0.162 x 31/z
(6) 0.162 x 31/z
1,320
2,830 13,190
3,415
14,25011,135
2,435
12,745
12,935
3,655
HGUS26-2
49tia
12
35/ie
57/ie
4
(20) 0.162 x 3'/z
(8) 0.162 x 3'/z
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170
4,445
4,795
LUS282ti --"'
4fia-
18
31/s
"7 �
"_,2.
.{fi)0.162x3?/z'
(4)0162x31h
'.t 0
1315:<
1490
1610:.2,630
'6 '
1,130"
1;280'1,385
1,745
IBC, FL
UU1lcoo,O' I
'a4L.
� Ie:
osz_':..mr.
- `;
:roll n an-ov-
":.io) niao). 01�
1 7Pn
a OaF":
e.Qin-"a
uC-
G-loon.
-v GAG-'o
aten
AVM
n n r
G 1nG'.
LA
LUS210-2
I 67t6
18
1 31/a
1 9
1 2
(8) 0.162 x 31/z
1 (6) 0.162 x 31/z
1,445
1,830
2,075
2,245
2,830
1;245
1,575
1,785
1,930
2,435
HHUS210-2
1 8N.
14
35/ia
1 87/a
3
(30) 0.162 x 31/z
(10) 0.162 x 3'/z
3,550
5,705
6,435
6,485
6,485
1 3,335
1 4,905
5,340
5,060
5,190
HGUS210-2
8'ha
12
35/1a
1 9346
1 4
(46) 0.162 x 3'/z
(16) 0.162 x 3'h
4,095
9,100
9,100
9,100
9,100
3,520
7,460
7,825
7,825
7,825
Triple 2x Sizes
HGUS26 3 `^
4��5"s
-r12
4?is,
, 5'h
,�,�4 °
(20).0.1fi2:x 3'!z
"; {8) 0162: 31h
• 2;156
,4 34D;::
4,850
5170
5 575
1,855?
°3 730
4,70
,
IBC, FL,
HGUS28 3 ,'
�.
613/a
.. ..
;-12''
4'Shc
7'fa
, 4
(36) Q.162 x 3'%z
"(12) 0:162 x 3'h
3,235
7-060"
7460
;7;'460
7,460
2 78D.6
415
6,415
LA
HHUS210-3
83/a
14
417/ia
87/a
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
A7,8257,825
FL
HGUS210-3
873/ia
12
415/i6
91/4
4
(46) 0.162 x 31/z
(16) 0.162 x 3'h
20'0.162-X 3°!z
4,095
5,i 7
9,100
c ii4
9,100
0
9,100
L4
9,100
9G4
3,520
9t}0"
7,825
> t80
7,825
f;7iiU
IBC FL
Quadruple 2x Sizes
HGU826 4 -->` - 51h"; 12 -(20)-UIU2 x 3'/z F'8) U.162 X 3'/z- . ;'L,T S, 4,340 4,tt5U ��l /U :5; I5: _7;iSbb, r3,I3U 1'4'1lu-4,4,',4b 4,/bO IBC, FL
HGUS28-4 71A 12 6a/s 7%. 4 (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA
HHUS210-4 83/e 1 14 6'/a 87/a 3 (30) 0.162 x 3'h (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL
4x Sizes
IBC, FL
LA
IBC, FL
LUS48
4%
1 18
39/ia
63/4
1 2
1 (6) 0.162 x 3'h
1 (4) 0.162 x 31h
1'1'060
11,315
11,490
11,610
12,0301
910
11,130
11,280
11.38511,745
JIBC, FL,
HUS48
6'A
14
39As
7
2
(6) 0.162 x 31h
(6) 0.162 x 3'/z
1,320
1,580
1,790
1,930
2,415
i 135
1,360
1,540
1,660
2,075
LA
HHUS48
6%.
14
35/a
71A
3
(22) 0.162 x 31/z
(8) 0.162 x 31h
1,760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
67k
12
35/a
71fa
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
16,415
16,415
6,415
6,415
HGUS412 10346 1 12 1 3% 1107isl 4 1 (56) 0.162 x 31/z (20) 0.162 x 3'/z 5,695 9:04519,045 19,045 9;045 14,900 17,780 17,780 17,780 17,780
HGUS414 111316 1 12 1 35/a 123i6 4 1 (66) 0.162 x 31/z (22) 0.162 x 3'/z 5,695 10,125 10,125 10,125 10,125 4,900 1 8,190 1 8,190 1 8,190 1 8,190
Double 4x Sizes
I
IBC, FL,
LA
FL
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govem.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 31h" in the joist, with no load 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.
19
HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/s". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/e" per ASTM D1761 and D7147). See technical
bulletin T C-HANGERGAP at strongtie.com 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 671/2'. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
EUMany of these products are approved for installation with Strong -Drive'
SD Connector screws. See pp. 335-337 for more information.
Typical HTU26
Minimum Nailing
Installation
HTU26
�- /W max. gap between end of-- ----
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
HTU28
HTU28
2x Sizes
37/e 115/8 71/16 31/z 1 (26) 0.162 x 31/2 (14) 0.148 x 11/z 1 1,235 13,820 1 3,895 13,895 3,895 1,060
71/a 115/a 71tie 31/z 1 (26) 0.162 x 31/z (26) 0.148 x 11/z 12,020 13,820 1 4,315 - 4,655 5,435 1,7355
Double 2x Sizes
4 C
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
0,% IBC,
2,920 1 2,920 1 2,920 FL,
3,710 4,G05 4,675 LA
HTU28-2 (Min.) 1 37/a l 35/i6 l 71A6 1 31/2 1 (26) 0.162 x 31/2 1 (14)0.148x3 11,530 13,820 14,310 14,310 14,310 1,315 12,865 13,235 3,235 13,235
HTU28-2 (Max.) 1 71/a 35/i6 71ti6' 31/2 1 (26) 0.162 x 31/z (26)0.1480 13,485 13,820 1 4,315 14,655 15,II25 2,995 13,285 30 .' 4_a05 1„55,010
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/s' and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVFPl 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.
IBC,
FL,
LA
1*1
HTU
Face -Mount Truss Hanger (cont.)
II Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
Mm Fasteners (in }
Model ' :Heel Minimum _
No ;Heightt Carrying 6arrymg Carved Uplifl
Mem'ber,
ads
Sot Wind
HTU26 (Min.)
37/a
(2) 2x4
(10) 0.162 x 31/z
1 (14) 0.148 x 11h 1
925
1 1,470
1 1,660
1 1,790
1,875
795 1
1,265 1
1,430
1 1,540
1,615
HTU26 (Max.)
51/2
(2) 2x4
(10) 0.162 x 31h
(20) 0.148 x 11/2
1,240
1 1,470
1,660
1 1,790
2,220
1065
1,265
1,430
1,540
1,910
IBC,
HTU28 (Max.)
- 71/4
(2} 2x6'
(20) 0.162 x 31/
(26) 0.1148 x 11/2 ';
1 970'
2 y40
[_3,58'QQ
3,905 '
,1,695;
2,530 '�
218855
. '3,080
3,360 ;
FL, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
Mm Dimensions fin.) 1 Fasteners (in) I OF/SP Allowable Loads SPF/HF Allowable.Loads
Adel ueol .1 1-_`�[..,. ,.( 1 �'�
Single 2x Sizes
``sq 2 85 2,88x1h25290wi,80HU2(Max) 57ti_2 1
IBC,
HTU28 (Min.) 37/8 15/8 71/ie 31/2 (26)-0.162 x 31/2 (14) 0.148 x 11h 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL,
LA
HTU28 (Max.) 71/4 15/a 711A6 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765
Double 2x Sizes
HTU26=2 (Max:).' o a51/z 3Yie 5711e ' ..31h (20) 0162 x 3,Yz ;` (20)_0148 x $; = f;910 2 940 '3 , 34500 3,560 1;645 ;' 2,205 `Z205, 2,205 1 2;205 -'
HTU28-2 (Min.) 37/8 35/ia 71/is 31/z 1 (26) 0.162 x 31/z (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC,
HTU28-2 (Max.) 71/4 3-a I 7'Aii 1 31/2 (26) 0.162 x 31/2(26)0.148x3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,490 4'LA'
LA,
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/a" and 1/2", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
19
HU/HUC/HSUR/L got
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/16" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16" at 100% of the table load. Specify as an `X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titers® 2 screws
(Model TTN2-25134H) for concrete and 'A" x 23/4'' Titer, 2
screws (Model TTN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or EWP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/1e"-diameter hole to the specified embedment
depth plus'/2".
• Alternatively, drill the 3/ie"-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 lets are available. They include a
Y11e" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/15" x 4'/2" drill bit is also available (Model, MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/8" is required as shown in Figure 1 for,full uplift lad.
• Where no uplift load is required, a minimum end distance
of 11/2" is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
�aILKIiL1•
1
HU214
Figure 1 — HUG410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
HU/HUC/HSUR/L
.. . . ............. . ............ . ... . ........ . ................ . . . ....... . . . ............ . ............. . . . . . ....................................... ............. . .... ......... . ... ... .......................... . ....... . . . ........ . .........
Medium -Duty Face -Mount Hangers (cont.)
10 These products are available with additional corrosion protection. For more information, see p. 15.
HU26 HU26X (4) 1/4 x 23/4 1 (4) 1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 I 1,545
1 (4) Q,14§`?�! 14, 5 400
4/4 X 45, �_A,500�, �,-�760 H itl, x121�4 HU28X
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
HU26-3 (Min.) HUC26-3 (Min.) (8) 1/4 x 23/4 (8) 1/4 x 13/4 1 (4) 0.148 x 3 760 2,000 760 1 3,200
H -3 (Max.) HUC26-3 (Max.) (12) IA x 2 -14 (12) 1A x 13/4 1 (6) 0.148 x 3 1,135 3,000 1,135 '950
U26 3,950
HU210
HU210X
r
(8)1/4 X 23/4
(8) 1/4 x 13/4
(4) 0.148 x 11/2
545
2,000
760
2.415
HU216 Min.),."
IHIUC`216-� (Min)24
(14)4114x4
11
_P21Q,
210-2 (Max.)
"/A *4'� ' , '
�1 , * - , ,
614843
1 06'�'
18
,
4� 560,
100
i08,5
HU210-3 (Min.)
HUG210-3 (Min.)
(14) 1/4 x 2 3/4
(14) 114 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC2 10-3 (Max.)
(18) 1/4 x 2 3/4
(18) 1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU 21i� ,
212X
(10) IA i 2 '/I '
X 13/4
(6�,#A,4�_i� 1/2,
1,13 5"
2, 56o:
6 5-
HU212-2 (Min.)
HUC212-2 (Min.)
(16) 1/4 x 2 3/4
(16) '14 X 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUG212-2 (Max.)
(2 2) 1/4 x 2 3/4
(2 2) 114 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU212-3 (Min .1
Ai
HUC212,(Miin.
1/4
-(16), 1� W',
4,XT
0�148
I.i
135
4,920
H021273
"-'HUC212_ 3
2 '1�4
� i
(22j
(19) 9.148 X,',�
lifloo
5' 085"
��J,Poor','�'_,
-0 5
HU214
HU214X
(12) 114 x 2%
(12) IA x 13/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
HU214-3 (Min.)
HUC214-3 (Min.)
(18) 114 x 2 3/4
(18) 1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(2 4) 1/4 x 2 3/4
(24) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
P216
21-
(18)1/4 x 2 Y�,
x 11/2:
2,920
-,,515,
HU216-2 (Min.)
HUC216-2 (Min.)
(2 0) 114 x 2 3/4
(2 0) 114 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(2 6) 114 x 2 -/4
(26) 114 x 13/4
(12) 0.148 x 3
1 2,015
5,085
2,01.5
5,085
HU7. (Min.)
(Not available)
(12) 114 x 2 3/4
(12) 1/4 x 13/4
(4) 0.148 x 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16) 1/4 x 2 3/4
(16) 1/4 x 13/4
(8) 0.148 x 1112
1,085
3,485
1,085
3,485
4 X 13/4
OA
773r236
(�4)
k(-24) 1�
4 x VY4
4 45,� I
HU11 (Min.)
(Not available)
(2 2) 1/4 x 2 3/4
(2 2) 1/4 x 13/4
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(3 0) 114 x 2 3/4
(3 0) 114 x 13/4
(10) 0.148 x 11/2
1,445
3,735
1,445
3,735
Y4
ailabi
,,(2 8 i 44�,
�4
3,4ig,
HU 14, Y,
(Max
bi
(Not available}
�X � " 1,
�(3 1/4 3/4
(3-6):/4,x44/f
'0 148 *11/2,
04Y
2,01 5,
01
4,24 5
, , 1 "
38
STAGGER JOINTS - TYP.
UPLIFT/SHEAR ANGHOR-- I V�1
EACH TRUSS - SEE 5/SKI
PLAN
NOTE: ADDIL FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARING A
SCALE. NTs SKI
,ED HEEL ROOF TRUSSES ROOF SHEATHING- SEE
PLAN
SOFFIT/FASCIA- SEE ARCI
RAISED HEEL ROOF TRUSSES
-SEE PLAN
RIBBON BOARD-
SEE SCHEDULE
FOR SPACING a
RIBBON BOARD- SEE
FASTENING TO w N
SCHEDULE FOR SPACING a
TRUSSES
FASTENING 70 TRUSSES
WALL 5HEATHING-BEE PLAN
-
MIN. 15/32' CDX PLYWOOD OR F
1/16' OSB WITH 8d GUN NAILS
MASONRY WALL-
(0.131' X 2 1/2') ® 6' O.G. T
UPLIFT/SHEAR CEILING -
SEE PLAN
RIBBON BOARDSS
a
SEE ANCHOR EACH SEE PLAN LAN4
TRUSS- 5EE PLAN SCHEDULE
NOT FASTEN RIBBON.80ARD
INTO END GRAIN OF ROOF TRUSS
MASONRY WALL -
BOTTOM CHORD
SEE PLAN
RAISED HEEL TRU55 BEARING B
SCALE, NTS ^,7K1
RIBBON -SCHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
vult=165 MPH
(2) 12d GUN (0.131' X 39
(vasd=128 MPH)
2X4 5PF02
24'
TO EACH TRUSS, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
vult=180 MPH
(2) 12d GUN 10.131' X 3')
(VasXP. MPH)
2X4 5PF"2
16,
TO EACH TRUSS, (4)
E
EXP. G,
ENCLOSED
I
I
NAILS AT JOINTS
SHEET TITLE
waeoN onn ra
�i aoovmuuc
SHEET INFORMATION
IOB No: blll
D�iE 155�f4. I I.OB.I
SK.1
M 1E
I.
.ALPI.N,-,E
. .w'wAw' .001c6
January 1',Q),: 2,020',
Carpenter penter Contractors of Affi6rlcd, lhc:
3 6" Avenue" W
Winter,R' 4ven;
Dear' if:
as'comelb my attention, that -some questions were raised concerning
d&fiice)qfsy54Zgable endirussest, al .lo
wRor
ffireaded tb& If t t&,gable,,ends:a.*reDver"cont,initQq$ sup '-,ort;
�p
'A 4if with on ce fu d tlie-.lidlb� vide-
y,'shedthed; n i 1'4p�,'o the, w
farce no �Any i , u maging conned or plates'
a, es':or vertiC_..ebg, 111E�q
no'rep is required The only
'
sup,port��21et ,Of loads'l-,dhdl")'nddddibonaI
.,:
If you Eve- 4n-y--, qu'- "e'stt'o'-ns',',,:"'pl-e-'as-e give me-a;call:
Y,
'6760:F.6rpm:bpVei 9blie 866, (dapd'q, FL 3"" 2.1 28 521 -;97,.90 422-,8685
This document teas been electronically
signedusinga.Digital Signature . Printed
evj
copies ithout an original must jfi z
be verified using the original electronic I 1 P GI C
version. 1 L
`_.ul4l tttiTA MRaa` ANITW OMPANY
\ ....... .'t/ 08126/2020
.� �sC�
,�'�i'•.,�1 t�R���ff
s�' N-Al.
"lraw.aamTL
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone:(800)755-6001
www.alpineitw.com
ftJ)nfornlatt�r .
[Page 1.
ustGmer; Carpenter Contractors of America
Job Number. • N334501
Job Descri tion: 7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E
Address:
Job' En ineenn"
Design Code: FBG 6th Edition (2017) lnteNVlEW Version: 17.02.02A through M02.01A
JRef #: 1 WY589750042
Nind Standard ASCE 7-10 Wind Speed (mph): 160 Roof Load (pst) 20.00- 7.00- 0.00-1D:00
3uildin Type: Closed Floor Load s : None
This package contains general notes pages, 33 truss drawing(s) and 5 detail(s).
�ltem `
; ttr�wing �4umber . `>
Truss '
1
239.20.1108.35758
Al
3
239.20.1108.35165
A2
5
239.20:1108.35352
A4
7
239.20.1108.35308
A6
9
239.20.1108.35367
A8
11
239.20.1108.35508
A10
13
239.20.11,08.35602
All
15
239.20.1108.34604
A14G
17
239.20.1108.35805
A16
19
239.20.1108,34526
C1GE
21
239.20.1108.36631
D2
23
239.20.1108,35897
V8
25
239.20.1108.35852
ER
27
239.20.1108.35945
EJ3
29
239.20.1108.35728
CJ3
31
239.20.1108.36054
CJ 1 A
33
239.20.1108.35975
HJ3
35
A18015ENC101014
37
GBLLETIN1014
Florida Certificate of Product Approval #FL1999
1#em,
DratiNusg (+Luln6er .
7 t t►ss
2
239.20.1108.35710
A1A
4
23920.1108.34743
A3
6
239.20.1108.35601
A5
8
239.20. f 108.35164
A7
10
23920.1108.34790
A9
12
239.20.1108'.34821
Al2
14
239.20.1108.35133
A13
16
239.20.1108.34838'
A15
18
239.20.1108.34509
B1GE
20
239..20.1108.36787
D1
22
239.20.1108.3664.7
D3G
24
239.20.1108.35867
V4
26
239.20:1108.35804
ERA
28
239.20.1418,53201
CJ5
30
239.20.,1108.35960
CJ1
32
239.20.1108.33979
HJ7
34
A16015ENC101014
36
GBLLETIN0118
38
VAL160101014
Printed 8/26/2020 2:21:08 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 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel. with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www.icc-es.ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
U# = user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value.
Udefl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square .foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or.pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustiy.com.
Page 3 of 3
Job Number: N334501 Ply: 1 SEQN: 7603 / T10 COMN Cust: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 11 FROM: RWM DrwNo: 239.20.1108.35758
Truss Label: Al SSB / YK 08/26/2020
6'1"7 12'11"15 19'10' 26'8"1 33'6"9 39'8"
6'1'7 6'10"8 6'10'1 6'10'1 6'10"8
�1i 10
10'
Loading Criteria (psQ
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 it
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 it
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/112013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
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.
=5X5
E
39'8'
9'10"
9'10"
29'8"
10,
39'8"'8"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
Pf: NA Ce: NA
VERT(LL): 0.222 K 999 360
B 1709 1308 / 961 / - / 445 / 8.0
Lu: NA Cs: NA
VERT(TL): 0.547 K 999 240
H 1710 1308 / 961 / - /- / 8.0
Snow Duration: NA
HORZ(LL): 0.081 J - -
Wind reactions based on MWFRS
HORZ(TL): 0.140 J
B Min Brg Width Req = 2.0
Code / Misc Criteria
Creep Factor: 2.0
H Min Brg Width Req = 2.0
Bldg Code: FBC 6th.ed 201
7Max TC CSI: 0.616
Bearings B & H are a rigid surface.
TPI Std: 2014
Max BC CSI: 0.982
Bearings B & H require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.527
Members not listed have forces less than 375#
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
WAVE
VIEW Ver: 17.02.02A.1213.21
B - C 1488 - 3151 E - F 1102 - 2027
C - D 1387 - 2871 F - G 1387 -2872
D - E 1102 - 2027 G - H 1488 - 3153
4.,,. H...,,,,,,,
0
a°
w1ki.°®
COAb'1/01NAL.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2756 -1187 K -J 2276 - 889
L - K 2276 - 863 J- H 2757 -1187
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp. Webs Tens. Comp.
L - D
539 - 206 K - F 485 - 745
D - K
485 - 744 F - J 540 - 206
E - K
1361 - 646
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlingshipping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building
quire
Information, byy TPI an SBCA) r sa shipping,
practices prior to performing these functions. Installers shall provide temporarryY
r BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly
,lid ceilingq. Locations shown forpermanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, 67 or B10,
fla. AooTv Dlates to each face of truss and position as shown above and on the JoinCDetails. unless noted otherwise. f�efer to
a division of
"I Hi 1, or for r
acceptance
any structure
web sites: ALPINE: www.alpineitw.mm; TPI:
his drawing,any failure to build the
on this drawing or cover Le daqesign shown. The supiCaebdrty
ALPINE
.-Cw-
13723 Riverport Drive
Suite 200
Maryland Heights, MO 630<
Job Number: N334501
Ply: 1
SEQN: 7604 / T25
/ COMN
Cust: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E
Qty: 1
FROM: ALS
DrwNo: 239.20.1108.35710
Truss Label: A1A
FV / WHK 08/26/2020
7'11'2 12'
17'112 19'10' 23'8'
31'8"14
398"
7'11"2 4'0'14
5'1'12 2'8'4 .1
8'0"14
7'11"2
=6x6
F
E
G
g4X6
12
D
(a)
6
n
'C3
a) H
W9
T1
(a) W1
T
w Q
IV a
1 A
zI
4X6(A2)
-6X6
=___----_-
=H0510(I)
P 8X8(I) =8X10 K
SECTION MAYBE REMOVE AFTER INSTALLATION. DO NOT CUT PLATES.
39'8"
3'10"15+
5' 6'8' 8'0'11
1 +
12'
+ +
17' 23'8" 31'8"11
Loading Criteria (psf)
Wind Criteria
TOLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP. C
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 8
GCp!: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :Ti 2x4 SP #1:
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3 :W3, W6, W9, W11 2x4 SP #2 N:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
naiis(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.
ro
0
J
39V
39'8'
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
Pf: NA Ce: NA
VERT(LL): 0.386 O 999 360
B 1556 / 308 / 961 / - / 445 / 8.0
Lu: NA Cs: NA
VERT(TL): 1.101 O 706 240
1 1556 / 308 / 961 / - /- / 8.0
Snow Duration: NA
HORZ(LL): 0.168 K - -
Wind reactions based on MWFRS
HORZ(TL): 0.314 K
B Min Brg Width Req = 2.2
Code / Misc Criteria
Creep Factor. 2.0
1 Min Brg Width Req = 2.2
Bldg Code: FBC 6th ed 201
Max TC CSI: 0.791
Bearings B & I are a rigid surface.
TPI Std: 2014
Max BC CSI: 0.993
Bearings B & I require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.958
Members not listed have forces less than 375#
FT/RT:20(0)/l0(0)
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
WAVE, HS
VIEW Ver: 17.02.02A.1213.21
B - C 1429 - 2745 F - G 1353 - 2068
C - D 2160 - 4245 G - H 1201 - 2103
D - E 1504 - 2794 H - I 1445 - 2777
E - F 1610 - 2771
M.
rlk$p, Jj'r,,�Plbi.
*NA9A9•i®• ipl�
A F
f M
kT e
�o
••
s
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2371 -1106 L - K 2402 -1133
Q - M 3738 -1618 K - 1 2406 -1133
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - S
753 -1523
M - F
2007 -1002
C - Q
1476 - 556
M - L
1864 - 657
S - Q
2850 -1328
F - L
440 - 454
Q - D
1271 - 597
L - H
458 - 688
D - M
804 -1539
Including brace brae on BC dC above irectler ly abo24 ve both ends of fillas er COA #)(f'?� �A� � wsjA�
9 Y �p94ics0
(if no rigid diaphragm exists at that point). 08/26/2020
**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 an c7 SBCA) fr safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610,
as applicable. Apply plates to each face of truss and position as shown above and on the Join[ Details, unless noted otherwise. kefer to
drawings 16OA-Z for standard plate positions.
Alpine, a division of
• truss In conformanc
listing this drawinc
and use of this i
For more information see
I F'I 1, or for nanolln% snlppin9, mstl
acceptance of pro essiona engi
any structure is the responsibility
ral notes page and these web sites: ALPINE:
his drawing,any failure to build the
on this drawing or cover page Le design shown. The suit -ability
AL NE
.—C m-
13723 Riverport Drive
Suite 200
Maryland Heights, MO 6304
Job Number: N334501 Ply: 1 SEQN: 7605 / T9 / HIPS Cust: R8975 JRef: 1WY589750042
,7A51320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 239.20.1108.36165
Truss Label: A2 SSB / WHK 08/26/2020
6'1"7 12'6"15 19,
6'1"7 6'S"8 6'5"1
10'
10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
:5X5? 5X5
E F
39'8"
9'10"
19'10"
2711 33'6"9 39'8"
1 6'1"7
9'10"
29'8"
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): 0.172 L 999 360
Lu: NA Cs: NA
VERT(TL): 0.470 L 999 240
Snow Duration: NA
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed 201
Max TC CSI: 0.480
TPI Std: 2014
Max BC CSI: 0.856
Rep Factors Used: Yes
Max Web CSI: 0.669
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
A 9
0
o °
r
zk
COA ON
�1nt1r1t�t+ri�w
08/26/2020
10, 1'
39'8° r
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1556 / 309 / 964 / - / 428 / 8.0
1 1556 /309 /964 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.8
1 Min Brg Width 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 1511 - 2800 F - G 1123 -1779
C - D 1415 - 2521 G - H 1415 - 2521
D - E 1123 -1779 H - 1 1511 - 2800
E - F 1093 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1206 L - K 2030 - 941
M - L 2030 - 911 K -1 2444 -1216
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
M - D
508 -192
L - F 548 - 381
D - L
482 - 683
L - G 482 - 683
E - L
548 -381
G - K 508 -192
**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 saiPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSt. Unless noted oyherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a properly
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin Inslailed per BCSI sections B3, B7 or 910,
as applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE
drawing s 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the u wc�,,,u,.
truss in conformance with ANSI/l PI 1, or for handlingq,' shipping, installation and bracing of trussesA seal on this drawing or cover pa e , , 13723 Rive ort Drive
listing this drawing indicates acceptance of o) essionall engineering responsibility solely for the design shown. The suiE9ability
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 200
For more information see this job's general notes page and these web sites: ALPINE: w .alpineitw.mm• TPI:—Apinst.org; SBCA: www.sbcindusirycom• ICC: www.Iccsafe.org Maryland Heights, MO 63042
1
Job Number: N334501
Ply: 1
SEQN: 7606 /
T22 / HIPS
Cust: R8975 JRef: 1WY689750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E
Qty: 1
FROM: RWM
DrwNo: 239.20.1108.34743
Truss Label: A3
FV / FV 08/26/2020
6'1"7 12'0"15
18'0"1 217"15
27'7"1
33'6"9 39'8" i
6'1'7 511"9
5'11"2 + 3'7"14
5'11"9 + 6'1"7
�1
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 "
10,
10,
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
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
5X5 =5X5
E F
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N)
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/l0(0)
Plate Type(s):
WAVE
39'8"
9'10"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.171 L 999 360
VERT(TL): 0.467 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.124 K
Creep Factor. 2.0
Max TC CSI: 0.415
Max BC CSI: 0.857
Max Web CSI: 0.541
VIEW Ver. 17.02.02A.1 213.21
Lumber
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
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
ptttautf12g1/1'41
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
tiC tdtl4
t it
reinforcement to be same size, species, grade, and
80% Ile gth of web member. Attach with 0.128x3" gun
�e®a•p4•=,m i
nails 6" oc.
Wind
s
U.,Q8 I
Wind loads based on MWFRS with additional C&C
a
member design.
` s �AT Oo
Df�I
qq yyyyqqqq 8 'gyp
COA ff AU
2WHenl °
08/26/2020
10' 1'
39'8" r
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1556 / 312 / 965 / - / 408 18.0
1 1556 1312 /965 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.8
1 Min Brg Width 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 1540 - 2796 F - G 1154 -1794
C - D 1447 - 2523 G - H 1448 - 2523
D - E 1154 -1794 H - 1 1540 - 2796
E - F 1150 -1635
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2439 -1231 L - K 2064 -1000
M - L 2064 - 971 K - 1 2439 -1252
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
M - D
495 -180
L - F 523 - 335
D - L
470 - 674
L - G 470 - 674
E - L
523 - 335
G - K 495 -180
**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) for safely practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, 87 or 810,
as applicable. Apply lates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. f7efer to ALPINE
drawings 160A-Z far s�andard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be reN
sible for any deviation from this drawing,any failure to build the AN wce,�,,,,,,.
truss in conformance with ANSIl1 PI 1, or for handling shipping, installatnd bracing of trussesA seal on this drawing or cover pa e , , 73723 Rive ort Drive
listing this drawing indicates acceptance of pro7essronat engineeresponsibility solely for the design shown. The suiE9abrlrty
and use of this c7�awing for any structure is the responsibility of tuilding Designer per ANSI/TPI 1 Sec.2. Suite 200
Far more information see this'ob's eneral notes a e and these web sites: ALPINE: www.al ineitw.com: TPI: www.t inst.or : SBCA: www.sbcindust .cam; ICC: -iccsafe.ora Maryland Heights, MO 6304
Job Number: N334501
Ply: 1
SECiN: 7607 /
T8 / HIPS
Cust: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E
City: 1
FROM: RWM
DrwNo: 239.20.1108.35352
Truss Label: A4
FV / WHK 08/2612020
7'10"14 17'
228"
31'9"2
39'8" -I
r T10"14 9'1"2
5'8" i'
9'1"2
i' 7'10"14
.5X5 =5X5
D E
39'8"
�1'+ 10' + 9110" 9110"
10 19,10" 29'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.149 J 999 360
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.408 J 999 240
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.060 1 - -
EXP: C HORZ TL : 0.112 1
Des .00 Mean Height: 15.00 ft ( )
NCBCLL: 10.00 Code / Misc Criteria Creep Factor. 2.0
TCDL: 4.2 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.760
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.863
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.629
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 VIEW Ver. 17.02.02A.1213.21
Lumber
Value Set: 13B (Effective 611/2013)
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:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
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
nt may bscab for ( j 2 CLIR and used in lieu CLR ttttfltttllt gntt� {
restraint.
for (2) CLR'S where shown. Scab scabs
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun as°� si °•, �.
r
nails @ 6" oc.
r °o
Wind Wind loads based on MWFRS with additional C&C s sr o' /9
Q$ I
member design.
s , d
m
44 `
COABONAL"+,
811114"1
08/26/2020
10,
39'8"
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1552 / 318 / 965 / - / 387 / 8.0
G 1552 /318 /965 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.8
G Min Brg Width 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 1532 - 2755 E - F 1559 - 2561
C - D 1559 - 2561 F - G 1532 - 2755
D - E 1205 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1221 J - 1 1695 - 768
K - J 1695 - 738 I - G 2393 -1250
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
C - K
404 - 448
J - E 389 - 234
K - D
770 -462
E - 1 770 -462
D - J
388 - 234
I - F 403 - 448
**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, byv TPI an SBCA) toy sa ety practices prior to performing these functions. Installers shall provide temporarryv
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join f Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildino Components Group Inc. shall not be responsible for anv deviation from this drawing any failure to build the
11111 1, or for IF acceptance
any sructure
L seal on this drawing or cover page
for the design shown. The suiFabddy
ALPINE
—COM —
13723 Riverport Drive
Suite 200
Maryland Heights, MO 63043
Job Number: N334501 Ply: 1 SEON: 7608 / T24 / HIPS Cust: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Oty: 1 FROM: RWM DrwNo: 239.20.1108.35601
Truss Label: A5 FV / WHK 08/26/2020
6'1"7
6'1"7
�1' + 10,
10,
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #1
Webs 2x4 SP #2 N : W 1, W 6 2x4 SP #3:
Lumber value set "l313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
listing
and u
For mou
16'0"1 237"T
9110"10 + 7714
6X6 ; 6X6
D E
39'8"
9110" i 1992
"
3379 39'8"
9110"10 + 6'1"7
10, 1'
39'8"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell U#
Loc R / U / Rw / Rh / RL / W
Pf: NA Ce: NA
VERT(LL): 0.156 J 999 360
B 1556 / 713 / 964 ! - / 367 / 8.0
Lu: NA Cs: NA
VERT(TL): 0.427 J 999 240
G 1556 / 713 / 964 / - / - / 8.0
Snow Duration: NA
HORZ(LL): 0.064 1 - -
Wind reactions based on MWFRS
HORZ(TL): 0.119 1
B Min Brg Width Req = 1.8
Code / Misc Criteria
Creep Factor. 2.0
G Min Brg Width Req = 1.8
Bldg Code: FBC 6th ed 201
Max TC CSI: 0.799
Bearings B & G are a rigid surface.
TPI Sid: 2014
Max BC CSI: 0.855
Bearings B & G require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.614
Members not listed have forces less than 375#
FT/RT:20(0)/l0(0)
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
WAVE
VIEW Ver: 17.02.02A.1213.21
B - C 1622 -2852 E - F 1483 -2513
C - D 1483 - 2513 F - G 1621 - 2852
D - E 1254 -1829
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2505 -1330 J - 1 1780 - 840
K - J 1780 - 810 I - G 2505 -1359
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
C - K
423 - 469
J - E 381 - 218
K-D
617 -314
E-I 617 -314
D - J
380 - 218
I - F 423 - 469
s '
9 s
6
0
a. 708 1 `
s
SAT
0 s
o �
COAL 0 AL
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�+retWmsrua;s'o-
08/26/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
-IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
> require extreme care in fabricating, handlin shi ping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety. Information, by TPI and SBCA) for ME ty practices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
d rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
icable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. (Refer to ALPINE
Is 160A-Z for standard plate positions. �LPP �I NN
a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the µ ,.,cgs,,,,,,,
conformance with ANSI/TPI 1, or for handlin, shippintq, installation and bracing of trussesA seal on this drawing or cover page , , 13723 Riverport Drive
this drawing, indicates acceptance of ppro essronar engineering responsibility solely for the design shown. The suitability
;e of this d►awing for any structure is fhe responsibility of the Building Designer per ANSIrrPI 1 Sec.2. Suite 200
information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinsl.org• SBCA: www.sbcindustryxom• ICC: wwwJccsafe.orq Maryland Heights, MO 6304
e
Job Number: N334501
Ply: 1
SEQN: 7609 / T7 / HIPS
Cust: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E
Qty: 1
FROM: RWM
DrwNo: 239.20.1108.35308
Truss Label: A6
KD / FV 08/26/2020
710'14
15' 24'8" 31'9"2 39'8"
7' 10"14 +
+ +
7'1 "2 9'8" 7' 1 "2 7' 10"14
:6DX6 T3 =6E
12
6 C 5
SXS
F
in
_o
W 20
W1
B
G
t
A
H
—I
�_' I
4X6(A2) =5X5
=5X5 =5X5 =4X6(A2)
39'8"
10'
9'10" I_ 9110" 10' 1�
�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 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.159 J 999 360 B 1552 / 328 / 962 / - / 346 18.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.436 J 999 240 G 1552 / 328 / 962 / - /- 18.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.061 1 - - Wind reactions based on MWFRS
EXP: C
Des
HORZ L 0.115 1 B Min Brg Width Req = 1.8
)
.00 Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf
Bearings B & G are a rigid surface.
Bldg Code: FBC 6th ed 201 Max TC CSI: 0.913 9 9
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h
TPI Std: 2014 Max BC CSI: 0.867 Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It
Rep Factors Used: Yes Max Web CSI: 0.572 Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE VIEW Ver. 17.02.02A.1213.21
B - C 1547 -2729 E - F 1568 -2537
Lumber
C - D 1568 - 2538 F - G 1547 - 2729
Value Set: 13B (Effective 6/1/2013)
D - E 1287 -1910
Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #2 N :W1, W6 2x4 SP #3:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
B - K 2363 -1228 J -1 1847 - 899
K - J 1847 - 870 I - G 2363 -1257
Wind
Wind loads based on MWFRS with additional C&C
Maximum Web Forces Per Ply (Ibs)
member design.
Webs Tens.Comp. Webs Tens. Comp.
K - D 628 - 363 E - I 628 - 363
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08/26/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
-IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricatingg, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety
Information, by TPI an8 SBCA) tpr safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSL Unless noted o herwise,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 bracincl insTalled per BCSI sections B3, B7 or B10, _
as applicable. Apply totes to each face of truss and position
drawings 160A-Z for sVandard plate positions.
as shown above and on the JomflDetails, unless noted otherwise. kefer to �
ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the m•ra,
truss in ANSIJI PI 1, for handlin installation bracing trussesA this drawing
conformance with or shipping, and of seal on or cover pae 13723 Riverport Drive
Iisting this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The sui ability
drawing,
Suite 200
and use of this for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2,
Far more information see this job's general notes page and these web sites: ALPINE: www.al ineilw.wrn; TPI: www.l insl.or ; SBCA: www.sbcindust .com; ICC: wwwAccsafe.org Maryland Heights, MO 6304
Job Number: N334501
Ply: 1
SEQN: 7610 /
T23 / HIPS
Cusl: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E
Qty: 1
FROM: RWM
DrwNo: 239.20.1108.35164
Truss Label: A7
FV / WHK 08/26/2020
6'1"7 14'0"1 19'10" 25'7"15
33'6"9 39'8"
6'1"7 7'10"10 5'9"15 5'9"15
7'10"l0 6'1"7
5X5 1112X4 .5X5
D E F
T2
12
6 7-
T4
5CX5
Z !;:
\ 5G5 LO
r` W 3
m
B
H
A
I
4X6(A2) =5X5 =5X8
=5X5=4X6(A2)
39'8"
10' 9'10" 9110"
10,
10' 19,10" 29'8"
+1'�
3918"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 360
B 1556 / 715 / 958 / - / 326 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.482 E 999. 240
H 1556 / 715 /958 / - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: C HORZ(TL): 0.121 J - -
Mean Height: 15.00 It
B Min Brg Width Req = 1.8
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0
TCDL: 4.2 psf
H Min Brg Width Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.743
Bearings B & H are a rigid surface.
g g
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.859
MWFRS Parallel Dist: h/2 to h
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.322
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber
B - C 1632 -2822 E - F 1405 -2112
C-D 1510 -2515 F-G 1510 -2515
Value Set: 13B (Effective 6/1/2013)
D - E 1405 -2112 G - H 1632 -2822
Top chord 2x4 SP #2 N :T2, T4 2x4 SP #1:
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
B - L 2470 -1332 K - J 1912 - 950
L - K 1912 - 920 J- H 2470 -1362
Wind
Wind loads based on MWFRS with additional C&C
Maximum Web Forces Per Ply (Ibs)
member design.
Webs Tens.Comp. Webs Tens. Comp.
C - L 366 - 395 K - F 383 -177
L - D 556 - 253 F - J 556 - 253
D - K 382 -177 J - G 365 - 395
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08/26/2020
**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, bVv TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarryy
bracing per BCSI. Unless noted oiherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigqid ceiling Locations shown forpermanent lateral restraint of webs shall have bracingQ installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise.
(Refer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the * ,,.,�o,,,,,,,,.
truss in 1, for
conformance with ANSI/TPI or handling, shipping, installation and bracing of trussesA seal on this drawing or
listing this drawing indicates acceptance of pro) essionaf engineering responsibility solely for the design shown.
this drawing for
cover pa a .. 13723 Rive ort Drive
The suit9ability
Suite 200
and use of any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.,
For more information see this job's general notes page and these web sites: ALPINE: —.al ineibv.mm; TPI: www.t inst.or ; SBCA: w .sbcindust .corn:
ICC: w Jccsafe.org Maryland Heights, MO 6304
Job Number: N334501
Ply: 1
SEQN: 7611 /
T6 1 HIPS
Cusl: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E
Qly: 1
FROM: RWM
DrwNo: 239.20.1108.35367
Truss Label: A8
FV / WHK 08/26/2020
6'9"4 13' 19'10" 26'8"
32'10"12 39'8"
+ +
6'94 6'2"12 6'10" 6'10"
+
6'2"12 674
5X5 1112X4 = 5X5
D E F
12
6 �2X4 W
C
02X4
o_
G
io W3i�
t B
H
A
!�
4X6(A2) =5X5 =5X8
=5X5 =4X6(A2)
39'8"
�1'+ 10' 9110" 9110"
10,
+ +
10' 19,10" 297
+1'�
+ 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf In PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360
B 1556 / 716 / 953 / - / 305 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.523 E 999. 240
H 1556 / 716 / 953 / - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: C HORZ(TL): 0.121 J - -
Mean Height: 15.00 ft
B Min Brg Width Req = 1.8
Code / Misc Criteria CreepFactor. 2.0
NCBCLL:10.00 TCDL:4.2 psf
p
H Min Br Width Re 1.8
g q
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.502
Bearings B & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI.Std: 2014 Max BC CSI: 0.864
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.431
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber
B - C 1617 -2780 E - F 1504 -2289
C - D 1545 - 2523 F - G 1544 - 2523
Value Set: 13B (Effective 6/1/2013)
D - E 1504 -2289 G - H 1616 -2780
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
B - L 2421 -1306 K - J 1982 -1003
L - K 1982 - 973 J- H 2421 -1335
Wind
Wind loads based on MWFRS with additional C&C
Maximum Web Forces Per Ply (Ibs)
member design.
Webs Tens.Comp. Webs Tens. Comp.
L - D 535 - 255 K - F 425 - 251
D - K 425 - 251 F - J 535 - 255
E - K 306 - 391
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08/26/2020
**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, byy TPI for
an� SBCA) saty practices prior to performing these functions. Installers shall provide
bracing per BCSI. Unless noted olherwise,top chord shall have attached structural sheathing and bottom chord
temporary
have
properly shall a properly
attache tl riqid ceiling Locations shown for permanent lateral restraint of webs shall have bracinci ins ailed per BCSI sections B3, B7 or 810, _
as applicable. Apply lates to each face of truss and position as shown above and on the JoinCDetails, unless noted otherwise.
kefer to
drawings 160A-Z for s�andard plate positions.
ALPINE^
Alpine, a division of ITW BuildingCcmponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the -CO--
truss in ANSIPI1, for
conformance with or handling, shipping, installation and bracing of trussesA seal on this drawing or cover pa e , , 13723 Rive ort Drive
listing this drawing indicates acceptance of pro) essionai engineering responsibility solely for the design shown. The suitability
and use of this drawing for any structure is the the Building Designer ANSI/TPI Suite 200
responsibility of per 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or : SBCA: www.sbcindust xom; ICC: www.iccsafe.org Maryland Heights, MO 6304
Job Number: N334501
Ply: 1
SEON: 7612 /
T21 / HIPS
Cust: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E
Oty: 1
FROM: RWM
DrwNo: 239.20.1108.34790
Truss Label: A9
FV / WHK 08/26/2020
6'3"4 12'0"1 19'10" 27'7"15
33'4"12 39'8"
6'34 5'8"12 7'9"15 7715
5'8"12 6'3"5
.5X5 1112X4 =5X5
D E F
T12
T
6 � �2C4 W
i2G
M
u2
V
o W3
m
B
H
A
I
�
4X6(A2) -5X5 =5X8
=5X5=4X6(A2)
39'8"
1' 10' 9110" 9110"
10, 1'
i' T 10' 19110" T 29'8"
39,8" 'i
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf In PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360
B 1556 / 717 / 947 / - / 285 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.564 E 999 240
H 1556 / 717 / 947 / - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - -
Wind reactions based on MWFRS
EXP: C HORZ TL 0.124 J
Des Ld: 37.00 Mean Height: 15.00 It( )
B Min Br Width Re 1.8
q
NCBCLL: 10.00 Code / Misc Criteria Creep Factor. 2.0
TCDL: 4.psf
H Min Brg
9 Width Reg = 1.8
0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.698
9
Bearings B 8 H are a rigid surface.Soffit:
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Factors Used: Yes Max Web CSI: 0.610
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber
B-C 1642-2791 E-F 1617 -2492
C - D 1543 - 2524 F - G 1543 - 2524
Value Set: 13B (Effective 6/1/2013)
D - E 1617 -2492 G - H 1642 -2791
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
B - L 2434 -1333 K - J 2065 -1064
L - K 2065 -1034 J- H 2434 -1362
Wind
Wind loads based on MWFRS with additional C&C
Maximum Web Forces Per Ply (Ibs)
member design.
Webs Tens.Comp. Webs Tens. Comp.
L - D 498 -203 K - F 639 - 324
D - K 539 - 324 F - J 498 - 203
E - K 361 -462
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08/26/2020
"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 ani SBCA) for saly practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proper y
910,
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or
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.
ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure
truss in ANSIIT PI 1, for handling,
to build the ,,�.re,,,,,,n,.
conformance with or shipping, installation and bracing of trussesA seal on this drawing or
listing this drawing, indicates acceptance of o) essionat engineering responsibility solely for the design shown.
and use this a►awing for is p the
cover page , , 13723 Rive ort Drive
The suitability
Suite 200
of any structure e responsibility of Building Designer per ANSI(TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbdndusl xom; ICC: www.Iccsafe.org Maryland Heights, MO 6304
Job Number: N334501
Ply: 1
SEQN: 7613 !
T5 / HIPS
Cust: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E
Qty: 1
FROM: RWM
DrwNo: 239.20.1108.35508
Truss Label: A10
FV ! WHK 08/26/2020
28'8"
33'10"12I 3 "
r "5212 899'8"
94554
5'2"12 59'99
;5DX5 =5X5 �5F5
T3
12
T 6 •2X4 W
2X4
C
o
G
`o
n W3
B
1 g A
H
4X6(A2) =5X5 =5X8
=5X5 =4X6(A2) 11
39'8"
10' 9110" 9110"
10,
10' 19,10" 29'8"
+1'�
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in Ioc Udell L/#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360
B 1556 / 718 / 940 / - / 264 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.584 E 999 240
H 1556 / 718 / 940 ! - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP' C HORZ(TL): 0.127 J
Mean Height: 15.00 ft
B Min Big Width Req = 1.8
Code / Misc Criteria Creep Factor: 2.0
NCBCLL: 10.00 P
TCDL: 4.2 psf
H Min Big Width Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ad 201 Max TC CSI: 0.870
Bearings B & H are a rigid surface.
9 9
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.969
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCp!: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber
B - C 1669 -2804 E - F 1721 -2693
C - D 1547 - 2533 F - G 1552 - 2539
Value Set: 13B (Effective 6/1/2013)
D - E 1783 -2773 G - H 1663 -2797
Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
B - L 2448 -1362 K - J 2163 -1134
L - K 2147 -1091 J - H 2440 -1384
Wind
Wind loads based on MWFRS with additional C&C
Maximum Web Forces Per Ply (Ibs)
member design.
Webs Tens.Comp. Webs Tens. Comp.
L - D 470 -163 K - F 626 - 371
D - K 739 -462 F - J 466 -151
E-K 419 -534
ytnttttntuarrrrr rfrfri
o w
s o7,08 n
r � S
i
py
0
v�� T11 ►��.'�
i e �°6 d
COA AL
08/26/2020
**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, byy TPI and SBCA) for saty practices poor to performing these functions. Installers shall provide temposrrVy
bracing per BCSI. Unless noted otherwise,top chord shall have property attached structural sheathing and bottom chord shall have a properly
attachetl ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 83, B7 or B10,
as applicable. Applgy plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW BuildingqComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in ANSI 1, for
conformance with or handlin shippin , installation and bracing of trussesA seal on this drawing or cover pa e , , 13723 Rive ort Drive
listingthis drawing indicates acceptance of proessiona engmeerinq responsibility solely for the design shown. The suit9abtlity
this drawing,
for the Suite 200
and se of any structure is responsibility of the Building Designer per ANSI/TPI 1 Sec.2.'
For more information see this job's general notes page and these web sites: ALPINE: www.al ineit..wm; TPI: www.t instxr ; SBCA: www.sbcindusl .com;
ICQ www.iccsafe.org Maryland Heights, MO 6304
Job Number: N334501
Ply: 1
SEQN: 7614 /
T4 / HIPS
Cusl: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E
Qty: 1
FROM: RWM
DrwNo: 239.20.1108.34821
Truss Label: Al2
FV / WHK 08/26/2020
9'
17' 30'8"
39'8"
91
s5C5
T2 =5XD5 =4E4 T3
=5F5
T 12
6
T
o
(a) W (a)
B
W5
G I�I
1A
H1
=4X6(A2) =-6X6
=6X6
=6X6 =4X6(A2)
39'8"
9110" 9110"
10, 1
10'
19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF) Deff/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.251 J 999 360
B 1556 / 720 / 921 / - / 223 / 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.687 J 999 240
G 1556 / 720 / 921 / - / - / 8.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.081 1 - -
Wind reactions based on MWFRS
EXP: C
Des Ld: 37.00 Mean Height: 15.00 ft
HORZ L 0.150 1
R )�
B Min Br Width Re 1.8
9 q =
NCBCLL: 00 TCDL: 4.2 psf
Code / Misc Criteria Creep Factor: 2.0
G Min Brg Width Req = 1.8
.
Soffit: 000 BCDL: 5.0 psf
Bldg Code: FBC 6th ed 201 Max TC CSI: 0.939
Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h
TPI Sid: 2014 Max BC CSI: 0.897
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft
Rep Factors Used: 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: 17.02.02A.1213.21
Lumber
B - C 1595 -2705 E - F 1607 -2478
C - D 1608 - 2478 F - G 1595 - 2704
Value Set: 13B (Effective 6/1/2013)
D - E 2001 -3233
Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N:
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
B - K 2330 -1246 J -1 3176 -1733
K - J 3174 -1732 I - G 2329 -1275
Bracing
(a) 1X4 #3SR8 or better continuous lateral restraint
Maximum Web Forces Per Ply (Ibs)
to be equally spaced. Attach with (2) 8d Box or Gun
Webs Tens.Comp. Webs Tens. Comp.
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
C - K 718 -313 E - 1 529 -834
support by erection contractor.
K - D 527 -832 I - F 718 -314
(a) or scab reinforcement may be used in lieu of CLR
0111111101141101" Jt
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
ar�4
0 H.
, H
reinforcement to be same size, species, grade, and
1' \� "a®aaa,e.■° '✓,f
80% length of web member. Attach with 0.128x3" gun
+ . am°� F- S'■"*
"\,r '% .
nails @ 6" oc.
3a fie° Y
Wind
r'
017,08 1
Wind loads based on MWFRS with additional C&C
°
member design.
z ■
a u
� � i*a � i1 i lJ a■
�W ONAL
COA
lti
08/26/2020
**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,
Component Safety.
installing and bracing. Refer to and follow the latest edition of
BCSI (Building
Information, by TPI anc� SBCA) for saty practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown fortpermanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
as applicable. Apply prates to each face o truss and position as shown above and on the Joinf9Details, unless noted otherwise. kefer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW BuildingComponents Group Inc.
truss in with ANSIPI1, for handlin%
shall not be responsible for any deviation from this drawing,any failure
installation bracing
to build the
conformance or shipping, and of trussesA seal on this drawing or
listing this drawing indicates acceptance of proessfonat engineering responsibility solely for the design shown.
this drawing for is the
cover page , , 13723 Riverport Drive
The suitabrltty
Suite 200
and use of any structure a responsibility of building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineltw.mm; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: w Jccsafe.org Maryland Heights, MO 6304
Job Number: N334501
Ply: 1
SEQN: 7616 / T2 / SPEC
Cust: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E
City: 1
FROM: RWM
DrwNo: 239.20.1108.35602
Truss Label: A11
FV / WHK 08/26/2020
5'7"4 10'8" 1 ('3"15 16'0"1 23'7"15 29'7"15 39'8"
7.4I
5'0"12 T 15 4'8"2 7'7"14 6' 10'0"1
=5X5
5E5
D=4F4 == 5X5 5X5
12
6 � •2X4P
T TT
C
zo�,
rn T5 v
U)
B I �
l�A
Jit
4X6(A2) = SS 1017 =5X5 = 5X10 =3X6(A1)
39'8"
10' 9110" 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 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 L 999 360 B 1556 / 716 / 933 / - / 257 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.625 L 999 240 1 1556 / 718 / 930 / - /- / 8.0
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.076 K - - Wind reactions based on MWFRS
Des Ld: 37.00 EXP' C HORZ(TL): 0.142 K B Min Brg Width Req = 1.8
NCBCLL: 10.00 Mean Height: 15.00 It Code / Misc Criteria Creep Factor: 2.0 1 Min Brg Width Req = 1.8
TCDL: 4.2 psf
Bearings B & I are a rigid surface.
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.820 9 9
p
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.866 Bearings B & I require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.811 Members not listed have forces less than 375#
Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE, 18SS VIEW Ver: 17.02.02A.1213.21
Lumber B - C 1690 -2806 F - G 1810 -2878
C - D 1552 - 2521 G - H 1529 - 2305
Value Set: 13B (Effective 6/1/2013) D - E 1443 -2214 H - 1 1548 -2649
Top chord 2x4 SP #2 N :T5 2x4 SP 2400f-2.OE: E - F 1486 -2258
Bot chord 2x4 SP #1
Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs)
Lumber value set "13B" uses design values Chords Tens.Comp. Chords Tens. Comp.
approved 1/3012013 by ALSC
B - M 2452 -1376 L - K 2805 -1515
Wind M-L 2814-1517 K-1 2266 -1220
Wind loads based on MWFRS with additional C&C
member design. Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 1699 -1052 G - K 435 - 669
tltuyymtsarfaue M - E 597 -872 K- H 693 -314
IlrJp�t
' r+�i M - F 499 - 742
#' a
o y
o.708 q
# •
4##a-a00Yn•aa
a#sue®1` `ts
tout
08/26/2020
-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,
byy TPI an, SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted othenvise,top chord shall have properly attached structural sheathing and bottom chord shall have a properr y
attached rigid ceilincl Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or 610, _
Apply face
as applicable. lates to each of truss and position as shown above and on the JoingDeta'Is' unless noted otherwise. f�efer to
drawings 160A-Z for s�andard plate positions. �LPP �I NN
ALPINE
Alpine, a division of ITW BuildinIComponents Group Inc. shall not be responsible for any deviation from this drawing,any taiture to build the a aro ,a
truss in
conformance with ANSII 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover pa e . , 13723 Rive ort Drive
I
this drawing indicatescceptance of proTesstonar engineering responsibility solely for the design shown. The suit9abtlttyand Suite 200
this yawing fory
use of structure is the responsibility of the building Designer per ANSIITPI 1 Sec.2.,
For more information see this'ab's eneral notes a e and these web sites: ALPINE: www.al ineihv.wm; TPI: www.l inst.or ; SBCA: www.sbcindust .corn; ICC: w Accsafe_ara Maryland Heights, MO 6304
Job Number: N334501
Ply: 1
SEQN: 7636 ! T20 / COMN
Cust: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALIAEBB ELEV.C,E
City: 1
FROM: RWM
DrwNo: 239.20.1108.35133
Truss Label: A13
FV / WHK 08/26/2020
5'7"4 10'8"
13'3"15 2115 31'7"15 39'8"
5'74 5'0"12
2'7"1 8'4" 10, 810"1
D
T 12
6 �2X4
E T3 =HOF10 T4 =6G6 T
TT
P
0o
W
bn
B
A
(a) o
v rD
H
I 1
=3X6(A1) B1 =3X8
L N — K J =3X6(A1)
20'8"
5'8" 13'4"
10'8"
5'4" 7'10" T10" 8' 1
+
10'8"
+
16' 23"0" 31'8" 39'8"
Loading Criteria (psq Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.043 M 999 360 B 840 / 395 / 549 / - / 257 18.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.128 M 999 240 N* 315 / 141 / 160 / - / - / 68.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.015 J - - H 585 / 240 / 435 / - / - / 8.0
Des Ld: 37.00 EXP' C
HORZ(TL): 0.028 J Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5
P ,
Soffit: 0.00 BCDL: 5.0 psi
N Min Br Width Re
Bldg Code: FBC 6th ed 201 Max TC CSI: 0.957 g q = -
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h!2
TPI Std: 2014 Max BC CSI: 0.693 H Min Brg Width Req = 1 d
Bearings B, N, & H are a rigid surface.
Spacing: 24.0 " C&C Dist a: 3.97 ft
Rep Factors Used: Yes Max Web CSI: 0.546 Bearings B, N, & H require a seat plate.
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCp!: 0.18
Plate Type(s): Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE, HS VIEW Ver: 17.02.02A.1213.21 Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Value Set: 13B (Effective 6/1/2013)
B - C 844 -1265 E - F 541 -628
Top chord 2x4 SP #2 N :T3 2x4 SP #1:
C - D 676 -932 F - G 648 -274
:T4 2x4 SP 2400f-2.0E:
D - E 709 -911 G - H 258 -611
Bot chord 2x4 SP #2 N :B1 2x4 SP #1:
Webs 2x4 SP #3 :W7 2x4 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Lumber value set "13B" uses design values
Chords Tens.Comp. Chords Tens. Comp.
approved 1/30/2013 by ALSC
B - M 1088 - 604 K - J 924 -159
Bracing
M - L 931 -462 J - H 455 -78
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
Maximum Web Forces Per Ply (Ibs)
naiis(0.113"x2.5",min.). Restraint material to be
Webs Tens.Comp. Webs Tens. Comp.
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
D - M 619 -431 F - K 876 -1254
tttlnnttsfjhr�rrj E - L 354 -564 K - G 655 -1043
restraint. substitute (1) scab for (1) CLR and (2)
,� ry
R r`�i L - F 903 -493
scabs for (2) CLR'S where shown. Scab
,
¢� +++°a+.a
reinforcement to be same size, species, grade, andea�`(j�
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
®° + e s�
Plating Notes
+°
$ � Q, 70$ i
All plates are 5X5 except as noted.
a
Wind
°
°
Q
Wind loads based on MWFRS with additional C&C
member design.
.r+ +a'
C0A�1Hp�1�ro
aarHeto+itK+�1'��`
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING
TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety. Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proper y
i
_
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to ,
drawings 160A-Z for standard plate positions.
ALPINE
�LPP�I NN
Alpine, a division of ITW Buildin Components Group Inc.
truss in conformance with ANSI /l PI 1, for handling,
shall not be responsible for any deviation from this drawing,any failure to build the ,wowcoWAW
installation bracing trussesA this drawing
or shipping, and of seal on or cover page , , 13723 Riverport Drive
listing this drawing indicates acceptance of professional" engineering responsibility solely for the design shown. The suitability
this drawing for is p the Designer ANSI/TPI 1 Sec.2; Suite 200
and use of any structure e responsibility of building per
For more information see this mob's general notes page and these web sites: ALPINE: www.al ineitw.wm; TPI: www.t inst.or ; SBCA: www.sbcindusl .corn; ICC: —.i=afe.org Maryland Heights, MO 6304
Job Number: N334501
Ply: 2
SEON: 101772/ T12 / HIPS
Cust: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E
City: 1
FROM: JRH
DrwNo: 239.20.1108.34604
Truss Label: A14G
FV / WHK 08/26/2020
2 Complete Trusses Required
7'
17' 22'8" 32,8" 39'8"
r 7,
10, i + 10,
+ 7
=6X6
12 C
=8X8 =8X8
T2 D T3 E
=6X6
T4 F
T 6
T
U)
0
Z�)
B
%Z!t&Z
G v
1 sa A
H
=4X6(A1) -8X8
=8X8
-8X8 =4X6(A1) 1
39'8"
�1'+ 10' +
910" I 910"
+ 10 1
10'
19,10" 29'8"
3918"
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.295 J 999 360
B 3135 / 1427 / - / - / - / 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.816 J 850 240
G 3136 / 1428 / - / - / - / 8.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.064 1 - -
Wind reactions based on MWFRS
EXP: C
Des 00
HORZ TL 0.121 1
( )
B Min Br Width Req = 1.8
g
Mean Height: 15.00 ft
NCBCLL: 00.0.00 TCDL: 4.2 psf
p
Code / Misc Criteria Creep Factor: 2.0
G Min Brg Width Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf
Bldg Code: FBC 6th ed 201 Max TC CSI: 0.676
Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014 Max BC CSI: 0.507
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It
Rep Factors Used: 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. Camp.
Wind Duration: 1.60
WAVE VIEW Ver: 17.02.02A.1213.21
B - C 1424 - 3094 E - F 1534 - 3602
Lumber
C - D 1533 -3601 F - G 1425 -3094
Value Set: 13B (Effective 6/1/2013)
D - E 2128 -4831
Top chord 2x4 SP #2 N :T2, T4 2x6 SP SS:
:T3 2x6 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Bot chord 2x6 SP SS
Chords Tens.Comp. Chords Tens. Comp.
Webs 2x4 SP #3
Lumber value set "13B" uses design values
B - K 2752 -1257 J -1 4769 -2187
approved 1/30/2013 by ALSO
K - J 4768 -2187 I - G 2753 -1258
Nailnote
Maximum Web Forces Per Ply (Ibs)
Nail Schedule:0.128"x3" nails
Webs Tens.Comp. Webs Tens. Comp.
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
C - K 1287 -417 E - I 727 -1297
Webs : 1 Row @ 4" o.c.
K - D 727 -1298 I - F 1287 - 417
Use equal spacing between rows and stagger nails
gtnlaittiakaaara arJrtrryrl
in each row to avoid splitting.
Ld1
Loading
{Y ®r.®gigs{eae ,`'
#1 hip supports 7-0-0 jacks with no webs.
�w` _N +0
Wind
Wind loads and reactions based on MWFRS.
0
a°�o.quan t`.
COAr�tIIA1. „
4:lti6a:i9H9&;
08/26/2020
**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 shii ping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted he et chord shall have properly attached structural sheathing and bottom chord shall have a progerr y
attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracing ins alled per BCSI sections B3, B7 or 610,
as applicable. Apply lates to each face ofPtruss and position
as shown above and on the Join Details, unless noted otherwise.
f�efer to
drawings 160A-Z for sandard plate positions.
ALPINE
Alpine, a division of ITW BuildincLComponents Group Inc., shall not be responsible for any deviation from this drawing,bny failure to build the
truss in conformance with ANSI/TPI 1, or for handlin shlppinq, installation and bracing of trussesA seal on this drawing or cover pa
listing this drawing indicates acceptance of pro essionar engineering responsibility solely for the design shown,
and use of this drawing,
for any structure is the responsibility of the Building Designer ANSIITPI 1 Sec.2.
, , 13723 Riverport Drive
The sui ability
Suite 200
per
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wm; TPI: www.t inst.or ; SBCA: www.sbdndust
.cam; ICC: wwwJccsafe.org Maryland Heights, MO 6304
Job Number: N334501
Ply: 1
SEQN: 7618 /
T19 ! COMN
Cust: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 ! 1828/CALI/4EBB ELEV.C,E
Qty: 1
FROM: RWM
DrwNo: 239.20.1108.34838
Truss Label: A15
FV / WHK 08/26/2020
10'8"
15'3"15 23'3"15 3A'8"1
5'7"4 5'0"12 +
+
4'7"15 8' 8'4"2
+322�88" 7-
11'15 7'
=5X5
D
12
S)
6
2X4
E1F
5X10(S
HT
P C
T3 T4
iZo
n
(a)
MTTV
o o
B
1
v
V)
I "I "I
T 'A
fJ11
3X6(A1) -5X8
=5X5 =4X6 =4X4L
=5X5=3X6(At)
21'
5'
13'8" -i
�1 8
8 5 5
8'
'}
16' 21' 26' 318" 39'8"
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,PI in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.038 0 999 360
B 745 / 341 / 498 / - / 277 / 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.117 0 999 240
M 1429 /650 /723 /- /- 18.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.017 K - -
L 629 / 223 / 242 / - / - / 8.0
EXP: C
Des
HORZ TL : 0.031 K
( )
1 534 / 244 / 399 / - / - / 8.0
.00 Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Code / Misc Criteria Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00 BCDL: 5.0 sf
p
Bldg Code: FBC 6th ad 201 Max TC CSI: 0.796
B Min Br Width Re 1.5
9 q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014 Max BC CSI: 0.774
M Min Brg Width Req = 1.
L Min Brg Width Req = 1.55
Spacing: 24.0 " C&C Dist a: 3.97 ft
Rep Factors Used: Yes Max Web CSI: 0.703
I Min Brg Width Req = 1.5
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Bearings B, M. L, & I are a rigid surface.
GCpi: 0.18
Plate Type(s):
Bearings B, M, L, & I require a seat plate.
Wind Duration: 1.60
WAVE, HS VIEW Ver: 17.02.02A.1213.21
Lumber
Members not listed have forces less than 375#
Value Set: 13B (Effective 6/1/2013)
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Top chord 2x4 SP #2 N :T3, T4 2x4 SP #1:
Bot chord 2x4 SP #2 N
B - C 1173 -1100 E - F 800 - 686
Webs 2x4SP#3
C-D 1078 -901 G-H 703 -618
Lumber value set "1313" uses design values
D - E 886 -674 H - 1 605 -577
approved 1/30/2013 by ALSC
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SR6 or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
B - O 936 -830 M - L 540 -410
nails(0.113"x2.5",min.). Restraint material to be
O - N 570 -428 L - K 530 -366
supplied and attached at both ends to a suitable
N - M 598 -426 K - 1 451 -354
support by erection contractor.
used in d lieu ofCLR
r scab reinforcement f b(1) CLR
restra
pmi'
Forces Per (IbTens.
Webs u
restraint. substitute (1) scab ane
scabs for (2) CLR'S where shown. Scab
, yxgtt��utotill,e°:
1,f� (H
Tens.Comp.eb
Webs Comp.
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" guns
�a 080°004W."
�° '� o•
C - O 458 -291 M - F 773 -732
nails @ 6" oc.
i "1,� •,
O - D 469 -432 L - G 886 898
; ¢�•
E - M 1630 -1574
£ +
Wind
nn
Wind loads based on MWFRS with additional C&C
o
member design.
S —
y
�4411ifi
�y t ¢r ` �
p �
COA L
�eaeAL
08/26/2020
**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 sh!
Component Safety �
ping, installingand bracing. Refer to and follow the latest edition
of BCSI (Building
Information, byy TPI an SBCA) for satPety practices prior to performing these functions. Installers shall provide temporarryY
bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracingq ins ailed per BCSI sections B3, B7 or 810,
Apply lates to face kefer
as applicable. each of truss and position
drawings 160A-Z for s�andard plate positions.
as shown above and on the Join Details, unless noted otherwise.
to ALPINE
Alpine, a division of ITW Buildin$4Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the µ,,,�,ro,,,,�,„
truss in conformance with ANSI PI 1, or for handlin, shipping, installation and bracing of trussesA seal on this drawing or cover e
listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown.
and use this drawing for is the the Designer
pa _ , 13723 Rive ort Drive
The suit9ability rP
Suite 200
of any structure responsibility of Building per ANSIITPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: w .al ineitw.wrn: TPI: www.t inst.or ; SBCA: w .sbcindust .cam;
ICC: w Jccsafe.orq Maryland Heights, MO 6304
Job Number: N334501 Ply: 1 SEQN: 7619 / T18 / SPEC Cust: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 239.20.1108.35805
Truss Label: A16 FV / WHK 08/26/2020
{ 25'3"15
1915
5'74 , 108 + 17'3"15 + 19'3 15213i15 23'61 273115 29-8' 32'8" 39'8"
5'7"4 5'0'12 6'7'15 2' 2' 2'2"1 2' 2'4"2 2'11"1 7'
=5X5
D
T6 �2 =5L5
c� C =8X8 =8X8 ;5X10(SRKS
co E F G H I J
n B Z AB AE M
22 A
Y X W V I—lU T S R Q P O
=3X6(A1) -5X5 =5X5 =4X4 1112)4(**1 =5X5 3X6(A7)
=4XX4
21'
13'8"
�1 8 8 13"15 H 1 8i1�T 2 "1s 2� 9 +1d
8' 16' 17' "152, 21 1�3'31525'31�85,1' 27'3"15�2,2"� 31'8 39'8"
9 3' 15 A'3"15 26' ' 29'6"5
Loading Criteria (psp
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psi
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "'I 3B" uses design values
approved 1/30/2013 by ALSC
Plating Notes
All plates are 2X4 except as noted.
(**) 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Laterally brace chord above/below filler at 24" OC
(or as designed) including a lateral brace on chord
directly above/ below both ends of filler
(if no rigid diaphragm exists at that point)
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.037 Y 999' 360
VERT(TL): 0.112 Y 999 240
HORZ(LL): 0.016 O - -
HORZ(TL): 0.030 O
Creep Factor: 2.0
Max TC CSI: 0.931
Max BC CSI: 0.771
Max Web CSI: 0.571
VIEW Ver: 17.02.02A.1213.21
}� 1
0/1 ��440 r
M
0
� o •7 Pti 1 v e
08/26/2020
N
T
M
�I ll
w
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 774 / 354 / 508 / - / 317 / 8.0
U 1323 / 588 / 635 / - / - / 8.0
R 711 /237 /257 /- /- /8.0
M 531 /246 /381 /- /- 18.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
U Min Brg Width Req = 1.8
R Min Brg Width Req = 1.5
M Min Brg Width Req = 1.5
Bearings B, U, R, & M are a rigid surface.
Bearings B, U, R, & M require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 1167-1151 F-G 823 -821
C - D 1085 - 960 G - H 834 - 831
D - E 849 - 722 K - L 728 - 548
E - F 823 - 821 L - M 667 - 571
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - Y
978 - 866
T - S
662
- 551
Y - X
627 - 443
S - R
661
- 551
X - W
462 - 353
R - Q
424
- 375
W - V
462 - 353
Q - P
424
- 375
V - U
462 - 353
P - O
424
- 377
U - T
663 - 550
O - M
445
- 407
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - Y
407 -257
U -AB
548
-605
Y - D
453 - 347
AB- H
472
- 522
E - Z
1577 -1447
R -AE
959
- 847
Z - U
1591 -1466
AE- K
943
- 826
-WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
-IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI anc7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSL Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached riqid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildingComponents 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 handlin shipping, installation and bracing of trussesA seal on this drawing or cover pa e , , 13723 Rive ort Drive
listin this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability
and use of this drawing for any structure is p e responsibility of the Building Designer per ANSI/TPI 1 Sec.2.. Suite 200
For more intonation see this job's general notes page and these web sites: ALPINE: www.al ineitw.wm; TPI: www.t inst.or ; SBCA: www.sbcindust xom; ICC: kCsafe.org Maryland Heights, MO 6304
Job Number: N334501 Ply: 1 SEQN: 7620 / T3 / GABL Cust: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: HMT DrwNo: 239.20.1108.34509
Truss Label: B1GE I FV / WHK 08/26/2020
1 d8" 214"
4,8" ^i-- 2' - i
(TYP) =4F4
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP. C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Special Loads
—(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25)
TC: From 96 pif 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 with additional C&C
member design.
Additional Notes
See DWGS A16015ENC101014 & GBLLETIN1014 for
gable wind bracing and other requirements.
21 '4"
—
21,4"
21,4"
Snow Criteria (Pg,Pf In PSF)
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or *=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udetl U#
Loc R / U / Rw / Rh / RL / W
Pf: NA Ce: NA
VERT(LL): 0.005 R 999' 360
B* 125 • / 48 / 39 /- / 11 / 256
Lu: NA Cs: NA
VERT(TL): 0.017 R 999' 240
Wind reactions based on MWFRS
Snow Duration: NA
HORZ(LL): 0.004 L - -
B Min Brg Width Req = -
HORZ(TL): 0.006 R
Bearing B is a rigid surface.
Code / Misc Criteria
Creep Factor. 2.0
Bldg Code: FBC 6th ed 201
Max TC CSI: 0.323
Members not listed have forces less than 375#
TPI Std: 2014
Max BC CSI: 0.211
Rep Factors Used: Yes
Max Web CSI: 0.092
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
H* r
S AMrose�a ama_ 1p —
r L
i
a°
�l o••aaaera„ �'°sue°°�'��;` �
ABT1QlPi1;'�
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in.fabricat!ng, handling, shipping, installing and bracing. _ Refer to and follow the latest el
Alpine, a division of
truss in conformanc
listing this drawinr
and use of this 2
For more information see
e
rl NI 1; or for r
acceptance
any structure
!ral notes oaoe an
as
on
of
iaii nave a progeny
Ins 87 10,
to
erwise. efer
ALPINE
failure to build the
1 or cover pa e
n. The suitability
13723 Riverport Drive
Suite 200
ry.com; ICC: vrJccsafe.org
Maryland Heights, MO 6304
Job Number: N334501 Ply: 1 SEQN: 7621 / T1 / GABL Cust: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 239.20.1108.34526
Truss Label: C1GE FV / WHK 08/26/2020
7'
7'
14'
7'
5. 2' —'
(TYP)
m04
D
14'
t
12
ih
a
14'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Deff/CSI Criteria
♦ Maximum Reactions (lbs), or'=PLF
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefi U#
Loc R / U / Rw / Rh / RL / W
B• 129 / 50 / 40 /- / 12 / 168
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.007 J 999- 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.021 J 999- 240
Wind reactions based on MWFRS
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL):-0.004 H - -
B Min Brg Width Req = -
Des Ld: 37.00
EXP: C
HORZ(TL): 0.009 H
Bearing B is a rigid surface.
Code / Misc Criteria
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.psf
Creep Factor. 2.0
Soffit: 0.00
BCDL: 5.0 psf
Bldg Code: FBC 6th ed 201
Max TC CSI: 0.392
Members not listed have forces less than 375#
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.256
Maximum Gable Forces Per Ply (Ibs)
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Factors Used: Yes
Max Web CSI: 0.135
Gables Tens.Comp. Gables Tens. Comp.
C - J 461 -403 H - E 461 -403
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
I VIEW Ver: 17.02.02A.1213.21
Wind Duration: 1.60
WAVE
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Special Loads
--(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25)
TC: From 96 pit 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. yttattntaaar tarar1
Wind,®a �J}7jry�td
Wind loads based on MWFRS with additional C&C
member design.t y0
Additional Notes �° e
See DWGS A16015ENC101014 & GBLLETIN1014 for a°
gable wind bracing and other requirements.
a p�p
.yo, ��7,�Qa��smar•n•m��°,85'�+(`.n
`'4"V�
COA G 7 ONAAL
sattmioll"t
08/26/2020
"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, byy TPI ani SBCA) for saty practices pnor to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted ojherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached riqid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
as applicable. Apply, plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. kefer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss In conformance with ANSIlfPI 1, or for handling, shipping, Installation and bracing of trussesA seal on this drawing or cover pa e , ,
s.,�a„,,,,,,.
13723 Rive ort Drive
Ri
listing this drawing indicates acceptance of o) essionar engineering responsibility solely for the design shown. The sui�abillty
and use of this drawing for any structure is the responsibilityof the building Designer per ANSI/TPI 1 Sec.2.
Suite
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.wrn; TPI: www.tpinst.org: SBCA: www.sbcindustry.com; ICC: www iccsafe ora
Maryland Heights, MO 6304
SEQN: 1017781 COMN Ply: 1 Job Number: N334501 Cust: R8975 JReL 1WY589750042 T13 1
FROM: JRH Qty: 1 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 239.20.1108.36787
Truss Label: DI / YK 08/26/2020
5'
5'
=4X4
C
10,
5'
12
6
(�7
B D Cl'
A E t—VF
2x4(Al) 1112x4=2X4(A1)
10,
5'
0,
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/detl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.007 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.013 F 999' 240
B 434 /- /- /287 /202 /134
BCDL: 10.00 Risk Category: II
Snow Duration: NA
HORZ(LL): 0.003 F - -
D 434 /- /- /287 /202 /-
EXP: C Kzt: NA
Des Ld: 37.00
HORZ(TL): 0.006 F - -
Wind reactions based on MWFRS
Mean Height: 15.00 ft
9
NCBCLL: 00 TCDL: 4.2 psf
Code / Misc Criteria
CreepFactor: 2.0
B Brg Width = 8.0 Min Req = 1.5
.
Soffit: 000 BCDL: 5.0 psf
Bldg Code: FBC 6th.ed 201
TC CSI: 0.250
Max
D Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.264
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.00 ft
Rep Fac: No
Max Web CSI: 0.081
Members not listed have forces less than 375#
Loc. from endwall: not in 4.50 It
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE
VIEW Ver: 18.02.01A.0205.19
Lumber
B - C 358 -494 C - D 359 -494
Value Set: 13B (Effective 6/1/2013)
Maximum Bot Chord Forces Per Ply (Ibs)
Top chord 2x4 SP #2 N
Chords Tens.Comp. Chords Tens. Comp.
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
B - F 396 -183 F - D 396 -183
Lumber value set "'I3B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MW FRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
91f�''jf
3p H.
a o Z08 9 d
. 6
4
Vs,
*
A%
� • t e ��\il
{'p •�®m YtlA6so IVS
COA
08/26/2020
**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, byv TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless dtherwise,top have
per noted chord shall properly attached structural sheathingg and bottom chord shall have a proLperly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinq ins ailedper BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the JoinCDetails, unless noted otherwise. kefer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI/TPI 1, or for handlin, shippintq, installation and bracing of trussesA seal on this drawing or cover pa e. ,
listing this drawing indicates acceptance of pro essrona engineering responsibility solely for the design shown. The suit9abrlrty
�a, e,.
6750 Forum Drive
and use of this drawing for any structure is pro)
responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
Suite 305
For more information see this mob's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindusl .com; ICC: wwwAccsafe.org
Orlando FL, 32821
SEQN: 101775 / COMN Ply: 1 Job Number: N334501 I Cust: R 8975 JRef:1 WY589750042 T14 %
FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 239.20.1108.36631
Truss Label: D2 / YK 08/26/2020
5'
5'
=4X4
C
10,
5'
12
6
u7
M
B D
A E8'8"
F
2X4(A1) 1112X4 = 2X4(A1) t—
10,
6. , i
10.
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
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): 0.007 F 9991 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.013 F 9991 240
B 434 /- /- /287 /202 1134
BCDL: 10.00 Risk Category: II
Snow Duration: NA
HORZ(LL): 0.003 F - -
D 434 /- P /287 /202 P
EXP: C Kzt NA
Des Ld: 37.00
HORZ(TL): 0.006 F - -
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 00 TCDL: 4.2 psf
Code / Misc Criteria
CreepFactor: 2.0
B Big Width = 8.0 Min Req = 1.5
0.
Soffit: 0.00 BCDL: 5.0 psf
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.250
D Br Width = 8.0 Min Re 1.5
9 q=
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.264
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.00 ft
Rep Fac: No
Max Web CSI: 0.081
Members not listed have forces less than 375#
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE
VIEW Ver: 18.02.01A.0205.19
Lumber
B - C 358 - 494 C - D 359 - 494
Value Set: 13B (Effective 6/1/2013)
Maximum Bet Chord Forces Per Ply (Ibs)
Top chord 2x4 SP #2 N
Chords Tens.Comp. Chords Tens. Comp.
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
B - F 396 -183 F - D 396 -183
Lumber value set "l313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
tom`• a
H' rrrr
m o
S 0summmolivix
08/26/2020
**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 sh! ping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for saety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proger/y
attachetl ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin ins jalled per BCSI sections B3, B7 or B10, _
as applicable. Apply lates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE�
drawings 160A-Z for standard plate positions.
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 ANSIfTPI 1, or for handlingq,, shipping, Installation and bracing of trussesA seal on this drawing or cover pa e , , 6750 Forum Drive
listing this drawing indicates acceptance of ro�fessional engineering responsibility solely for the design shown. The suitability
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see this job's general notes page and these web sites: ALPINE: www.ai ineitw.wrn; TPI: www.l inst.or ; SBCA: www.sbcindusl .cam; ICC: —Accsafe.org Orlando FL, 32821
SEQN: 101787/ HIPS Ply: 1 Job Number: N334501 Cust: R8975 JRef:1WY589750042 T17 I
FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 239.20.1108.36647
Truss Label: D3G / YK 08/26/2020
u
M
O
4' 3
3' 7' 10,
3' 4' 3'
:4X6 =4X6
12 C D
6� T
tO
B E M
ALiF �8'8"
H G 1
2X4(A1) 1112X4 1112X4=2X4(A1)
1 3'1"12
3'1 "12
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Special Loads
-(Lumber Dur.Fac. 1.25 / Plate Dur.Fac. 1.25)
TC: From 56 plf at -1.00 to 56 plf at
3.00
TC: From 28 pif at 3.00 to 28 plf at
7.00
TC: From 56 plf at 7.00 to 56 plf at
11.00
BC: From 20 plf at 0.00 to 20 pif at
3.03
BC: From 10 pif at 3.03 to 10 plf at
6.97
BC: From 20 pif 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.
Additional Notes
Refer to General Notes for additional information
10,
3'8"8 3'1 "12
1
6'10"4 10,
Snow Criteria (Pg,Pf In PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.022 H 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 625 P /- P /312 P
Lu: NA Cs: NA
VERT(CL): 0.044 H 999 240
Snow Duration: NA
HORZ(LL): 0.008 C - -
E 625 P /- P /312 P
HORZ(TL): 0.016 C
Creep Factor. 2.0
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
Code / Misc Criteria
Bldg Code: FBC 61h.ed 201
Max TC CSI: 0.288
E Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.379
Bearings B & E are a rigid surface.
Rep Fac: No
Max Web CSI: 0.059
Bearings B & E require a seat plate.
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 18.02.01A.0205.19
B - C 456 - 963 D - E 456 - 963
WAVE
C - D 381 -842
t14
o as
i
a
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 829 - 384 G - E 829 - 384
H - G 842 -381
�� qos+"•orrr�oiao•sso® ``�"iJ�
COA 5 ®OVAL
Aunewl
08/26/2020
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a pro erly
attached rigid ceiling Locations shown fortpermanent lateral restraint of webs shall have bracingq !nslalled per BCSI sections B3, B7 or �10,
as applicable. Apply, plates to each face, o truss and position as shown above and on the JoinCDetails, unless noted otherwise. Nefer to ALPINE
drawings 160A-Z for standard plate positions.
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 ANSIII PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover pa e 6750 Forum Drive
listing this drawing indicates acceptance of pro�fessionat engineering responsibility solely for the design shown. The suit9abtllty Suite For and use of this drawing,
for any structure is p e responsibility of the Building Designer per ANSI/TPI 1 Sec.2.305
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wm; TPI_ www.tpinst.org; SBCA: www.sbcinduslry.com; ICC: w Jcmafe.org Orlando FL, 32821
4
4
SEON: 285011 VAL Ply: 1 Job Number: N334501 Cust: R8975 JRef; 1 WY589750042 T33
FROM: RWM Oty: 1 7A5/320 ,l82EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 239.20.1108.35897
Truss Label: V8 �YK / WHK 08/26/2020
3'11"8 7-11"
3'11"8 13'11"8
=4X4
12 B
T 6�
N---A4X4(D1) �--4M(�Dl)C
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
See DWG VAL160101014 for valley details.
Valley truss connection to truss below shall be designed
and furnished by others .
7-11"
7-11"
7'11"
Snow Criteria (Pg,Pf In PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Pf: NA Ce: NA
VERT(LL): 0.028 999 360
Lu: NA Cs: NA
VERT(CL): 0.051 999 240
Snow Duration: NA
HORZ(LL): -0.010 - -
HORZ(TL): 0.019
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 2017
Max TC CSI: 0.312
TPI Std: 2014
Max BC CSI: 0.381
Rep Fac: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 18.02.01A.0205.19
0
�9'6"3
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 75 /- /- /34 /28 /8
Wind reactions based on MWFRS
D Brg Width = 95.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 399 - 366 B - C 399 - 366
o.7Q8 1
• a
COA �y ON pe"r'°tw
ON FRO 0111t41�4
(3/26/2020
**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 [7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a pro erly
attached ri id ceiling Locations shown forermanent lateral restraint of webs shall have bracingg ins ailed per BCSI sections 63, B7 or �10, ��
as applicabgle. Apply plates to each face o truss and position as shown above and on the Joint" Details, unless noted otherwise. f2efer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the *"m ee,,,,,",
truss in conformance with ANSIl1 PI 1, or for handl% shipping, installation and bracing of trussesA seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of ppro essiona engineering responsibility solely for the design shown. The suit9ability
and use of this drawing for any structure is go)
responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see this job's general notes page and these web sites: ALPINE: www.ai ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .cam; ICC: w Jccsafe.org Orlando FL, 32821
SEQN: 28502/ VAL Ply: 1 Job Number: N334501 Cust: R8975 JRef:1WY589750042 T16 %
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 239.20.1108.35867
Truss Label: V4 YK / WHK 08/26/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
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 It
Loc. from endwall: not in 9.00 ft
GCp!: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
111"8 3'11"
111 "8 1111,18
12
6 =4X4
B
A4X4(D1)=4X4(D1) C
10'6"3
D
1, 3'11"
3-11"
3'11"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell U#
Pf: NA Ce: NA
VERT(LL): 0.004 9991360
Lu: NA Cs: NA
VERT(CL): 0.007 999 240
Snow Duration: NA
HORZ(LL): -0.001 - -
HORZ(TL): 0.003
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201 7Max
TC CSI: 0.070
TPI Std: 2014
Max BC CSI: 0.104
Rep Fac: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 18.02.01A.0205.19
WAVE
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
See DWG VAL160101014 for valley details.
Valley truss connection to truss below shall be designed
and furnished by others.
ttUttettttaasatri,Fr
+gip frfb�
'it' �yoiantaaa
�r�°°r
it a a
a a
a p� a
Q. iJ43
m � b
i t
i 9
i
—
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 75 /- /- /31 /22 /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#
08/26/2020
-WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
quire
Information, by TPI an � SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporarryY
BCSI. Unless noted oytherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly
iiid ceilingq Locations shown for ermanent lateral restraint of webs shall have bracin ins�alled per BCSI sections B3, B7 or B10,
-Z Apply plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. f7efer to
of
I m 1, or Tor nanaiinqq' Snlpp
acceptance of ro�fessior
any structure is the respon
ral notes aaae and these web sites:
from this drawingany failure to build the
seal on this drawing or cover pa e
_for the design shown. The su!>9ability
ALPINE
.—C w
6750 Forum Drive
Suite 305
Orlando FL, 32821
•
Job Number: N334501 Ply: 1 SEQN: 101767/ T15 / EJAC Cust: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E City: 8 FROM: JRH DrwNo: 239.20.1108.35852
Truss Label: EJ7 KD / WHK 08/26/2020
C
12'2"11
12
6
m
o_ to
� M
d'
B
3 A 8'8"
D
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP. C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 " C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1 /30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
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, i
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(TL): NA
Snow Duration: NA
HORZ(LL): 0.017 D
HORZ(TL): 0.031 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.713
TPI Std: 2014
Max BC CSI: 0.527
Rep Factors Used: No
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02C.0211.16
WAVE
��9ffiffi. Wffi A@pp+
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•
i
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08/26/2020
"WARNING`" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
♦ Maximum Reactions (lbs)
Loc R /U /Rw /Rh /RL /W
B 331 / 117 / 259 /- / 173 / 8.0
D 127 /20 /101 /- /- /1.5
C 171 /133 /91 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pperly
id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10.
i a. Apply plates to each face of truss and position as shown above and on the Joint -Details, unless noted otherwise. kefer to
60A-Z for standard plate positions.
a division of
nice Wlm ANZ51/ 1 1`1 1, or Tor nanounq, s
ing indicates acceptance of role:
drawing for any structure is tphe re:
see this job's general notes page and these web
his drawing,any failure to build the
on this drawing or cover page ie design shown. The suitability
AL NE
AN C
6750 Forum Drive
Suite 305
Orlando FL, 32821
Job Number: N334501 Ply: 1 SEQN: 101770 / T11 / EJAC Cust: R8975 JRef. 1 WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 6 FROM: JRH DrwNo: 239.20.1108.35804
Truss Label: EJ7A KM / DF 08/26/2020
T.
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MW FRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.00 It
Loc. from endwall: not in 4.50 ft
GCp!: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MW FRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
B
7,
7'
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(TL): NA
Snow Duration: NA
HORZ(LL): 0.018 C
HORZ(TL): 0.033 C
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201 7Max
TC CSI: 0.725
TPI Sid: 2014
Max BC CSI: 0.533
Rep Factors Used: No
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02C.0211.16
H. frf�d
Ak
•
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0
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r
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08/26/2020
♦ Maximum Reactions (lbs)
Loc R / U / Rw / Rh / RL / W
A 270 / 79 / 188 / - / 151 / 8.0
C 128 /21 /104 /- /- /1.5
B 174 /135 /95 /- /- /1.5
Wind reactions based on MWFRS
A Min Brg Width Req = 1.5
C Min Brg Width Req = -
B Min Brg Width Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety. Information, byy TPI ant SBCA) fo'r saty practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathingq and bottom chord shall have a propperly
attached timid ceilin Locations shown forpermanent lateral restraint of webs shall have bracmq inslalled per BCSI sections B3, B7 or 810,
as applicable. Apply plates to each face of truss and position as shown above and on the Joinf9Deta,Is, unless noted otherwise. f7efer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,.,,,,.�,.,,,,,„
truss in conformance with ANSI/l PI 1, or for handlingq,, shippin , installation and bracing of trussesA seal on this drawing or cover, e , , 6750 Forum Drive
listing this drawing, indicates acceptance of pprofessional engineering responsibility solely for the design shown. The su!t9ability
and use of this drawing for any structure is go),
responsibility of the building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see this job's general notes page and these web sites: ALPINE: www.alpineiha.com; TPI: www.tpinst.or : SBCA: www.sbclhdus".com; ICC: w Jccsafe.org Orlando FL, 32821
s
SEQN: 101539/ EJAC Ply: 1 Job Number: N334501 Cust: R8975 JRef:1WY589750042 T28 I
FROM: JRH Qty: 3 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Dnallo: 239.20.1108.35945
Truss Label: EJ3 I / YK 08/26/2020
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 "
V
2X4(A1)
Wind Criteria
Wind Std: ASCE 7-10
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "136" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
I
ce)
0
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): 0.002 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 2017
Max TC CSI: 0.216
TPI Std: 2014
Max BC CSI: 0.123
Rep Fac: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 18.02.01A.0205.19
.40
40
e°
Q. 708 1
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COA Q7§1 "rtitAL
08/26/2020
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 188 P /- /162 /76 /86
D 52 /- /- /41 /6 !-
C 65 /- /- 131 /51 !-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"WARNING'* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling shipping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an SBCA) for saety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly
,iid ceiling Locations shown for permanent lateral restraint of webs shall have bracing insalled per BCSI sections B3, B7 or 810,
i e. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to
60A-Z for standard plate positions.
Of
'im 1, or Torn
acce tance
any sFructure
his drawing,any failure to build the
on this drawing or cover page
ie design shown. The sui gabdtty
TPI: w Jpinst.org; SBCA:
ALPINE
u+mvC m _
6750 Forum Drive
Suite 305
Orlando FL, 32821
Job Number: N334501 Ply: 1 SEON: 7622 / T35 / JACK Cust: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E City: 4 FROM: RWM DiwNo: 239.20.1418.53201
Truss Label: CJ5 KD / WHK 08/26/2020
C
12
6
M
CV M
B
CM
1 A
D
1, 4'11"4 I
4' 11 "4
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Loc R / U / Rw / Rh / RL / W
B 256 195 / 207 / - / 128 / 8.0
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): NA
D 89 / 13 / 68 / - / - / 1.5
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.005 D
C 118 / 92 / 61 / - / - / 1.5
Des Ld: 37.00
EXP: C
HORZ( TL ) 0.010 D -
Wind reactions based on MWFRS
Code / Misc Criteria
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
B Min Brg Width Req = 1.5
Soffit: 0.00
BCDL: 5.0 psf
Bldg Code: FBC 6th ed 201
Max TC CSI: 0.411
�
D Min Brg Width Req = -
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.254 i
C Min Brg Width Req = -
Bearing B is a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Factors Used: Yes
Max Web CSI: 0.000 i
Bearing B requires a seat plate.
Loc. from endwall: not in 4.50 it
FT/RT:20(0)/10(0)
GCp!: 0.18
Plate Type(s):
Members not listed have forces less than 375#
VIEW Ver: 17.02.02A.1213.21
Wind Duration: 1.60
WAVE
Lumber
Value Set: 13B (Effective 6/112013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
f�srf�
g aqs
����samnse
,,aa
o.7.08 1
win g
S AST 0
@�awaftort9®y 4
r}\
COA ON AAL
(9/26/2020
**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 anr7 $BCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathinp and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join�Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW BuiidingComponents Group Inc. shall not be responsible for any deviation from this drawing;any failure to build the
truss in ANSI 1, for
.n CMP",.
conformance with or handlin), shipping, installation and bracing of trussesA seal on this drawing or cover pa e , ,
listing this drawing indicates acceptance of to�fessionar engineering responsibility solely for the design shown. The suiFabtllty
and use of this yawing for any structure is the responsibility the Building Designer ANSI/TPI 1 Sec.2.
13723 River ort Drive
p
Suite 200
of per
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wm; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org
Maryland Heights, MO 6304
Job Number: N334501 Ply: 1 SEQN:7623 / T34 /JACK I Cust:R8975 JRef: 1WY589750042
,7A5/320,182EC,E,02G,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 4 FROM:RWM DrwNo: 239.20.1108.35728
Truss Label: CJ3 FV ! WHK 08/26/2020
�— 1'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
C
T
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W
B 185 / 75 / 160 / - / 84 / 8.0
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
D 50 16 / 41 / - / - / 1.5
Snow Duration: NA
HORZ(LL): 0.001 D
C 63 / 50 / 29 /- /- / 1.5
HORZ(TL): 0.001 D
Creep Factor: 2.0
Wind reactions based on MWFRS
B Min Bing Width Req = 1.5
Code / Misc Criteria
Bldg Code: FBC 6th ed 2017
Max TC CSI: 0.206
D Min Brg Width Req = -
TPI Std: 2014
Max BC CSI: 0.115
C Min Brg Width Req = -
Rep Factors Used: Yes
Max Web CSI: 0.000
Bearing B is a rigid surface.
Bearing B requires a seat plate.
FT/RT:20(0)/10(0)
Plate Type(s):
Members not listed have forces less than 375#
VIEW Ver: 17.02.02A.1213.21
WAVE
+9`m'�`��f• (l • ,ref r��r
s g
COA
sun "I '
08/26/,'
**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, byy TPI an SBCA) for sa ety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a pro perr y
attached ri id ceiling Locations shown forpermanent lateral restraint of webs shall have bracin insTalled per BCSI sections B3, B7 or B10,
as appiicab�e. AppTy lates to each face ofptruss and position as shown above and on the Joint9Details, unless noted otherwise. kefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the u„ wco�,,,n,.
truss in conformance with ANSIf PI 1, or for handlingq'' shippin , Installation and bracing of trussesA seal on this drawing or coverpa , 13723 Riverport Drive
listing this drawing indicates acceptance of pro) essional engineering responsibility solely for the design shown. The s.1 bdtty,
and use of this drawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. Suite 200
For more information see this job's general notes page and these web sites: ALPINE: www.al ineiiw.mm: TPI: www.t inst.or ; SBCA: www.sbcindust .corn; ICC: w Jccsafe.orq Maryland Heights, MO 6304
U
SEQN: 101784/ JACK Ply: 1 Job Number: N334501 Cust:R8975 JRef:1WY589750042 T32 /I
FROM: RWM Qty: 4 7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 239.20.1108.35960
Truss Label: CJ1 / YK 08/26/2020
4 3
i
12
6 C
�— 1'
Loading Criteria (psf)
Wind Criteria
TOLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
D
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
_F T /-� 9'2"5
11 "4
11 "4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(CL): NA
Snow Duration: NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Code / Misc Criteria
Creep Factor. 2.0
Bldg Code: FBC 6th.ed 2017
Max TC CSI: 0.196
TPI Sid: 2014
Max BC CSI: 0.025
Rep Fac: No
Max Web CSI: 0.000
FT/RT:20(0)/l0(0)
Plate Type(s):
WAVE VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- /148 /79 /41
D 11 /-2 /- /18 /12 /-
C - /-15 /- /27 132 /-
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#
COAly A ILL s�
mens"
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless have bottom have
per noted ovherwise,top chord shall properly attached structural sheathing and chord shall a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin Ins ailed per BCSI sections B3, B7 or 810,
as applicable. Apply to face truss the Joinf Details, kefer to
plates each of and position as shown above and on unless noted otherwise.
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in 1, for
•um comvur
conformance with ANSIrrPI or handling, shipping, installation and bracing of trussesA seal on this drawing or cover pa e , ,
Iisting this drawing indicates acceptance of pro esslona engineerin responslb!Itty solely for the design shown. The su! ability
building
6750 Forum Drive
Suite 305
and use of this drawing for any structure is [he responsibility of the Designer per ANSI/TPI 1 Sec.2:
For more information see this job's general notes page and these web sites: ALPINE: www.al ineirtv.wm: TPI: www.tpinst.org; SBCA: www.sbcinduslgxom; ICC: w Jccsafe.org
Orlando FL, 32821
SEQN: 101781 / JACK Ply: 1 Job Number: N334501 Cust: R8975 JRef: 1 WY589750042 T27
FROM: RWM City: 4 7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 239.20.1108.36054
Truss Label: CAA / YK 08/26/2020
12
6 C
43
V
T 3 9'2"5
M' 8rOn
11,114
1,
11 114
Loading Criteria (psi)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in Ioc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- 1148 /79 /41
BOLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.000 D
D 11 /-2 A /18 /12 /-
Des Ld: 37.00
EXP: C Kzt NA
HORZ(TL): 0.000 D - -
C - /-15 /- /27 /32 /-
Code / Misc Criteria
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: Height:
psi
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
BCDL: 5.0 sf
p
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.196 i
B Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
: TPI Std2014
Max BC CSI: 0.025
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 it
Rep Fac: No
Max Web CSI: 0.000
Bearing B is a rigid surface.
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Bearing B requires a seat plate.
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE
VIEW Ver: 18.02.01A.0205.19
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
• truss it
listing
and u
For morc
v+• Hl r
e
m o,08 q ¢'y pp
p• f
ZAT W0`-,T f
COALkONAL
ttt
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS;
s require extreme care in fabricating, handlin shipping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporarryy
c�er BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
r! id ce!I!n Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
icab9e. Apply plates to each face oftrussand position as shown above and on the Joinf9Details, unless noted otherwise. kefer to ALPINE
Is 160A-Z for standard plate positions.
a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the nN wconw�rm
conformance with ANSI fI PI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover page , , 6750 Forum Drive
this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The suitability Suite 305
ce of this yawing for any structure is the responsibility of the uilding Designer per ANSI/TPI 1 Sec.2:
information see this lob's general notes page and these web sites: ALPINE: www.alpineitw.wrn; TPI: www.tpinsl.ora' sack www.sbcindustrycorn; ICC: www.iccsafe.org Orlando FL, 32821
v.
°
Job Number: N334501 Ply: 1 SEQN: t626 / T26 / HIP_ Cust: R8975 JRef: 1WY589750042
,7A5/320 ,182EC,E ,02G ,RH01 /1828/CALI/4EBB ELEV.C,E Qty: 2 FROM: RWM DrwNo: 239.20.1108.33979
Truss Label: HJ7 TCE / WHK 08/26/2020
5'3"5 9110"1
5'3"5 4'6"11
T
1 /
[7
9'2„2
9'2"2
17„'1
1 9'1011
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf In PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.040 F 9991 360
B 326 / 154 / - /- /- / 10.6
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.111 F 999 240
E 364 / 84 / - / 0 / 0 / 1.5
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.010 C - -
D 214 1177 /- /- /- / 1.5
Des Ld: 37.00 EXP: CMean
HORZ(TL): 0.018 C - -
Wind reactions based on MWFRS
Height: 15.00 ft
NCBCLL: 0.00 TCDL: 4.2 psf
Code / Misc Criteria Creep Factor: 2.0
B Min Brg Width Req = 1.5
Soffit: 0.00 BCDL: 5.0 psf
Bldg Code: FBC 6th ed.201 Max TC CSI: 0.546
E Min Br Width Re
g q = -
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Sid: 2014 Max BC CSI: 0.416
D Min Brg Width Req = Bearing B is a rigid surface..
Spacing: 24.0 " C&C Dist a: 3.00 ft
Rep Factors Used: No Max Web CSI: 0.260
Bearing B requires a seat plate.
Loc. from endwall: NA
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE VIEW Ver: 17.02.01A.1115.21
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp.
Value Set: 13B (Effective 6/1/2013)
B - C 394 -562
Top chord 2x4 SP #2 N
Bat chord 2x4 SP 2400f-2.OE
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3
Chords Tens.Comp.
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
B - F 531 -358
Loading
Maximum Web Forces Per Ply (Ibs)
Hipjack supports 6-11-8 setback jacks with no webs.
Webs Tens.Comp.
Wind
C - F 394 -593
Wind loads and reactions based on MWFRS.
Provide (3) 0.162"x3.5", min toe -nails at top chord.
gttttssrtltsgjf#lr
Provide (3) 0.162"x3.5", min toe -nails at bottom chord.
5tv • ,�g7tprr�/P/.�
v^
q°
y
°
°
0NA1.
COA
ftefv,
08/26/2020
"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 olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proper y
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE
drawings 16OA-Z for standard plate positions.
Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the .N wCwwAn.
truss in conformance with ANSI/TPI PI 1, or for handling{ shipping, installation and bracing of trussesA seal on this drawing or cover pa e , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro esslona engineerinq responsibility solely for the design shown. The suitability
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.mm; TPI: www.l inst.or ; SBCA: www.sbdndusl .com; ICC: -imsafe.org Orlando FL, 32837
t
SEQN: 101537/ HIP_ Piy: 1 Job Number: N334501 Cust: R8975 JRef: 1WY589750042 129
FROM: JRH Qty: 2 7A51320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 239.20.1108.35975
Truss Label: HJ3 / WHK 08/26/2020
T
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
�--- VY
Wind Criteria
Wind Std: ASCE 7-10
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: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/112013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/3012013 by ALSC
Loading
Hipjack supports 2-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
1i
4'2"3
4'2113
C
Snow Criteria (Pg,Pf in PSF) Def /CSI Criteria
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Pf: NA Ce: NA VERT(LL): NA
10'2"6
CM
N 8'8n
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): NA
B 84 A A A /45 /-
Snow Duration: NA
HORZ(LL): 0.001 D
D 28 /- A /7/-
HORZ(TL): 0.002 D
C 64 A /- /- /48 /-
Code / Mist; Criteria
Creep Factor: 2.0
Wind reactions based on MWFRS
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.120
B Brg Width = 10.6 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.074
D Brg Width = 1.5 Min Req = -
Rep
R
Rep Fac: No
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
10(0)
FT/Bearing
B requires a seat plate.
Plate Type(s):
Members not listed have forces less than 375#
WAVE
VIEW Ver. 18.02.01A.0205.19
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08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
quire
Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
qid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or 610,
le._ AppTy plates to each face oftrussand position as shown above and on the JoinrDetails, unless noted otherwise. kefer to
Alpine, a division of
truss in conformanc
listing this drawinc
and use of this i
For more information see
rl F'I 1; or Tor n
acceptance
any structure
ire to build the
cover pa e
The suitability
ALPINE
*vmvcomv*rn
6750 Forum Drive
Suite 305
Orlando FL, 32821
r
Gable Stud Reinforcement Detail
ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Orr 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Orr 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Orr 120 mph Wind Speed, 15' Mean Heloht. Partially Enclosed, Exposure D. Kzt = 1.00
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace r
(1) 2x4 'L' Brace ■
(2) 2x4 'L' Brace ww
(1) 2x6 'L' Brace 1(
(2) 2x6 'L' Brace No
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
f
r
#1 / #2
3' 10'
6' 7'
6' 10'
7' 9'
e' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
U
S P r
E
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
O
r
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' B.
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
_j
S P
#2
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' B'
14' 0'
14' 0'
(U
D P L
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, ill
11' 8'
14' 0'
14' 0'
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, ill
Ill 8'
14' 0'
14' 0'
d
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
Ill 0'
13' 11'
14' 0'
14' 0'
14' 0'
.-
S P P
#3
4' 2'
7' V
7' 9'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
u P
Stud
4' 2'
7' V
7' 6'
8' 9'
9' 1'
10' 5'
10' 10'
13' 9'
14' 0'
14' D'
14' 0'
O
Hl
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10' 5'
10, 10'
12' 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10' 8'
I1' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
42
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13, 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10, 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
a)
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10, 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10, 10'
11' 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' 1'
14' 0'
14' 0'
Ill '
14' 0'
d
S P P
#3
4' 7'
8' 2'
8' 5'
9' e'
10' 0'
11' 6'
12' 0'
14' 0'
14' 0
14' 0'
14' 0'
LJ
U
u P
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
fl
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10, 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
.—i
r
D r L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
Bracing Group Species and Grades,
Group At
S ruce-Pine-Fir Hen -Fir
#1 / 02 ist2ndard 1 1
Studda #3 Stud 13 Stanrd
Dou ins Fir -Larch Southern Plnewsm
#3 #3
Stud Stud
Standard Standard
Group Ill
Hem -Fir
#1 L Btr
#1
Douglas Fir-Lorch Southern Plneww■
#1 #1
#2 #2
lx4 Braces shall be SRB (Stress -Rated Board).
wwFor lx4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these nudes.
Gable Truss Detail Notes,
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 pip over
continuous bearing (5 psf TC Dead Load),
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Symm
Aboutl
Attach 'L' braces with 10d (0.12B'x3.0' min) nails.
able Truss
)K For (1) 'L' bracer space nalls at 2' o.c.
In 18' end zones and 4' o.c, between zones.
Diagonal brace option,
vertical length may n,
)K)KFor (2) 'L' braces, space nulls at 3' ox,
In IS' end zones and 6' o,c, between zones.
doubled when diagonal
brace Is used, Connect
18'
L
A
'L' bracing must be a minimum of 80% of web
member length.
diagonal brace for 60011
at each end. Max web
-
'L'
Brace
_�
Gable Vertical Plate Sizes
total length Is 14'.
Vertical Length No Splice
2x6 DF-L #2 or
Less than 4' 0' 2X3
Vertical length shown
In table above,
41'
better diagonal
bracer single
or double cut
(as shown) at
upper end,
e
L
Ini
X
1
li,
q a++]na jr`f'r
+' ��
�i/
® asn
Greater than 4' 0', but 3X4
less than 11' 6'
Greater than 11' 6' 4X4
+ Refer to common truss design for
I peak, splice, and heel plates,
Connect diagonal at
midpoint of vertical web,
Refer to
Sa •• �
'� +� �P
chart hloveo"for ax abl ye till a lei th,
Refer to the Building Designer for conditions
ALPINE
AN ITW COMPANY
514 Earth City Expressway
Suite 242
VARNINGI READ AND FOLLOW ALL N13TES ON THIS --IMPORTANT-- FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDIIG�THE INSTALLERSZ
Trusses require extreme core In fabricating, handling, shipping, Installing end bracing. Refe�"4 tadpn$
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fos tyw
practices prior to performing these functlons. Installers shall provide temporary bracing pe BCSI. •
Unless noted otherwise, top chord shall have property attached structural sheathing and ba n cho
shalt have a properly attached rigid celling. Locations shown for pernanent lateral restraint f 5
shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to eo
of truss and 1pastmg,'1 n as shown above and on the Joint Dvta lc, unless noted otherwise.
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Bullding Components Group Inc. chaff not be responsible for any devlatlo r
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hontlUnp, shippin
Installotlon L bracing of trusses.
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional
englneering responsibility solely for the design shorn The suitability and use of this drawing
for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecZ
s
- p g
s
C
AT
• rc!
®H � •� �r
ea••s••�, w�••a®a
\)
66 Et
�!�>1V /'�i.
t A' $/26/2020
MAX,
TOT. LD, 60 PSF
REF ASCE7-10-GAB16015
DATE 10/01/14
DRWG A16015ENC101014
MAX,
SPACING 24.0°
Earth City, MO 63045
For Fore Information see this ,Job's general notes page and these web sites,
ALPINE, ow.alpinettr.comU TPB w..tpinst..rg, SBCAr wnw.sbcindustry,orgl ]CC, www1ccsofenrg
11
t r
Gable Stud Reinforcement Detail
ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or, 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1,00
Orr 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
❑r, 140 moh Wind Soped. 15' Mean Heloht. Partially Fnclnspd. Fxoosurp D. 1<7t = 1.00
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) Ix4 'L' Brace Il
(1) 2x4 'L' Brace vi
(2) 2x4 'L' Brace l[r
(1) 2x6 'L' Brace r
(2) 2x6 'L' Brace r
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
�
#1 / #2
3' 6'
6' 0'
6' 3'
7' 1'
7' 4'
B' S'
B' 9'
11' 1'
11' 7'
13' 3'
13' 9'
U
S P F
#3
3' 4'
5' 1'
5' 5'
G' 9'
7' 3'
8' 4'
e' e'
10' 7'
11' 4'
13' 1'
13' 7'
l J F
Stud
3' 4'
5' 0'
5' 4'
6' 9'
7' 2'
B' 4'
8' 8'
10' 6'
Ill 3'
13' 1'
13' 7'
O
Ill
Standard
3' 4'
4' 4'
4' 7'
5' 9'
6' 2'
7' 10'
8' 5'
9' 1'
9' 8'
12' 4'
13' 2'
#1
3' 8'
6' 1'
6' 4'
7' 2'
7' 5'
B' 6'
B' 10'
11' 3'
I1' 8'
13' 4'
13' 11'
J
S P
#2
3' 6'
T 9'
6' 2'
7' 1'
74'
8' 5'
8' 9'
11' 1'
11' 7'
13' 3'
13' 9'
#3
3' 5'
4' 7'
4' 10'
6' 1'
6' 6'
8' 2'
8' 9'
9' 6'
10' 2'
12' 11'
13' 8'
F
Stud
3' 5'
4' 7-
4' 10'
6' 1'
6' 6'
8' 2'
8' 9'
9' 6'
10, 2'
12, Ill
13' 8'
d
Standard
3' 1'
4' 0'
4' 3'
5' 4'
5' 9'
7' 3'
7' 9'
8' 5'
9' 0'
11' 5'
12, 3'
U
#1 / #2
4' 0'
6' 10'
7' 2'
8' 1'
8' 5'
9' 8'
10, 1'
12' 9'
1 13' 3'
14' 0'
14' 0'
_
S P F
#3
3' 10,
6' 2'
7' 2'
8' 0'
8' 4'
9' 7'
9' 11'
12' 7'
13' 1'
14' 0'
14' 0'
0)
U
o
IJ F
�I
Stud
3' 10'
6' 2'
6' 7'
8' 0'
8' 4'
9' 7'
9' 11'
12' 7'
13' 1'
14' 0'
14' 0'
Standard
3' 10'
5' 4'
5' 8'
7' 1'
7' 7'
9' 7'
9' 11'
11' 1'
IS' 11'
14' 0'
14' 0'
#1
4' 3'
7' 0'
7' 3'
8' 3'
8' 6'
9' 9'
10' 2'
12' 11'
13' 5'
14' 0'
14' 0'
P
#2
4' 0'
6' 10'
7' 2'
8' 1'
6' 5'
9' 8'
10' 1'
12' 9'
13' 3'
14' 0'
14' 0'
#3
3' 11'
5' 7'
5' 11'
7' 5'
7' 11'
9' 7'
10, 0'
I1' 8'
12' 6'
14' 0'
14' 0'
I
D F L
Stud
3' 11'
5' 7'
S' 11'
7' 5'
7' 11'
9' 7'
10, 0'
Ill 8'
12' 6'
14' 0'
14' 0'
Standard
3' 9-
4' 11'
5' 3'
6' 7'
7' 0'
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1 / #2
4' 5'
7' 7'
7' 10'
8' 11'
9' 3'
9' 8'
11, 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P F
#3
4' 3'
7' 2'
7' 7'
B' 10'
9' 2'
10, 6'
10, Ill
13' 10'
14' 0'
14' 0'
14' 0'
LD
U
IJ F
Stud
4' 3'
7' 1'
7' 7'
8' 10'
9' 2'
10, 6'
10, I1'
13' 10'
14' 0'
14' 0'
14' 0'
O
Ill
Standard
4' 3'
6' 2'
6' 6'
B' 2'
B' 9'
10' 6'
101 ill
12' 10'
13' 9'
14' 0'
14' 0'
X
#1
4' 8'
7' 8-
7' 11'
9' 0'
9' 5'
10, 9'
11' 2'
14' 0'
14' 0'
14' 0'
14' 0'
d
P
#2
4' 5'
7' 7'
7' 10'
8' 11'
9' 3'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 7'
9' 12,
10' 7'
11' 0'
13' 5'
14' 0'
14' 0'
14' 0'
.--I
I
D F L
Stud
4' 4'
6' S'
6' 10'
8' 7'
9' 12,
10' 7'
11' 0'
13' S'
14' 0'
14' 0'
14' 0'
Standard
4' 3'
5' 8'
6' 1'
7' 7'
8' 1'
10' 3'
10' I1'
11' 11'
12' 9'
14' 0'
14' 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used, Connect
diagonal brace for 775#
at each end, Max web
total length Is 14'.
Vertical length shown
In table above.
Connect diagonal at
midpoint of vertical web.
ALPINNITWE
MPANY
514 Earth City Expressway
Suite 242
7 Earth City, MO 63045
2x6 DF-L #2 or
better dla ).no,
brace) single
or double cut
(as shown) at
upper, end.
.l 14N 1_4t Refer to chart
--WARNING-- READ AND FOLLUV ALL NOTES ON THIS DRAWING!
vI1P12RTANTrr FURNISH THIS DRAWING TO ALL CUNTRACTORS INCLUDING THE INSTALLER'
:es require extreme core In fabricating, handling, shipping, Installing and bracing. Refr
the latest edition of BCSI (Bulding Component Safety Information, by TPI and SBCA) fc
as prior to performing these functions. Installers shall provide temporary bracing p
noted otherwise, top chord shall have properly attached structural sheothino and bi
nfer to drawings 16CA-Z for standard plate positions.
Alpine, division of ITV Building Components Group Inc. shall not be responsible for any devlatk
Js drawing, any falwe to build the truss In conformance with ANSI/TPI 1, or for handing, ship;
stolloti— 6 bracing of trusses.
A sent on this drawing or cover page listing this drawing, Indicates acceptance of professional
gineeri g responsib y solely for the des,ggnn shown The suitability and use of tNs drawing
Ir any structwe Is the respons6Nty of th r Building Designer per ANSI/TPI 1 Sec2.
for more Information see this ,fob's general notes page and these web sites,
ALPINE, www.alptneltw.com) TPI, wwwApinst.orgl SBCA, www.sbclndustry.orgJ ICC, wwwJccsmfearg
Bracing Group Species and Grades,
Group A,
S ruce-Pine-Fir Hem -Fir
#1 / #2 Istandard1 #2 1 Stud
#3 1 1 #3 IStondard
Dou Las Fir -Larch Southern Pinerrr
#3 #3
Stud Stud
Standard Standard
Group BI
Hem -Fir
#1 b Btr
#1
Douglas Fir -Larch Southern Pinerrr
#11 #1
#2 i 1 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
■rFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group H
values may be used with these grades.
Gable Truss Detail Notes,
Wind Load deflection criterion is L/240.
Provide uplift connections for 100 plf over
continuous bearing (5 psf TC Dead Load),
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang,
Attach 'L' braces with 10d (0,128'x3,0' min) nails,
)K For (1) 'L' brace, space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones.
)K)KFor (2) 'L' braces, space nails at 3' ox.
In 18' end zones and 6' o.c, between zones.
'L' bracing must be a minimum of 80% of web
member length.
Gable Vertical Plate Sizes
Vertical Lennth I No Splice
Less than 4' 0' 2X3
Greater than 4' 0', but I 4X4
less than 10' 0'
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
not addressed by this detail.
REF ASCE7-10-13018015
DATE 10/01/14
DRWG A18015ENC101014
MAX, TOT. LD, 60 PSF
MAX. SPACING 24.0'
2
'T
Relnfon
Memb
Go
Tr
Gable Detail
Fnr I Pt -in VPrtirnl
Gable Truss Plate
pproprlate Alpine gable detall for
�e sizes for vertical studs,
Engineered truss design for peak,
rb, and heel plates,
vertical plates overlap, use a
ite that covers the total area of
lapped plates to span the web,
e, 2X4
2X4 2XB
vrovicie connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nallsi
IOd Common (0,148'x 3,',min) Nalls at 4' o,c. plus
(4) nails In the top and bottom chords,
Toenalled Nalls,
IOd Common (0,148'x3',min) Toenails at 4' o.c, plus
(4) toenails In the top and bottom chords.
This detall to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detall. Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 6 ASCE 7-16 Gable Detall Drawings
A11515ENC10011B, A12015ENC100118, A14015ENC100118; A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A1403OENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A2003OPED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S1BO15ENC100118, S20015ENCI00118, S20015END10011 1 /
S11530ENC100118, S1203OENC100118, S14030ENC 30 1001 B�f�R
SlB030ENC100118, S20030ENC100118, S20030E 01 wa��Qs I
See appropriate Alpine gable detail for maxim yaFgrt2 w 1
'T' Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -nail - 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,
Web Length Increase w/ 'T' Brace
Examples
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o,c, SP #3
'T' Reinforcing Member Size = "2x4-
'T' Brace Increase (From Above) = 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
nDlPORTANTww FURNNIISHTHISSDDRAAND
NG o ALL aV ALL NOTES
CONTRACTORS INCIS DRAVINGILUDING THE INSTALLER&,2 ® 0' l V0 l z REF LET -IN VERT
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer ,pne w a
follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fokyAs
t)s • °O DATE 01/02/2018
practices prior to performing these functions. Installers shall provide temporary ding peCSI.
Untess noted otherwise, top chord shall have properly attached structural sheathing amd bon cha a''e Q w .. DRWG GBLLETIN0118
shall have a properly attached rigid ceiling. Locatlons shown for permanent lateral restrain
v shall have bracing Installed per SCSI sections B3, 87 or BIO, as applicable. Apply plotes to
ALPINE Re truss and Ipngs1 D as shown above and on the Joint DetnRs, unless noted otherwise. • A% o f
Refer to drawings 160A-Z for standard plate positions. UO i e"
Alpine, n dNlslon of ITV Building Components Group Inc, shall not be responsible for any devlatb r '�wpw • •�®
this drawing, any failure to build the truss In conformance with ANSLTPI 1, or for hantlUng, shippin Oeei1•moa v� MAX, TOT, LD, 60 PSF
AN ITW COMPANY Installation L broc f trusses.
A seal on this drawing or cover page listing this drawing, Ywlcates acceptance of profassbnnl
514 Earth City Expressway engineering responsmlUty solely for the design shown. The suitability and use of this drawYp ���' • �'^
sunezaz for any =tractors Ic the responsibility of the BuIld1+g Designer per ANSI/TPI 1 Sec.B 9ZIIW ri� 8/2G/2020 DUR, FAC, ANY
Earth City, MO 63045 For more Information see this Job's general notes page and these web sltesi MAX, SPACING 24,0'
ALPINE, www.aiptneltw.conl TPI- www.tpinst.orgi SBCA, www,sbclndustry.org) ICG wwwJccsafearg
e
Gable
Fnr I Pt -in
IT
Relnfoi
Memb
Ga
Tr
Detail
VPrtirnlcz
Gable Truss Plate Sizes
ppropriate Alpine gable detall for
e sizes for vertical studs.
Engineered truss design for peak,
,b, and heel plates,
vertical plates overlap, use a
ate that covers the total area of
lapped plates to span the web,
el 2*2X4
2X8
rrovlae connections for uplltt specitlecl on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nallsl
IOd Common (0,148'x 3',min) Nails at 4' o.c, plus
(4) nails In the top and bottom chords,
Toenalled Nails,
10d Common (0,148'x3',min) Toenails at 4' o,c, plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 Gable Detail Drawings
- A11515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014-1
A18015ENC161014, A20015ENC101014, A20015END101014, A20015PEDIO1014,
A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014,
A18030ENCI01014, A20030ENC101014, A20D30END101014, A20030PED101014
S11515ENCI00815, S12015ENC100815, S14015ENCI00815, S16015ENC100815,
S18015ENC100815, S20015ENC100815, S20015END1008 IMNISr'�Y11Q1}g15,
S11530ENC100815, S12030ENC100815, S1403DENC 03� C10�0 {
S18030ENC100815, S20030ENC100815, S20030 00 �Qga1b:�D*ai8�
See appropriate Alpine gable detall for mnxlr �aRq{2 ,,®qr
'T' Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -nail X- Or - End-nall
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
Examples
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o,c. SP #3
'T' Reinforcing Member -Size = 2x4
'T' Brace Increase (From Above) = 30% = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Relnf,
Mbr. Size
'T'
Increase
2x4
30
2x6
20
v➢lPORTANT wFWJISH TH S ➢DRAAD AND
NG TTa ALL OLLOW coNTR�ACTORI =LLuDiNd THE INSTN_LERS ® AWM U. t uo K REF LET -IN VERT
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer n�, a DATE 10/Ol/14
follow the latest edition of SCSI (Buttding Component Safety Information, by TPI and SBCA) F. s t.4 - P 3
ppractices prior to performing these functions, Installers shall provide Unix, ryy bracing pe BCSI.
Untess noted otherwise, top chord shall have properly attached structural sheathing antl bo m chak A� !t- . ZZ DRWG GBLLETI N1014
shall have a properly attached rigid telling. Locations shown for pernsnent lateral restraint f s �'1 V • /'L..
ALP
i�.,� shall have bracing Installed per BCSI sections 'the
J or Bet as unlessapplicable.no Apply plates to en ai -�
/a I I I I L� IE Re truss and position as shown above and on the Joint ➢etatts, unless noted otherwise. •® �+d
A L Refer to drawings 160A-Z for standard plate positions. • $$jj,, t • ��
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviotb r 'a••� ¢ o*•
AN RWCOMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shp ®`•�rr`ea _`` MAX, T❑T, LD, 60 PSF
Installation L bracing f trusses. / `y
A seal on this drawing or cover page IIst4,g this drawing, bw/cates acceptance of professbnal f
Suite RiverponDrive f y � responsibility te re paFor mttyy design �� �� pe'y�/TPI i s rra.►,g I �yyti�'0 /26/2020 DUR, FAC, ANY
Suite 200
Maryland Heights, MO 63043 For more Information see this Job's general notes page and these web sites, MAX, SPACING 24,0'
ALPINE, www,alpineltmooml TPI, www.tpinst,orgl SBCA, wwwsbclndustryarg/ ICG w.Iccsafearg
IN
r
4,
Valley Detail - ASCE 7-101 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Dot Chord 2x4 SP #2N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
*3KAttach each valley to every supporting truss with)
(2) 16d box (0,135' x
3,5'> nails toe -nailed for
ASCE 7-10 160 mph,
30'
Mean
Height, Enclosed
Building, Exp, C, Wind
TC
DL=5
psf, Kzt = 1.00
Or
ASCE 7-10 140 mph,
30'
Mean
Height, Enclosed
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 ITW BCG Wave Plates,
3X4
12
12 Max, I-
2X4 X4
�— 8-0-0 Max
4X4
12
12 Max, I
1X3
1X3 I (Max Spacing)
5X4/SPL
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'.
Valle
Spacing
Pitched Cut
Bottom Chord
Valley
� Le -nailed
2X4
Square Cut
Bottom Chord
Valeev
`v,
SQaGyypinunul
•` j'a
2X4 4X4
-�5Tf
Stubbed Valley ❑Ptional Hip
End Detail Joint Detail
]4I �o�,�n
2''u0se�
Partial Framing
Plan
.rINPtT2TANTn rWASH THIS DRAVING READ AND TD AALLL�CONTRACT�2S INCLUDINGA` L NUTES UN THIS THE INSTMIER P ®' {4'�6 .� LL 30 30 40PSF REF VALLEY DETAIL
Trusses require extrene care In fabrlcating, handling, shipping, Instnlung and bracing. Re n I s TC DL 20 15 7 PSF DATE 10/Ol/2014
follow the latest edition of BCSI (Bulking Component Safety Infornatlon, by TPI and SBCA) f e n
prnctices prior to performing these functions. Installers shall provide temporary bracing BCSIA w
Unless noted otherwise, top chord shall have properly attached structural shwa hing and b am c*d Q ; BC DL 10 10 10 PSF DRWG VAL160101014
shall have n properly attached rigid telling. Locations shorn for permanent Intern: restratrn of b
® shall have bracing Installed per BCSI sections B3, B7 or BID, as applicable. Apply plates toe h efa s�1, _
ALPINE of truss and position as shorn above and n the bit Details, unless rated otherwise. • BC LL 0 0 0 PSF
Refer to drawlnos Ton as for standard plate positions. • ,( 1 �
AlPlne, division of ITV Building Co+ponents Group Inc. shall of be responsible for anyy devlatl o4r� 1 seer
this dr..h any failure to build the truss In confornance with ANSI/TPI 1, or far handUng, Shipp
: (� •rr�.orew (= � TOT. LD, 60 55 57PSF
AN ITW COMPANY Instollatlon lS bracing of trusses. i A}4,%
A seal on this drawing or cover page llsing this drawing, Indicates acceptance of professbnal a 9
514 Earth City Expressway engineering responsbitit solely for the design sham The suitabNty and use of this drorknp '$�/26/2020 DUR.FAC, 1.25/1.33 1.15 1.15
Suite 242 far any structure is the responsibility of the Bolding Designer per ANSI/TPI 1 Secz ;t1�
Earth City, MO 63045 nor porerrw.Information see this Job's general notes page and these web sliest SPACING 24,0'
ALPINE. alpinettw.comi TPI- www,tpinst.crgi SBCAi wwwsbclndustry.orgl ICG www]ccsafe,nrg
VALLEY FRAMING & BRACING DETAIL
R
B(
Lumber Size and Grade Minumum Requirements
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this Is Impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: W-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05,140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
:e the crippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gored between rows.
,7YP)
innection Requirement Notes
2x6 rafters to ridge
4 16d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(••) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
3 16d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES ,....�.....,, 13. Collar beam to rafter 4 16d toe -nails
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 -10d (0,148'W") nails. Or 2x4 "T' or scab reinforcement nailed to flat ede
of cripple with 10d'0.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces w/ "T' or scab. Use stress
graded lumber & box or common nails.
,Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
installed Into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples if cripples fall between
lower truss top chords and lateral bracing Is not used.
Apply all nailing in accordance to current NDS requiremen
Nails are common wire nails unless noted otherwise. H•
��;1��GEMSF•. � � �.
r (A) (B)
avURNM TREAD Ale) fLuw CO rates a THIS aRAVnCi • C LL 20 30 40 54 REF VALLEY FRAMING
e�•'[RTARra rt RNMR nos Irr MW Tn ALL r marES ON THIS DM TIE DSTALLfRS. '.�'
Trusses requl-e extrene care In fabricating, hnrdlrp, shipping, Instalting and bracrg , Refer ta:ar1� • * • .
follow the latest edition of SCSI �m+g eonponent Safety IMormt1m, by TPI and SBGU far sa%tlT 'C DL 10 20 7 7 DATE 10/01/14
Practices prior to perforning these functions. Installers stn4 provide temporary bracing per D •
Unless noted other lse, tap chord shalt have properly attached structural sheathing and bottom-Jhord ; STATE OF e'er C DL 0 0 0 0 DRWG VACNV1801015
shot( have a properly attached rpld eelrp. Locations sheen for perronent lateral restraint of •
Alf
� r� rI� shall have bracing l otns shown per abo sections th J nt Det as antess no dApptywt plates to each fo�:e i i
�� lul�\vlI Re truss and pasroan as fors above and an the .ldnt melons, rwtess noted nther•ke •..A% A .° ,f+ffBC LL 0 0 0 0
1 �— .I Refer to drarrtps 160A-2 for standard plate posftlons. �� • f _ • ,
IVJ iTWCOMPANY tit any falvon of mt build thr N eonforn°ncCv-ojp Inc. ea tt ANSeI/ PI La or�irar�mtp �n f O� (((•���••l �R1O••' \e ��•` TOT. LD.30 50 47 61
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