HomeMy WebLinkAboutRevisions; Original Signed & Sealed Truss packageOFFICE USE ONLY:
DATE FILED: _
REVISION FEE:
PERMIT #
RECEIPT #
PLANNING & DEVELOPMENT SERVICES
BUILDING & CODE REGULATION DIVISION
2300 VIRGINIA AVENUE
FORT PIERCE, FL 34982-5652
(772) 462-1553
APPLICATION FOR BUILDING PERMIT REVISIONS
PROJECT INFORMATION
LOCATION/SITE
ADDRESS:
9201 Potomac Dr
Creekside Plat # 4, Lot 65— Permit # 2002-0052
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
i
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. #:
r ram:
FAX:
ZIP: 32907
ZIP:
ZIP:
tit
Planning & Development Services
Building & Code Regulation Division
2300 Vlrginla Avenue
Fort Pierce, FL 34982
REVIEW COMMENTS
PROPERTY INFORMATION
Address: 9201 Potomac Owner(s):
D R Horton Inc
City / State / Zip: Fort Pierce, FI 34945
Parcel M 2327-502-0073-000/3 Jurisdiction: SAINT LUCIE COUNTY
Zoning: Lot#: 65 Block:
APPLICATION INFORMATION
Permit Number: 2002-0052
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 / Zip: Palm Bay, FI 32907
REVIEWS AND COMMENTS
Review Type Status
Reviewed By
ADDRESSING ASSIGNMENT COMPLETE
Lori Bender
Comment:
DOCUMENTS MISSING APPROVED
Karen Nielsen
Comment:
ENVIRONMENTAL REVIEW COMPLETE
Lynn Swartzel
Comment:
FRONT COUNTER REVIEW COMPLETE
Karen Nielsen
Comment:
PE REVIEW COMMENTS (2) COMPLETE
William Durden
Comment:
PE REVIEW COMMENTS (3) COMPLETE
William Durden
Comment:
PLANS EXAMINER REVIEW COMPLETE
Joseph Fersch
Comment:
REVISIONS INCOMPLETE
William Durden
3/9/2021 Comment: CHANGE TO TRUSS MANUFACTURES.
Automatic Sprinkler System? No
Fax Number:
Email: Mel bournepermitting@Drhor
ton.Com;
Bssmith@Drhorton.Com
Date Started
Date Completed
Date Released
2/11/2020
2/11/2020
2/4/2020
12/14/2020
12/14/2020
2/11/2020
2/11/2020
2/11/2020
2/4/2020
2/4/2020
2/4/2020
5/15/2020
5/21/2020
5/21/2020
5/21/2020
11 /19/2020
11 /19/2020
2/20/2020 5/15/2020 5M5/2020
3/9/2021
FILE COPY
a r� %'
Planning & Development Services
Building & Code Regulation Division
2300 Virginia Avenue
Fort Pierce, FL. 34992
REVIEW COMMENTS
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 Angela Vassar 2/11/2020 3/9/2020 3/9/2020
Comment:
30'-8'
0
O I
IG
Labeled End Mark
Total Truss Quantity = 89 DIMENSIONS FOR BAY WINDOW JACKS.
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND
ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
EFER P'F� SHINGLE ROOF
CXlfDUEcnow
5
_
HEEL•/-1/1 '
__--CIO
PLUMB CU
1'-
(SEE STRtINGBACK LETTER -0•
IN ENM PAD]O P-C. Y SETBACK
CORNERSET LABELING
AND SPACING
FILE C®P*f .
General Notes
1) N palaltl daN 4us3m Not ham aad not
.Wpd-d pxb* P-hd grM
to be iutnxed {'eai aide u¢
2) notes.A I qn to be Smp3m HA26 ud , o0wWm
3) M bun 3Pocim is 24' O t unlen cale�ce
note&
4) Per T. Ptafe 1m10ute M%-81 raoomlydatim
pmnmed Xilooig slob be pkmd at a
Indo. 3porig 15' = aeon the Re'. to
be npeoted at a mmianrn of 2D' bdaem ead'
x�lare N3a1¢nut the eb'Iobe.
None Ides b BOS % for ay oddiflmd bro*V
ROOF LOADING SCHEDULE
TCLL = 20 PSF
BCLL ee = 0 PSF
BCDL 10 PSF
37
DURATION = 1.25 R
WIND SPD/TYPF 160
ENCLOSED
BLDG EXPOSURE = C
USAGE= RESIDENTIAL CAT H
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 pSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Trms member dm& & conn=orpbks
aredeSmr�r.d forAs 7-IS andnadmno
fo¢esfrombothcompoments, amdctaddimg
amd mudnnind force tesstmg systems
• These tenses have be®revicnvd to carry m
additio®1101/ps'>ma-cook mlwmamchonl live
FLOOR LOADING SCHEDUL
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL PSF
ROOF DESIGNED FOR
_.. _._SHINGLE
ALL REACTIONS
AND UPLUM
ARE SHOWN ON ENGINEERING
WALL KEY
® 0
l�
LOAD# DESCPoPDON INIr. DATE
3d
QUO ]11RVID V3e1 M
aun
■n
M1nU rM1OliarR HIW M
1/D/D
31II
Ie.Y � ® M
ll/rL0
t 1 1 00,
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE 6 N. V.
WINTER HAVEN FLORIDA 33880
PHONE'
(BOW 959-8806
FAX' C863) 294-2488
BUILDER D.ILHORTON/BREVARD
PROJECT CREEESIDE
MODEL 1756/EASTHAM/EXPRESS
CCA PROJ/MODEL/ALT
7A5/320 175RA
ALT DESC
OTC
LOT 65 BLOCK
DESIGNER
RWM
PAGE
DATE
01.14.2014
'k372962L
1 4 "=1'
c
e
I
CIS
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
D.R.HORTON / BREVARD
L7A5 (R EKSIDE
175 EA
Lot: �6 5
Address:
...................................................................................................................................
JobNumber:N3729
...... .............. .62............................................ _............ ......... ..__
Block:
Unit:
Revision Date: New Load #:
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
RG01
�L.P.11 VE
Wirch 1-3,20.19 AN, [TWC&IPAW
M.r.e�. Bob:Bob:Mi6haelis
C-arO&ht6(Cdhtraict6ts of. Am6ridk Inc:.
Avenue G... Northwest
Winter Haven, FL 33.680-6261'
Re: AlternatiV lh�tdlWions-.for a single ply carried truss with a width Jess t . han
. . ..:i . the hanger width, and
wood. blocking .to: achieve fUll design load:Value.-fdr face mounted: on -a oh'�i'ply
. . design load . . hanger
supporting girder (Reference M611 WA3M2).-.
Dear Bob,
For . a . single 'ply carried truss with a width less than the'hanger. width -yodcan ih;gqll ;P. prefabricated jack
scab .truss: Mfor wqod.filler b16ckih.g;.- The chord: sites,;.chor.d.grqOes, to.
be the. m same as the sihg1e:ply caed truss. he prefabricated .jO'ck:!§dEib'trLiss(*'Y,.ill h6v'6 -a.minimuM
length of 481' and will have a minimum.pit6h.:qf-,51-12,, The single ply carriedir, ss:shall have
` " . ... 1., , , " , * , , ' , , " , 4 ... U , . :a reaction of
3,;500# or less. Attach prefabricated, with: two. (2) toft of 0.128"x3.0" GUn Nails at,2'
O.C. pery6w,-stagger6d 1"..(See FigUe6 I b6l6w). P]6ase,fef&tb.thb. Simpson Strong.Tie Catalog C-C
201:9. page 216FigpreSfor more information;
figure -I
For-p sing*Jepl'y' iMe"rAhat requires Wood blocking to,tidhie'vefUll design load value forfaPe-mounted
hangers -attach one wood. block M to'the back fac.e. of the singje::p y girder With the: samesize: an
d
drade--as'the' bottom.- chord 6.
d, fthe. single 01y girder. T W. block length be such that'Ahe'wood
.b . lockinig-extends to each adja adjacent; panel points ;(Webt.Afid b6ttom(ch6rd intersections): Attach wood.
blocRi(�)-with -two: -(2) rows. -of 6 -1 281n, X.3.0,i 0.6n N6ils at.0!.0,10, per row,. 3.0"'applied to the
676o'F'orum Drive Suite 305,Qdaindlq .442279685
FL 3M.
mwmalpineitm,com
"
ALPINE
-page 216' ' =,—_.. *,for ._--. in'-- '--i_.
!
'
r�Kw/�Z`
_ --... ..... .....
~... ... -___--_--___-'�_�=-�--
The ---_mf,---_-'_���c�b���mf�rWood —__-_`orwood blockin
bq`'fd_U
=
-'--'-- -
design koad'vmkJeforh6ngqrs
Must by the.
-
All `edo�.andeind: distances, mbd for ' all naU 'nnust.bm. to of
\mood-
Ifican.be. ofany further ifyop'hove anyqDlease7glve mpocal
]^�
Orlando, FL
STATE diz
\./
875O'Fbh]h1Ohv� ;OWabd6`pL32821-(80%'52178790-(863)422-8685
��.a�n�b�¢ m
61
ALPINE
1%1TWCW~
April 26;:2019-
Mr. Bob Mich afe'lis
Carpehter'Contractors of America, Inc.
Avenue O: NoOWqst
-Winter Hav6n, FL 33880-6201*
Dear, Bob,.
.Rb- Stronobabk brid.ghig on fb6f.trusset.
I understand -there is some concern over our recommendationsfor strdhgba . c'k bridging on. roof trusses,
'Stron bat bridging irernentofthe g. ... k . ..ging-for roof trusses is not.a requirementof:ANSJ-�TPI 2014 nor it re U.. q
BuildingComponent -Safety Information (BQS.Jji'. s'tr*.o'rigback bridging on roof trusses is
recommended " by Carpenter Contractors of. !Ameri6a:_-Str6dgba*ck bridging -se'r'v'es_1h.q:. folIpwilig two.
me - Cl
f6rictio'n.s;
- One, bridging aligns the bottom chords after -they: are- set ,so.. they .are uniform. along the, ceiling.
fine # andhOlo§'with teilihg,�sorvicOa
T-Woj bridging reduces t6lativ& d6flection.of. adjacent trusses::
Strongbackbridg'ing''-doe's iiot..-OrLiVent-jorr6ducig�-ovet.zilI in'diVidual d6fiectidn, especially an-y" to6fteu§�96s.
f 10 rn rq. an 1W inch. lqq�_g p� - L-J.- inch: —.-- __ .. .... ..... .. ......... .. ....... .......
Sirongoack- bridging in roof. trusses doe's not serve. as femobrary.. or permanent bracing .and is not
Ai§tribut6 otshate, design loads, bef�veeh trusses. Qqnsequently,
intended to no design load'
been , n accounted for With this. detail and continuous- strdhgback'bHdgihd thbUld riot bb ..att6cihed between
common and g'irder trusses-. The. use :of strortgbac bid hall not1riterfere with other, design
. trusses-. . ... .. .. K bridging` s ..g
considerations as sp�ec1fie-d::by the Ehgfi!06J'ci.f Record or the. Buildling,Designer_
The outer ends ofthe sirori.'g'backbridging .shall beaft9ched.-to awall-or another%secure end..pesirainf,"o "or
ap..sppciried:.py the Engineer of Rkord or.thd Bu'ildin4..D6sJ6d&r-.-
Str6figb6ck- bridging shall be fa. minimum of 2X6 bomihbf I+urrib6r. oriented -with 'the depth vOtticaf: Attach
with -8) f6d :common. nails (0.16Z�x&-5."-) nails at:. each intersecting 'rhembei�. When -extending the
Wi Copm v...:
.stron back bridging overlap by -At'a. .minimum of two trusses. Thelocatipq of. the: strong6ack.- bridging,. -
maybe: specified :by "the -Truss MahUJf6dvt6r-,. Engirie&rdf*Record,. or Building Designer: _1`516asd refdelto-
bC;,-S,l "'StrangbaWng PTovis:ions' Dr'to...A.1pine,, 8TKOFOOPI.04 detail for more information. The graphi&
showh'(FidUre-A) is� for g.en.6r!d'iflustrdtiv.e'p.drobse only.
,67.50 F.brurn Drive:S . uite 305, Qrl6ndo, FL 32821z. - (800).521-07K.- (863) 422-8685
Figured.
If I: can be of any fudher assistance' orifyou ,have :-any questions -please: give. me a call.
Willia-Mi . H..,Knck. KE'.
Phief'.E,ng'q)per -
Alpirle an I . tW:.Company
Engineering 'Department
-Oelan.clol,. FL 32821.
678.0. - Forum Drive Sulte,396, Orlando; FL 32821, (800). 52T-9.790 - (8153).422-8685
WWWAI, * " M. ppet .,..cQm
STRO NGBAtk :FI IDGING RECDMMENDATIDNS
MUTT STRONGBACKOGETHER
op All scab7-� on blocks -shaLl, be�--m- minimum. 24x4-
'stress
,
1RIDG-
ING T
graded -Lumber;'
o..-All .-stnongback bridging and bracing shall
mInliqum 8x,0 '.Stress-
►.Th -pose of s�rondb,ar,k �brld6lho -is. 10
e put
ATTACH SCAB WITH'10d:Bm�GUN
H ..'
develop sharing etwegn-Indkild �us-ses-,..
W -0.' bib.
6. NA LS, 3W;g ROWS --.AT
♦SCAB D.C.
In dn .Increase'
N13TEI LIEU. OF SPLICING, AS" SHOWN,
LAP"STRUNGBACK-1RIDGING MEMBERS-
stifpnessr.:of the. floor. systeft -2k6*
stf-ongback . bridgino'i In
FDR:AT LEAST ONE TRU=:SPACIN
STRIINGBACK� 'BRIDGING: SPLICE DETAIL
details, Is recommended .at 10' =01*.O.c. (Ma><>
--The- terms: 'bridbind' and 'bracing` sometimes
ebl6ttoithmeht Mo-thbd,
.ND.TEi Details J. and 2.-arli? . .t:h'e ';priefC'OerH'r'
ATTACH ATTACH 'I ONGBACK TO
N
.�aresom
mistakenly used: Interchangeably.' ''Bracing'' isandauI
')10d ILS'DN
NAOR
structural teoulre4ent- bf any Plbb,:(0X4a'x3
..(01W BMIGUN
-) 28k3,0'),. NAILS
or roof -:system, !Refo- to- the,: Truss. Design
( D -
-brgwlng MD) for the;bratlnb ".,quV6 'for
mients
each IndiVicluoLk truss component. 'Brldglng;4'
1
ar
p ticutaHy, 'strongback.`;brIdg!ng1 :Is "a':
rec:6 -t
, mmehdatlon- fo - r *6 truss
ss- s�ystL��M to. help
Mob:
control V16r�tlara'), In: add' -to :aidlrig :In the:
distrIbytion of point' loads JoetW666 adjacent
-truss, reduce strongbac o; k brIdgIng, serves� -t
m WW4
13723 Vvii;kh fte
S019 MO
ma6law valghts. Mc
STRONGBACK BRIDGING ATYANME'N'T ALTERNATIVES
W
Web
bounce. or reslap. . vibration: o,.s�
q. r.e u ho, from
Moving po.n.. Ibqdi�.j :such as footsteps:
T15e performance of all 'floor :systems -are.
enhanced' by. the. frittallat(oh of :s.tro:hgb.atk-
brIcIgInd and therefore :Is. strongly recommended
by -Alptne,
For additional Info
i ' Imatl6h r*egardItig strongbQ,c*
bi.-Idglng,. referto' 13CSI*(BUILdIng component
Safety. Information).
No. �0861
_(V
m
PSF
EF
REF
T & DL.
PSF
DATE
QCIDL
PS.F-
11RWC
rc. I'LL..
PSF
D.
PSF
SIA:FAC,.
F111' iF'.0-'L ,ZTS ,�F _C-1-).N.$ F'lVd :l N •4A:TEM-AL WFE-IJO INN, MORE
-THA,� a�G ,I{r��' V �� ?�.AOf �U• ON' F-400R. �`nWS'
' R. U -D
. C � NTRATEq E.0 Q�1 ' TC
[QE''.PA
' Cl�'�t1rv.
dtJ%.e. SIM • PPRGPRTA.: R' X. rirr QA:.1�[9Fit� .A. L t#:5 AND.:
tri{'c#.irr..P'31r . '_l' rf 1i�[ '. ,. °Nod' :.. Sk r.i.t 1AL b:PM t:hBt�R:
— ..: -- , -- !• ��1.�. US7•ALL Al b _TID. �C?MM, C ?!{i,• 7 NHS
11 Fa -},, 33 tint i dp ..Ns "l i>7 ►r ul
1JO. BE', SitPLi�(S:
�S3tr11 #ter• :� 411 Zny_' ' F1 � 1 1'OA.. k�Y
.
gum .
..:.,.
.: ;. Y.:. .,
-.y;uiK='•iYw,•u.+...--r:.s�.v.n m:.7"r-,.
-
•
...
:
•:��j—.P �,TV�hs1 1 i;.�gi+r �%Y%!1•9•
...
'
.
`?d L!"
!,dry• #�,1wq����l`
,
i'Oi.`' " i r . kt• l., '.:' �
!
IS 1 > t4«1': �{:•1im:5� ..
'i
,
f
CLE -04
..:' �I .tom ram• Ca• d,�1' :.
CG • t 1= :. --a
'.
.:
i1'.
t� .y
CrJ, ate, ...7" }. s •.5
,rr
orood. rf�
:UAW f'!tlL� 960
;
Cracked or Broken
This drawing specifies repairs for a truss with broken chord
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 detail,
(B) = Damaged area, 12' max length of damaged section
(L) = Minimum nalling distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member. Applyy one scab per face,
Minimum side member lengths) _ (2) 1-) + (B)
Scab member length (S) must be within the broken panel, i
Nall 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- sttaggered,
Noll using 10d box or gun halls (0,1281x3', min) Into each side member',
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade #1 and MSR grade 1650f.
This repair detail may be used for broken connector plate at
mid -panel splices.
This repair de -tall mar
not be used for damaged chord or web
sections occurring within the connector plats; area.
Broken chord may not support any tle-In loads,
Member: Repair Detail
Load Duration = 0Y.
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Memberi
Size
L
SPF-C
HF
DF-L
SYP
Web Only '
2x4
12'
620#
635#
730#
8004
Web Only '
2x4
18'
975#
1055#
1295#
1415#
Web or Chord
2x4
24
975#
1055# 1
1495#
1745#
Web or Chord
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
30
1910#
19600
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36'
1
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
3045#
35054
3835#
Web or Chord
2x6
43950
4500#
5225#
5725#
Web or Chord
2x4
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
6660#
S•
Mlnhun
L 1"anae
a
L i L
---ITyplc t s
L
+ o + o + o' + 0 L
o + 0--+ - - o + o + jihlnLin
L �Dlstanca
Ss
t gger L
Back Face 1MM0d Box (0.128'b x 3', min) Nails,
o = Front Face 2x6 Member - Trl lee Row Staggered
ered
MJNnun
ad
Nafl Spacing Detail L Dictonee B L
rsVWaNMNN READ AND FOLLUV ALL NaTEs ON nil$ MVINa1 REF MEMBER REPAIR
WWMTANTww rMSH TlIS DRAVM TU ALL CCNTRACTDRS IMLUDINa THE INSTALLERS,
Trusses require wNtrwnr care In Pabrleating, handling, Shipin 1, Install and braelno. Refer to and DATE 10/01/14
/allow the lat.st rdM n or 7CSl 0,Adhg Component Safety ornotlon, y TPI and seCA) for safety
12pr� etkas prior io performing these functions. lrutallers ■hall provkk;Unporory �kw•saln psr 7CS1.
.1' nand otherwise, top chord shall have properly attached struetUr&l shearo>tng a Iotton chord DRWG REPCHRD1014
ti shall have a properly at cFkd kl cell�s,y Laeatlons shown for permnant lateral restraint OF webs
shall have brarJnp hr,ialhd per SCSI nctforu 73. 77 or 770, os appUeablh Ayp1Y plates to each face
of *truss and poslticn as shown above and on the Joint Dttags, Lie sss raters('"rvlse,
Refer to draringe 164A-Z for standard plot. position.
Alpine. o dNlalon of ITV 7uAdho Components are Inc, shall not be respanslhla for a devlattan from
AN rTWMMPANY t A drawing, any.fallure to W101 the truss In eon arnanee whh ANSI/TPl 1, or for hand g, shIppho,
hsiallatbn 1, •�rocMp M *trustee - ,
A ssol•on this miraring or 4over pape 14*tMg *tNs dr•arF,g. kwhxtez aes.ptanct of profsmrsbnel A
resporulbllh�y solely for the desqn showm Tha a tohgty aril List of iNs draift -(�J
133wg Lskeholll Odve for any sirueturr is trig responsOAhy of tlx ILiIIW4 Designer per ANSUTPI I Sec.,
Eadhcky,AAOe3o45 for non Intornaihn set thls Jobe general notes ptpe and *these wob $lt►sr SPACING 24,0' MAX
ALPINr, wrw,el ItMCanl TPL weetpkwt.org] SIC. wwwsbdndLidtryarg, 1CG wwwkesafe,erg
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4 wi 0 v Al p 4
T08 N"44 i.,,
STO -0115)VA VMlla 0 0 0' 0 -TQ NAW4.
-a*4 IZU�W!puw TJL Aql-JDF,�
NO
,Kcl L oz .0-1 `la Z)i-
ia/Tb/ol .119JKCI
V9 Q� O.S..
T
14
'pesq'aousl. Sit!?
aye
�;JIVN
SAXON 0
.qA;
*4ljl.-m.srnjL
.
-OT.
sqN?C!j4:N'.FSQJ.L;
P9T v
43pi4jadi-at-'piqoq
lsllev=aal p9l.t
oaAals.
UR"OlOrt
qllp.u-aotpgT.S
6up43im4s; Uf �610U'Psxl.el -ulpilo.A
sliou.-PPOTP91 v GA
r, -q
i8 6q i "PPQMAlO,-A fi h PJ tA. J c;
TIMM M
idrt
WR sdollgoo) ajddp*jleyl. 0s
'AlrW ral-) 10d OZ• pifli!l (-U) isd og,.Ip* p;jo-ji,.qat4d�
Buaw ua�m
5�0'1 Po
�if Mo
VA';Ill sajjdda:SM**B sktiL
a
sm-41-4W
'aW*IL AU9A3"WVaS
P". lluam- AuAlind
J2"* jq"
J6D -PIL;bq a
"Mijimlinh flirril-1117irl -'Aningi pug aZI.. aamum
�0
On)
daVOB
009
ON
0
AATIVA
Face -Mount Hangers - I -Joists, Glulam and SCL
.............._.................................................._..._.............................................................................................................................................. . s
;
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
Elm
Elm
0
.r_ Carried
Dimensions
Fasteners
Allowable Loads "
Member
,;Actual
.,,, ,
DFlSP
SPF/HF
Joist
Model .
Mln i
Cnde
Size"No
E
Web
; t
Mail
�.
Species Header
Species Header
Ref.
m.
( )
`�'
Sliff
_ Reqd.
W
H ,,"�
B
-
Face'
Joist
Uplift'
Floor
Snow
Roof
Floor
Snow
Roof'
(160)
(100),
(115},',
(125)
(100),
(115)
(125)
Min.
(14) 0.148 x 3
-
1-0
1,660
1,805
1,805
1,425
1,555
1,555
IUS2.56l16
-
25/s
16
2
Max.
(16) 0.148 x 3
-
,n
r
1,30
8 r
1,.,J�
r
1,8ua
1 }55
.�.�
a rrr
„� ��
11555
21/2 x 16
MIU2.56/16
• -
29ti6
157/6
21/2
-
(24) 0.162 x 31/2
(2) 0.148 x 11/2
230
3,455
3,920
4,045
2,970
3,370
3,480
U314
• ✓
2%
101/2
2
-
(16) 0.162 x 31/2"
(6) 0.148 x 11/2"
970
1,945
2,205
2,375
1,675
1,895
2,045
HU316 / HUC316
• ✓
29ti6
141%
21/2
-
(20) 0.162 x 31/2
(8) 0.148 x 11h
1,515
2,975
3,360
3,610
2,565
2,895
3,110
IBC,
MIU2.56/18
•
29It6
177%6 _
21/2
-
(26)0.16 '2 x 31/2-
(2) 0.148 x 11h
230
3.745
4,045
4 045
3;220
3,480
i 3,480
LA
211z x18
'HU316,/°HUl0- 6 "'
✓ .
2s46
r '
14,16
: c
2l"2"z
: -
1 "�
r(20)-0162 x 3Iz; ,
.(8) 0.148,K 1 h ".
�:1515
2,975"
3,360',
3,610
2;565
i e 2,895
3,110;
21/2 x 20
MIU2.56/20
-
29H6
197/16
21/2
(28) 0.162 x 31/2
(2) 0.148 x 11/2
230
4,030
4,060
4,060
3,465
3,495
3,495
21/2x"22 %
�<'to
MIU2.56/20
✓" "
29/i6
, 197/+6
21h
-
{28)"0:1'62 x 31h
" "(2) 0.148 x 11h ''
' 230
4,030.
4,060''
4,060:
3,465
3,495I
jj
3,495
26."
."
`i
29/16 x 91/4
to 26
29ti6" wide joists use the same hangers as 21/2" wide joists and have the same bads.
777-77
-�MIU3.1219
a
9''l6'
_2.'l2
-'
� (16) 0":162 x 3 �'
(2).0:148 x 11Iz ;
� 230
2 3'05
2,615'-
2,82Q
"1,980
� 2,245
2,425";
3x9'h:
HU210-21 HUC2i0.2"
✓
i `3'Is
E 81%`
V/z
Max.
` {18) 0.162 x 3'h
(10) 0.148 x 3 `'
.,a,:5
2;6K
3,020
j 3,250r
2,305
2,605'2,80&
IBC,
MIU3.12/11
-
31/e
111/a
21/2
-
(20) 0.162 x 31/2
(2) 0.148 x 11/2
230
2,880
3,135
3,135
2,475
2,695
2,695
FL,
3 x 117/e
HU212-2 / FIUC212=2,
✓
131AI
109A.
21/2
Max..
(22)"0.162 x 31/z "'
• (10) 0.148 x3-,
1,795
3,275
3,695
3,97012;820
-3,180
3,425'
"-LA
HUC3 25/16'.
Jr/4
id'Yifi.«
[Y2
Max.
"(26) Q,162x 3'I:
" " (12) 0.148 z 3
i95
3,870
4;365J
4,695°5;830
.3,755
i 4,040i
31A,Qlulam '''
HUCO210-2-SDS �.' '
, 317a
9,^. ` .
" 3'"
-
•(12)1la'"'`x 21/2„ SDS
(6)1/4" x21h" SDS
2,345
1, 1
4. 75
1,.15.
3; (u
"3;710
3,77,0:
FL
HGUS325`/'10
3'74
_ 86/s
a 4
-
(46� 0062 x 3?h
", (16) 0.162 x 31I2
:4,095
9,100
9,100
9.100
7�825
7,825
7,825~
IBC,
HGUS3,25112
•
3
(56) 0162:, 31h,
."(20) 0.162 x 31/2
5,040.
9�400
9,400,1
�9,400"
8,085
8,08518,085
FL
SD
l
"
(16)1/4"x 2
5556;20fLGU3.25
31 a
,
'4,840
a261S
o,2ci'
HHUS46
-
35/a
51A
3
-
(14) 0.162 x 31/2
(6) 0.162 x 31/2
1,320
2,785
3,155
3,405
2,395
2,715
2,930
3'/2 x 51/a
HGUS46
•
-
35/s
I 0.
4
-
(20) 0.162 x 31h
(8) 0.162 x 31/2
2,155
4,360
4,885
5,230
3,750
4,200
4,500
HUS48 '"`
+ •.
-
131h6
615116
2 :'-
(6) 0,162 x 31h
(6) 0.162 x 31/2
1,320
1,595
1,815'
1,960
1,365
1,555
1,680'
IUS3.56/9.5
MIU3.56/9
U410
HUS410
HHUS410
31/2 x 91/2
HU410/HUC410
HUC0410-SDS
HGUS410
LGU3.63-SDS
MGU3.63-SDS
• -
35/a
1 91/2
2
1 -
1 (10) 0.148 x 3
-
70
1,185
11,345
11,455
11,020
11,160
11,250
•
-
39A6
81 A6
21h
-
1 (16) 0.162 x 31/2
(2) 0.148 x 11/2
210
2,305
2,615
2,820
1,980
2,245
2,425
•
✓
39AG
83/8
2
-
(14) 0.162 x 31/2
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
1,965
2,120
•
-
39/16
815/16
2
-
(8) 0.162 x 31/2
(8) 0.162 x 31/2
2,990
2,125
2,420
2,615
1,820
2,070
2,240
• •
-
36/6
9
3
-
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,565
5,635
6,380
16,44514,845
5,486
5,545
• •
• ✓
39ti6
1 8%
21/2
-
(36) 0.162 x 31/2
(12) 0.162 x 31/2
3,235
7,460
7,460
7,460
6,415
6,415
6A15
•
-
139A6
9
3
-
(12)114" x 21/2" SDS
(6)1/4" x 21/2" SDS
2,265
4,500
4500
4,5001
3,240
3,240
3,240
•
-
35/a
9'/,6
4
-
(46) 0.162 x 31/2
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
7,825
7,825
7,825
IBC,
•
-
35/9
8 to 30
41/2
-
(16)1/4" x 21h" SDS
(12)1/4" x 21/2" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
•
-
35/a
91/4 to 30
41/2
-
(24) 1/4" x 21h" SDS
(16)1/4" x 21/2" SDS
7,260
9,450
9,450
9,450
6,805
6,805
6,805
-`,'`:351a
117/6° °
' 2
,- ;
(12)`01a8 x"3_
70
1,420
1635
1,745
{ i220'
1,390'"1,485'
`
• =
39
1�
/z
1/z
'
21"
8
53,13"
,75.
2,69
28,695
• •
" , " ✓` 139/+6
.10'
2-
(16) 0`.162•x 31/2
(%0.148 x 3 "
. l70
"2,305"
2,615;12,820
1,990]
2,245,
2,425�
HHU6410'> • • . - 13% � , 9 = 3 (30) 0.162 x 31/2'(10) 0.162x 31h , 5 6,380' 6,445I4,845 5,486 15,545
Hiteai�` ° e =Pay" m6inin9Yg1 : • nrnn1F�>Y,41A ri 1,4n?s �F-97g19S4n397gr
- -
" 1
"��]
Max.
" (22);0+162 x 31/x
" (10} 0148:z 3 "
`.,a 5.
3,275°
3,695
3,970
2;820T�
3,180
3,425.
HUC0412rSDS "
• •
-
3s/+6
11" ii,
-
(14)1/a' x 21/2" SDS
'(6)1/4" x2V2"-SDS
3013
6 iG
�6 it
HGUS412 ` , ' '
." .
t 1,35A
1034c� _'
,�4
-
=
t
' (56)"0.162 x 31 h
.. ,
(20) 0,7..62 x 31h
5,040
"9,400
9,400I!
9,400
1 8085 P
8;0851
8,085
t GU3.63 SDS: °.
,• ��
- E
3/a
.8 to 30
4�/2
=
{16)1149`x 2Yz" SDS
(12)1/4" z'�2'I2" SDS
5,555'
6,720"
6;720
6,720
4;840
4;840 1
4,840
46 See footnotes on p.150.
THA/THAC
Adjustable Truss Hangers
�v`�@ERfp
W
7,
G
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
y Finish: Galvanized. Some products available in ZMAX11 coating.
L See Corrosion Information, pp.13-15.
O.
0 Installation:
d
CUse all specified fasteners; see General Notes.
O The following installation methods may be used:
0
N Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
IF= Install top and face nails according to the table. Top nails shall
d e not bwithin 1/4" from the edge of the top -flange members. For
- M the THA29, nails used forjoistattachment must•be driven at an
d 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 nail's straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
35/e" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
13/4 for
THAC422
for
122-2
126-2
THAC422
Face nails Top nails
per table per table
13/: typical
21/2' for THA422-2
and THA426-2
THA418
Double 4x2— 2face nails
Use full table value (total)
Single 4x2—� 4 top nails
See (total)
nailertable
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 heads
® Double -Shear a
Double Dome Double Shear
Shear Nailing Nailing Side View
S Nailing Side View; (Available on
Do not
Top View 00bend tab some models)
`4-1 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
ryNrcui r nfrca
Top Flange Installation
er to
tnote 5
p.187
86
Simpson Strong-Tle® Wood Construction Connectors M SIMPSON
THA/THAC
Adjustable Truss Hangers (cont.)
H
E
These products are available with additional corrosion protection. For more information, see p.15.
1. Uplift bads have been increased for earthquake or wind bading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 1'h" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-pty 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1'h" naib in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
18
Simpson Strong=Tie® Wood Construction Connectors
SIMPSON
Face -Mount Joist Hangers
SERBp
This product is preferable to similar connectors because
PCs
'�+ 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
Iwo poinl:s on each joist nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than'the HUS or THA hangers,
while providing greater load capacity, and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stairiless steel
or ZMAX8 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.
'NbT designed-f& welded or nailer applications._ -
Options:
• LUS and MUS hangers cannot be modified
Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View "
s
Double -Shear Nailing
Side View
Do not bend tab
Dome Double -Shear
<' Nailing Side View
a` (Available on
some models)
1' for 2xs
1'fis forU;
C, Q H
•V
m:.
B
LUS28
HHUS210-2
Ili
MUS28
A
wt
®i/ HUS210
(HUS26, HUS28,
and HHUS similar)
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
8
SIMPSON
LUS/M US/H US/H H US/HGUS
Face -Mount Joist Hangers (cont.)
SS'
SS
SS+
Model'
No
Min
Heel=a
He�ghf
Ga":"
Dimensions (in )
Fasteners
W
H
g4
Carrying Carried
Member Member -
Single 2x Sizes
LUS24
25/a 8
18,
1 s/a
3'/e
'.1 K
• (4) 0,14$ x 3.
"- ,(2) 0.198 x 3
LUS26
41/a '
1 eke
131n
�� '1 ?lay _
.(4) 6148:X 3,
" (4) 0,148 x 3
MUS26
4"fi6
18
19/e
5IA6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
4IN
16
15/a
5a/a
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
•12
5%
"' . 5t 1
(20)' Q E162 x-3'Iz..
`(8) 0.162.x 31h s
1
-3LUS28
(4) 01'48X'
MUS28
65A6
18
19A6
61-a
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/2
16
15/a
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31h
HGUS28
61A6
12
15/8
71/a
5
(36) 0.162 x 31/2
(12) 0.162 x 31/2
Via,
0.148'"x•3 .'
16 _,.
15la =
'" ° 9':
(30) �0f62 X 31/z
{10) 0b2,7F31h "
HGUS210
89hs`' _
"e 12 "
15h "
.." �91/e'
`; 5`
`(46)-0'x 3'h
+(16) 0.162x311z ;
1. See table below for allowable loads.
No: upiiftl - Floor Snow _,
.(100) ' (115), ..=I
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 -Drive® SD Connector screws.
See pp. 335-337 for more information.
Wind Ref. `{
_Sindle'2iSiies ..-.-." -
1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL,
560 ` - "1'; 6+0, .1 60, 955 1;090 1,180 1'2:5 LA
3:28i 1 3.280 1 3,280 1 1,150 1 2,350 2,660 1 2,780 2,780
HGUS26 -.
-.� $
= t1340;;
4,850 �,
: 5;170 ";'
5,390'
$75 " "''4,690
`-5,220 "
. 5390 "
5�390 -
.70-
3;225
:" 3;610
-3,870.�.'
3,985'
IBC, FL
LUS28
1165
1100
1260
1350
1725
1165
1,195
1360
1,465
1,730
865
810
925
1,000
1,270
00�
1 -75-�
'2,",125 ;;
f '�5
, 2J °
i,1,$75
`"2,13b „
�2 2Cs5
_2 __'
,1;i 0
1,270
145
1 57Fx
.. i. 55 F
IBC FL,
LA
HUS28
i,760
4,095
4,095
4,095
4,095
1,760
4,095
4;G95
4,095
4,095
1, /180
3,520
3,520
3,520
3,520
HGUS28
1,5 Q .
' 275r'
; 7,275 "'
:7,275" ;'
7,275
=1;853 '
3,275
", 77 '"
7,275
7275
1:2M
3,679`
' 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''
f 2,635
5,450
5r.795 .
`5,830"
0,8,
Z 635 ,
5.395
5,780
U30
5- K
.27220
:2,SY
21455,
" 2£535
2,825
LA
HGUS210
2,090
9,100
9,100
9,100
9,1o0
2,090
9,100
9:00
9,100
9,100
11545
6,340
1 6,730
6,730
1 6,730
13C;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 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45". Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square out 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
0°?, w,
Specify angle
Top View HHUS Hanger
Skewed Right
foist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
U
Z
�C
a
0
0
U
w
H
0
Z
O
cc
F-
Z
U)
0
N
m
0
N
U
U
94
0
z
a
0
0
Z
z
0
z
0
w
a
CD
rn
0
0
0
N
U
0
Simpson Strong -Tie® Wood Construction Connectors
SS=
7.
These products are available with For stainless Many of these products are approved for installation
additional corrosion protection. ED steel fasteners, 6 with Strong -Drive° SD Connector screws.
For more information, see p.15. see p.21. See pp. 335-337 for more information.
SIMPSON
I�tx'~tiiIlgl�
Dimensions (ip) ,Fasteners (in.) DFISP"AilowapleiLoads- '� ; SPF/HE,Alloviiahle Loads
Double 2x Sizes
HHUS26-2 I4-A6 1 14 3-A6 53A 1 3 1 (14) 0.162 x 31/z (6) 0.162 x 31/2 1 1320 12,830 13,190 13,415 14,25011,135 12,435 12,745 12,935 13,655
HGUS26.2 I 49A6 1 12 3% 57/16 4 1 (20) 0.162 x 31/z (8) 0.162 x 31/z 12,155 4,340 14,850 5,170 15,575 11,855 13,73014,170 14,44514,795
oiz z� t 3i�,, r,yyu r;oru .c,uau aiu •,1,10u, a,cou 1,3oa );14o. IBG, FL,
31h , 1.760 14,26514,8110 1 5,155' ' 9801 1,515' 3,670 '4,135. 4,435 5;145 LA
LUS210-2
67/a
18
31/a
9
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
83/s
14
35iia
87A
3
(30) 0.162 x 31/z
1 (10) 0.162 x 31/z
3,550
5,705
1 6,435
1 6,485 6 485
3,335
4,905
5,340
5,060
5,190
HGUS210-2
I 89/16
12
1 35A,
93/ifi
4
(46) 0.162 x 3Yz
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100 9,100
3,520
7,460
7,825
7,825
7,825
Triple 2x Sizes
HGO926-3 ,`
4t3/i6'
` 12
47%
51h
. 4
(20)'0.16ix'W z"
(8) 0.162 x 31h
2,155
4',340.14,850
5 70
5;575
1,855"
=3,730
4,170.
4,445
4,795 _
IBC, FL,
,HfiUS28 3 '
6*6 ;
12"
475/i6
71/a
wq.
:(36) 0.162z31/z
'{12)O;162x,31h
6
3,235
7460
7460
7;460
�._._._
7460
2,780
:6,415
6,415,
6,415
6,4. 5:
LA
HHUS210-3
83/a
14
417Ar
87/a
3
(30) 0.162 x 31/z
(10) 0.162 x 31/z
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
81%
12
415A6
91/4
4
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
9,100
3,520
7,825
17,825
7,825
7,825
LA
Quadruple 2x Sizes
}1GUS26;4 5'h ' 121" 69A6 57/16 e4 (20)0�162X3✓z ` 8)'0.162X�31h ,2,155 4,340!, 4,850 5170 ,5,575 1,855 �3;730 4170 4,445 41J95 IBC, FL,
HGUS28-4 71/4 12 1 6a/,6 73fi6 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, 1516,4151 LA
HHUS210-4 83A 14 1 61/e 87/8 3 1 (30) 0.162 x 31h (10) 0.1$2 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 15,575 1 FL
0 J LUS46 ~ ,_' E 4% 71 18';
r'o
0
4x Sizes
x
FL,
LA
IBC, FL
LUS48
; 43/a
18
31A6
63/4
2
(6) 0.162 x 31h
(4) 0.162 x 31/2
1,060
1,315
1,490
1,610
2,030
910
1,130
1,280
1,385
1,745
IBC, FL,
HUS48
61/a
14
31A6
7
2
(6) 0.162 x 31h
(6) 0.162 x 31h
1,320
11,580
1,790
1,930
1 2,415
1:135
1,360
11,540
1,660
2,075
LA
HHUS48
61/z
14
35/a
71/8
3
(22) 0.162 x 31/z
(8) 0.162 x 31/z
1;760
4,265
4,810
5,155
5,980
11515
3,670
4,135
4,435
5,145
HGUS48
67/16
12
35/a
71%
4
(36) 0.162 x 31/z
(12) 0.162 x 3'h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
LUS470.
61/a
=186
3a/+4
83/4,
2 :.
(8) 0.T62 x 31Wz
` (6) 0AU x 31/z
':'445
'1,830�
=2;675
4; 451
2 830
i 2ai3-.k1,575
1,785
1,930
2;43'5
HGUS412 1 10346 1 12 135/e 110346 4 1 (56) 0.162 x 31/z (20) 0.162 x 31/z 15,695 9:045 19,045 19,045 9:045 1 4.900 17,780 1 7,780 17,780 17,780
HGUS414 1 117/,6 1 12 1 35A 11016l 4 1 (66) 0.162 x 31/z (22) 0.162 x 31/z 5,695 10,125 10,125 10,125 10,125 4,900 18,190 18,190 18,190 18.190
Double 4x Sizes
Hf l 1.47 n7/in I R7/,G 1? 1 73/ 1 R9F drafit.n 1 F? Y 31A I d7F1 n 1 R? Y 31h. A-dZn I a oQ.,, 1,4 n45 a nQF 'o,n95 I 9 Q5n `7 R9n I .7 Rbn `' 7 R9n 7 Rgn
FL,
LA
FL
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For loss than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVrPI 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-pty 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162' x 31h' in the joist, with no bad reduction. With single 2x carrying members, use 0.148' x 1112" 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
Simpson Strong-TieO Wood Construction Connectors
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/e". 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/a" per ASTM D1761 and D7147).'See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material:16 gauge
N
Finish: Galvanized
I -
Installation:
V
• Use all specified fasteners; see General Notes
C•
Can be installed filling round holes only, or filling
U
round and triangle holes for maximum values
N
• See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
G1........
Options: -._...-. _.._,..,-� _.._...
C.
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
! Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
HTU26
11m
Typical HTU26
Minimum Nailing
Installation
y..r ,......,
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
St 05:9.7
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(H7U210 similar)
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVrPI 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 1 Y2" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
96
SIMPSON
HTU
Face -Mount Truss Hanger (cont.)
i 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
ea„� i u or ;Migimi
HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 11/2 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615
HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/2 1,240 1,470 1,660 1,7900 2,220 1065 1,265 1,430 1,5 '0 1,910 IBC,
NT4728' Max 71/a ' (2) 2x6 (2Q) 0.162 x 3 h (26) O. 48 x 1'h " 1,970 2 940 '�,32 � �,58v' 3,905 ` .7 695 ,2,530 2 855 3 "3,J8i� 3,360 FL, LA
( )... f
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)
Min. Dime nsions (m) Fasteners (m ),
Motlel Heel.
arrvinn ''Carried
Single 2x Sizes
Wind
1,955 1,1,955 [ 1,955 11,955
" IBC,
HTU28 (Min.) 37/a 15/s 71'Aa 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/z 1,114 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL,
LA
HTU28 (Max.) 71/4 1 5/8 7'As 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 1,920 3,820 4,31 4,655 5,015 1,695 2,865 3,235 3,4::0 3,765
HTU210 (Min.) . " 37/a • 15/8, 91/4c ; 31/2. (32) 0162X•3112 (l"4} 0:148 x.11h 1250" 3;600 3,fi00 3,600 3;600 '1,075 � 2,70 ' 12,700 2,70.0 , 2,700
Double 2x Sizes
HTU28-2 (Min.) 37/a 35/111 1 7'f s 1 31/2 1 (26)'0.162 x 31/2 (14) 0.148 x 3 1,490 3,820 3,980 3,980 1 3,980 1 1,280 1 2,865 2,985 2,985 2,985 IBC,
FL,
HTU28-2 (Max.) 71A 3,1/1s 1 71/is 1 31/z (26) 0.162 x 3% 1 (26) 0.148 x 3 3,035 3,820 4,315 4,655 15,520 12,610 12,865 3,235 3,490 41,14e LA
1
48
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govem.
4. Wind (160) is a download rating.
5. For hanger gaps between %" and 1h", use the Alternate Allowable Loads.
B. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector" software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
41855
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/16" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16" at 100% of the table load. Specify as an
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 'A" x 234" Tften 2
screws (KA1o0el T fN2-25234hf for GFCMU. Follow all
installation instructions and use the loads from the sav>n
lumber or EWE' sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Instal(ation:
• 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
-fTN2-25134H) are not provided with the hangers.
• Drill the 3/16"-diameter hole to the specified embedment
depth plus'/z".
• Altematively, drill the 3/% diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
V116" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/e" is required as shown in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
Of 11/2" is pemitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUG410
SIMPSON
yyy
V_
ks,
HU214
Figure 1 — HUG410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
SIMPSON
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers (cont.)
Ob These nrodiicts are availahle with additional corrosion nrotection. For more information. see n.15.
Model
fasteners
:Allohrabte�loads(D�%SP)
=
N0
GFCMU
Concrete'
Code
Standard
Coricealed
GFGMU
Concrete
Ttten®2.
Jolst
lift
CJ left
Op
:°(16D)
a Down
(100/125);
Uplift
(i60) a
Down
(100/125),,'
Ref
HU26
HU26X
(4)1/4 x 23/4
(4) 1/4 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
HU28 ;
HU28}(i
(6} ya;7( 23/a�
`',(6)?!a x'1''a/a r
345
1500'
6Q°
2 400.
HU24-2
HUC24-2
(4)1/4 x 23/a
(4)1/4 x 1 %
(2) 0.148 x 3
380
1,000
380
1,545
HU26-2.(
HUC26.2 "
(8)1/ax 23/d
- (8) l4 X 1�/4
4) 0:148"x,3
760
2,000
760 ` , ,.
8 200 '
HU26 2 (Max } _
HUC26;2
(12}1
_ _
1,135x
HU26-3 (Min.)
HUC26-3 (Min.)
(8)1/4 x 23/a
(8)1/4 x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)114 x 23/4
(12)1/4 x 13/a
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU28-2 (Mm ). „ 3
HUC28 2 (Mln) _''
(10j y/Wx 23/4
{10)`?/e x.1.3/4 '
(4) 4.148: x 3
, ° - 760 ,
, ;, 2 500 : `
, , .., 760
HU210 HU21OX I (8)1/4 x 23/4 I (8)1/4 x 13/a I (4) 0.148 x 11/2 I 545 I 2,000 760 I 2,415
HIt91(1=9dM1Ain1'' Nll!.,9,1As9Winl'. lidll/�`v93/- d{.1J.v,13/. /F1l1'1$Rv+ ..;f:"i"2G 4Rnn. s1'1 5- GA9n•":?'
nUL �V :G tIVIdXj
nUUL IU,L �IVIdxJ
(Ip)/4,XL/d
_ 116)/4x 1'Y4
t,l U�U i48 X;3
1L}UU
: YaW i;
IOUV
,a U6.7
HU210-3 (Min.)
HUG210-3 (Min.)
(14)114 x 23/a
(14)1/a x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210.3 (Max.)
HUC210-3 (Max.)
(18)1/4 x 23/a
(18)114 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU
1a(10212H
1135
3U212 5
„„ 2a665
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/a x 23/4
(16)1/4 x 13/4
(6) 0.148 x 3
1,135
1 4,000
1,135
41920
HU212-2 (Max.)
HUG212-2 (Max.)
(22)1/4 x 23/4
(22)114 x 11/,
(10) 0.148 x 3
1,350
1 5,085
1,350
5,085
HU214 I HU214X I (12)1/4 x 23/4 ( (12)1/4 x 13/4 1 (6) 0.148 x 11/2 1 1,135 1 2,665 1 1,135 1 2,665 1
HU214-3 (Min.)
HUG214-3 (Min.)
(18)114 x 23/4
1 (18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)1/4 x 23/4
(24)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
10216-
HU216>�0
(1$)_1/ax`23/4
{18}11az13/a
`(8)k148x1?/z
1-515
2;920
151'5
219
HU216-2 (Min.)
HUG216-2 (Min.)
(20)1/4 x 23/a
(20)1/4 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26)1/4 x 23/4
(26)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
H , 216-3 (Mln )p w�
HUC216 3 (Min.), `=
j20j,1/a;x'23/a
` (20)1/a z 13/a
rn{8) 0, I48 x 3
1575
4 920 '?
1,515
4 920
HU2163 (Max) :
' HUC216'3 (Max)
(26)1/ax 231a F',
. (26)114�x"l3/a ,
._ {12) 0.148 z 3'
5�085
HU7 (Min.)
(Not available)
(12)114 x 23/4
(12)1/4 x 13/a
(4) 0.148 x 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16)1/4 x 23/a
I (16) %x 13/4
(8) 0.148 x 1112
1,085
3,485
1,085
3,485
HU11 (Min.) (Not available) (22)1/4 x 23/a (22)1/4 x 13/a (6) 0.148 x 11/2 1,135 3,230 1 1,135 13,230
HU11 (Max.) (Not available) (30) 1/4 X 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/2 1,445 3,735 1 1,445 1 3,735
38
STAGGER JOINTS -
RAISED HEEL ROOF TRUSSES
B/SKIS SEE PLAN
RIBBON BOARD- SEE
SCHEDULE FOR SPACING 4
FASTENING TO TRUSSES
t,
UPLIFT/SHEAR ANCHOR —I v —MASONRY WALL -
EACH TRUSS - SEE B/SKI SEE PLAN
PLAN
NOTE: ADD'L FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARING A
SCALE: NTS SKI
ROOF SHEATHING- SEE 1
SOFFIT/FASCIA- SEE ARCH.
RAISED HEEL ROOF TRUSSES
-5EE PLAN
N
O
ITTRIBBON
BOARD-
< Q 3
SEE SCHEDULE
U z d
FOR SPACING 4
Z 52 0
w uj W
FASTENING TO w
U >
U<QQ
TRUSSES
w o
_
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=
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UPLIFT/SHEAR GYP. CEILING-
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ANCHOR EACH SEE PLAN 4
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DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRU55 MASONRY WALL -
BOTTOM CHORD
SEE PLAN
_
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RAISED HEEL TRU55 BEARING B
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DESIGN CRITERIA
FIB56N MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Yult=165 MPH
(2) 12d GUN (0.131' X 37
(vasd=128 MPH)
2X4 SPF92
24'
TO EACH TRUSS, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
vull=180 MPH
(2) 12d GUN (0.131' X 39
(Vasd; 139 MPH)
2X4 SPF02
16,
TO EACH TRUSS, (4)
EXP. C,
NAILS AT JOINTS
ENCLOSED
SHEETTITIE:
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SHEET INFORMATION:
nano: aama
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,January 19,�.2020.
_Catp-6fiWi-,Coiitr.actors of America,
Winter.1fAvem FL 3388QR62Q:1
DearMatt:
,It has come my attention ., . thalsqme questions were raised concerning Si/ 1 8". diameter
gable end trusses -i" Ilow.f6r,
w'ns'i;' If,,th"ese';,,gable,,ends,:are,over',.co4o.pitqu$ support
vviih 6A:,.0,fac, e,hilly-,-,�'hW"th eid aJh"
. ` ,
'd
fate n c ose an;40Ct OUt a any pates:,orvertical Ythen. n
nolrep*trls Te. Wrqd.Tbe. truss on! .sVgports,., fo6vof, fll6otAba&:. dhd nd; add itional
q
load.
Ifyoix have any questionsplease give me a;caIl,
Shie&ely,
I Y, I
WA/f�
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STATE: OF
6750:Forum .bnVe- Suite ,80,. (Ott d (KQ) 521 -Q7.Q0 8685
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,0110fiiHWAf(�,�'tr'<�
•t No.86367
5 1
STATE OF
ALPINE
ANITw:ZPANY
FL REG# 279, Yoonhwak Kim; FL PE 086367
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www.alpineitw:com
Customer Carpenter Contractors of America
Job Number: N372962'
Job Description: ;7A5 j75EA ,RF01/ 1756lEASTHAM/EXPRESS
Address:
Y,
Design Cade:
FBC 2017 RES
tntelliVIEW Version: 18.02.01 through 18.02.01 A
JRef #: 1 WXK89750083
Wind Standard:
ASCE 7-10
Wind Speed (mph): 160
Roof Load (pso 20.00- 7.00- 0.00-1.0.00
Building Type:
Closed'
Floor Load s :: None
This package contains general notes pages, 33 truss drawing(s) and 11 detail(s).
Item
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1
218.20.1558.07755
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218.20.1558.07318
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218.20.1558.07037
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218.20.1558.09159
A7A
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218.20.1558.09408
A8A
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21.8.20.1558.08145
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218.20.1558,09143
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218.20.1558.07630
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218.20.1558.07411
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CJ36
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218.20.1558.08831
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218.20.1558.09018
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218.20.1558.07100
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218,20'.1558.08925
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218.20r1558.08644
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218.20.1558.07817
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218:20.1558.08285
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218.20.1558.07552
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Florida Certificate of Product Approval#FL1999
Printed 8/5/2020 4:03:00 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of'the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or 1310, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel'with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; ,S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www.icc-es.oro.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
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, incldding 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.oro.
2. ICC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO
63043; 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.sbcindust[y.com.
Page 3 of 3
SEQN: 103462 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T31
FROM: RWM Qty: 5 ,7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07755
Truss Label: Al / YK 08/05/2020
6'4"4 _ 13'6"l0 + 20'
6'4"4 7'2"6 6'5"6
6X6
E
26'5"6 33'712 + 40'
6'5"6 7'2"6 6'4"4
40'
1' L 10' 10, 10,
r
r 10 '1 20' 30'
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 Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.276 K 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.482 K 988 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.085 J - -
Des Ld: 37.00
EXP: C Kzt NA
HORZ(TL): 0.148 J - -
Code / Misc Criteria
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
Bldg Code: FBC 2017 RES
Max TC CSI: 0.793
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.902
Spacing: 24.0 "
C&C Dist a: 4.00 ft
Rep Fac: No
Max Web CSI: 0.846
Loc. from endwall: not in 13.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 18.02.01A.0205.19
Wind Duration: 1.60
WAVE
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
:132, B3 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3
:W3, W4, W5 2x4 SP #2 N:
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance
�* 3ENsc�'
AeS
q No, 86367 s
®� ® STATE OF lcr w
m
10, 1
40'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1678 /- /- /923 /333 /344
H 1679 /- P /923 /333 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1734 - 3551 E - F 1227 - 2270
C - D 1590 - 3234 F - G 1590 - 3235
D - E 1227 - 2270 G - H 1734 - 3552
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 3224 -1476 K - J 2618 -1126
L - K 2618 -1102 J- H 3225 -1478
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - L
324 -377
K - F
499 - 783
L - D
572 - 222
F -J
573 - 223
D - K
499 - 783
J - G
324 - 377
E - K
1353 - 636
P e
Wind
Wind loads based on MWFRS with additional C&C �A/`ul apr
member design. /o//OAL
Additional Notes
Refer to General Notes for additional information
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
**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, byy TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide tempora
bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly
attached rigpid ceilingp Locations shown forpermanent lateral restraint of webs shall have bracingq ins ailed per BCSI sections 63, 67 or 610,
as aDDltcabla. AppTv Dlates to each face of truss and Dosition as shown above and on the Join Details. unless noted otherwise. f�efer to
Of
riri i,oriorr
acceptance
any structure
failure to build the
f or cover pa e
n. The sui ability
ALPINE
*xrtwCw-
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN:103365/ HIPS Ply: 1 Job Number: N372962 Cust:R8975 JRef:1WXK89750083T3 /
FROM: RWM Qty: 2 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07943
Truss Label: A2 / YK 08/05/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BOLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
rs
4 13'6'10 A
6'4'4 7.2"6 4'116 1'6
—14X6
013X6
:4X6 T3
evn E F G
40'
- '+-
210' 0 10' '
Wind Criteria
Snow Criteria (Pg,Pf In PSF)
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
Speed: 160 mph
Pf: NA Ce: NA
Enclosure: Closed
Lu: NA Cs: NA
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Mean Height: 15.00 It
Code / Misc Criteria
BCDL: .2 psf
BCDL:.0 psf
5
Bldg Code: FBC 2017 RES
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
C&C Dist a: 4.00 ft
Rep Fac: Yes
Loc. from endwall: not in 13.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord 2x4 SP #2 N
:T2, T5 2x4 SP #1:
:T3 2x4 SP 2400f-2.0E:
Bot chord 2x4 SP #1
:132, B3 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3
: W 3, W 4, W 5 2x4 SP #2 N:
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
26'S'6 + 33'T12 + 40'
4'11'6 T2'6 6'4'
10,
30' T—
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.315 M 999 360
VERT(CL): 0.549 M 867 240
HORZ(LL): 0.085 L - -
HORZ(TL): 0.149 L
Creep Factor. 2.0
Max TC CSI: 0.985
Max BC CSI: 0.907
Max Web CSI: 0.673
VIEW Ver. 18.02.01A.0205.19
`�141i119f111►///��I
q�HWA,�
No.86387
Z b @ yly a+
�STATE 0F
0 °
10 1�
40'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1682 P /- /927 /339 /321
J 1682 /- /- /927 /339 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
J Brg Width = 8.0 Min Req = 2.0
Bearings B & J are a rigid surface.
Bearings B & J 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 1794 - 3564 F - G 1238 - 2073
C - D 1645 - 3236 G - H 1293 - 2290
D - E 1293 - 2291 H - 1 1646 - 3239
E - F 1238 - 2073 I - J 1798 - 3571
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - N 3237 -1533 M - L 2606 -1191
N - M 2606 -1167 L - J 3244 -1555
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - N
336 - 402
M - H
476 - 745
N - D
592 - 230
H - L
596 - 232
D - M
479 - 748
L - I
339 - 407
F - M
1255 - 589
1Q "� byes
°tie
Al
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020 1
**WARNING** READ AND FOLLOW ALL NOTES ON TH
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS
Of
any
as
J UMMMIVVI
INCLUDING THE INSTALLERS
I.. Refer to and follow the latest edition of BCSI (Building
T1Ing these functions. Installers shall provide temporarrvy
Jctural sheathin� and bottom chord shall have a properly
lave bracinccl1 ins ailed per BCSI sections B3, B7 or 610,
on the JoinCDetaiI .unless noted otherwise. E7efer to
failure to build the
i or cover page ,
,n. The sui ab111ty
ALPINE
,wmvca+_
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN:103368/ HIPS
Ply: 1
Job Number: N372962
Cust:R8975 JRef:1WXK89750083T21 %
FROM: RWM
Qty: 2
7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS
DrwNo: 218.20.1558.07318
Truss Label: A3
/ YK 08/05/2020
6'4"4 136"10 16'6" 20' 23'6" 26'S"6 33'712 40'
6'4"4 7'2"6 2'116 3'6' 3'6" 2'116 7'2"6
1112X4
=5X5 =5X8 =5X5
E F G
�_,44X4
T2 O H
12 D
5 W5 T4
�515
m �5X5 W (a)
C (a)
W3 r
A
B1-1 J
=4X6(A2) -6X6 B2 =5X8 83 =6X6=4X6(A2)
40'
10' 10, 10, 10' 1
10' 20' 30' 40'
Loading Criteria (pso 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): 0.336 M 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.587 M 811 240 B 1682 /- /- /929 /346 /290
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.085 L - - J 1682 /- /- /929 /346 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.148 L - - Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Code / Misc Criteria Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 2.0
TCDL: 4.2 psi
J Br Width = 8.0 Min Re 2.
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.710 9 q = 0
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.908 Bearings B & J are a rigid surface.
B & J require a seat plate.
Spacing: 24.0 " C&C Dist a: 4.00 It Rep
Rep Fac: Yes Max Web CSI: 0.763 Members not listed have forces less than 375#
Loc. from endwali: not in 13.00 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. 18.02.01A.0205.19
Lumber B - C 1839 -3566F - G 2265 -4006
C - D 1697 - 3235 G - H 1335 - 2307
Top chord 2x4 SP #2 N D - E 1335 -2307 H - 1 1697 -3236
:T2, T4 2x4 SP #1: E - F 2265 - 4006 I - J 1839 - 3568
Bot chord 2x4 SP #1
:B2, B3 2x4 SP 2400f-2.OE:
Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs)
:W3, W5, W7 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp.
Bracing B - N 3239 -1583 M - L 2603 -1234
(a) 1X4 #3SRB or better continuous lateral restraint N - M 2602 -1209 L - J 3240 -1607
to b1xspaced. (8d Box or Gun �`'IIp��'
nas(013I2mn.). Restraint maerrial to be
i,,�y�.�1`�,,'+A��� Maximum Web Forces Per Ply (Ibs)
DOS
supplied and attached at both ends to a suitable it �� e �•ir1 �^ Webs Tens.Comp. Webs Tens. Comp.
support by erection contractor.
A: �'
°N 11 +A_
v f Y � �°T 1 C - N 337 - 403 O - M 1196 - 557
1`nA1��
(a) or scab reinforcement may be used in lieu of CLR �°+ • • N - D -231 O - 1064
+®
2593 --231
restraint. substitute (1) scab for (1) CLR and (2) q+ • o
459 L
scabs for (2) CLR'S where shown. Scab 4 ® ��� m D - M 459 - 665 H - L 593 231
reinforcement to be same size, species, grade, and a • a E - O 2004 -1064 L - I 337 -403
80% length Attach 0.128x3" o M - H 459 -666
of web member. with gun •
nails @ 6" oc. v • s w
Loading ®• STATE OF o7W��
Truss passed check for 20 psi additional bottom i e F {� (� 'V .4
chord live load in areas with 42"-high x 24"-wide • C� 4-
o V �q
clearance. v •g�yyp�r• vq�, p
S r p e
Wind A
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
**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
shipping,
Component Safety for
Information, bVV TPI and SBCA) sa practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingp and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or 810,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer 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 to build the -Co,,,,,,,,
truss in conformance with ANSIITPI 1, or for handlin shipping, Installation and bracing trussesA this drawing
of seal on or cover page . , 6750 Forum Drive
listing this drawing, indicates acceptance of ro essfona engineerin responsibility solely for the design shown. The suitability Suite 305
�rawing plie Building
and use of this for any structure is 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: —.al ineitw.00m: TPI: www.t inst.or : SBCA: www.sbcindust .com: ICC: w Jccsafe.org Orlando FL, 32821
SEQN: 103370 / HIPS
Ply: 1
Job Number: N372962
Cust: R 8975 JRef:1 WXK89750083 T13 f
FROM: RWM
Qty: 2
7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS
DrwNo: 218.20.1558.08223
Truss Label: A4
/ YK 08/05/2020
6'4"4 14'6" 20' 25'6" 33'7"12 40'
6'44 8'1"12 5'6" 5'6" 8'1"12 6'4'4
:5X5 1112X4 =5X5
D E F
T12 T2
5 � T4
9) �5X5 �5X5
'v C G
or
io
W4Z
B H
IMA
1
1_+8,8"
4X6(A2) =6X6 B2 ===5X8 B3 =6X6=4X6(A2)
40'
1' 10' 10, 10' 10' 1'
10' T 20' 30' + 40'
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/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.271 E 999 360 Loc R+ / R- ! Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.470 E 999 240 B 1698 /- /- /926 /396 /258
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.086 J - - H 1699 /- /- 1926 /396 P
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.149 J Wind reactions based on MWFRS
Mean Height: 15.00 ItNCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0
TCDL: 4.2 psf
H Brg Width = 8.0 Min Re 2.0
Soffit: 0.00 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.561 q =
BCDL: 5.0 p
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Sid: 2014 Max BC CSI: 0.909 Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.305
Members not listed have forces less than 375#
Loc. from endwall: not in 13.00 It FT/RT:20(0)/l 0(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 1899 -3616 E - F 1600 -2838
C - D 1730 - 3272 F - G 1729 - 3274
Top chord 2x4 SP #2 N D - E 1600 -2838 G - H 1898 -3618
:T2, T4 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #1
:132, B3 2x4 SP 2400f-2.OE: Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 Chords Tens.Comp. Chords Tens. Comp.
04 2x4 SP #2 N:
B - L 3287 -1642 K -J 2562 -1199
Loading L - K 2561 -1174 J - H 3288 -1666
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide Maximum Web Forces Per Ply (Ibs)
clearance. `,Ql��,r" Webs Tens.Comp. Webs Tens. Comp.
Wind ��� Q e ♦Co�♦lt• rl ,j_� C - L 379 -428 K - F 412 -170
0 00i67 p-*;j L D 638 F J 639 270
- -270 - -
Wind loads based on MW FRS with additional C&C `,� o `C E V,9
member design. �7 ♦ I mr D - K 413 -170 J - G 379 -428
No'636 J o
Additional Notes y
Refer to General Notes for additional information
e
STATE OF
�
1 N
re��
IS 0♦ooQo e
d"4.44s'10NA�
� �1
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
"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 c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proCerly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracln 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. f�efer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Bu!ldincLqComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the w n �� ,.„
truss in conformance with ANSI/TPI 1, for handling, bracing trussesA this drawing
or shipping, installation and of seal on or cover page , , 6750 Forum Drive
listing this drawing, indicates acceptance of professlonaf engineering responsibility solely for the design shown. The suitability Suite For
and use of thisawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2:305
For,more information see this lob's geDeral notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindusl xom: ICQ Accmfe.org Orlando FL, 32821
SECiN:103373/ HIPS
Ply: 1
Job Number: N372962
Cust:R8975 JRef:1WXK89750083T5 /
FROM: RWM
City: 2
,7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS
DrwNo: 218.20.1558.07428
Truss Label: A5
/ YK 08/05/2020
6'4"10 12'6" 20' 27'6"
f +
33'7"6 40'
6,4.,10 6,1„6 Y 7,6„ 7,6„ 1
Ml' 6„10 °♦
=5X5 1112X4 =5X5
D E F
12
5 �
T
T
c2C4
rn
zo
� W3
2a;?,012G4
B
1 A
H �
1 lo8-8-
M
4X6(A2) .6X6 =5X8 -6X6=4X6(A2)
40'
10' 10, i _ 10,
10' 1'
10' T 20' 30'
+ 40'
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 loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.321 E 999' 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.567 E 839- 240
B 1655 /- P /919 /727 /227
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.092 J - -
H 1655 /- /- /919 /727 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.162 J - -
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Code! Misc Criteria Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 2.0
Soffit: 0.00 Bldg Code: FBC 2017 RES Max TC CSI: 0.771
BCDL: 5.0 psf
H Br Width = 8.0 Min Re
9 q = 2.0
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.912
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.530
Members not listed have forces less than 375#
Loc. from endwall: not in 13.00 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: 18,02.01A.0205.19
Lumber
B-C 1917-3480 E-F 1845 -3155
C - D 1771 - 3179 F - G 1770 - 3179
Top chord 2x4 SP #2 N
D - E 1845 -3155 G - H 1917 -3481
Bat chord 2x4 SP #1
Webs 2x4 SP #3
:W3, W4, W5 2x4 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Loading
B - L 3156 -1655 K - J 2653 -1329
Truss passed check for 20 psf additional bottom
L - K 2652 -1304 J - H 3157 -1679
chord live load in areas with 42%high x 24"-wide
clearance.
4I1/►/f/��I
Maximum es Per Ply (Ibs)
Wind OS\11i�1y'af
Webs Tens.Comp.Webs Tens. Comp..
Wind loads edonMWFRSwithadditionalC&C Ir
member design. ��5 ^ eA/•�a /p�P/�p�
DK
*�h,��
V �► Y V '°f�
D-613 -330 F-J 527 -207
Additional Notes w • ,may
E - K 343 -430
Refer to General Notes for additional information es
No. B5367
•
�O
0
�a STATE OFZORA
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
"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) fo'r safety practices pnor to performing these functions. Installers shall provide temporary
bracing BCSI. Unless noted have bottom have
per ovherwise,top chord shall properly attached structural sheathing and chord shall
attached rigid ceilincl Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections
Apply face,
a properly
B3, B7 or 610,
kefer
as applicable. plates to each of truss and position as shown above and on the Join Details, unless noted otherwise.
drawings 160A-Z for standard plate positions.
to ALPINE
Alpine, a division of ITV Buildinh Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN Cf AW
truss in with ANSIPI1, for handling, installation bracing trussesA this drawing
conformance or shipping, and of seal on or
listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown.
drawing,
cover page .. 6750 Forum Drive
The suiCabillty Suite 305
and use of this for any structure is the responsibility of the Building Designer per ANSIIrPI 1 Sec.2.
For more information see this'ob's general notes page and these web sites: ALPINE: w .al rneitw.wrn; TPI: www.t inst.or ; SBCA: w .sbcindust xom; ICC: www.iccsafe.org Orlando FL, 32821
SEQN: 103385 / HIPS
Ply: 1
Job Number: N372962
Cust: R 8975 JRef:1 WXK89750083 T6 /
FROM: RWM
Qty: 1
7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS
DrwNo: 218.20.1558.09299
Truss Label: A6
/ YK 08/05/2020
6'4"10 10'6" 20' 29'6"
33'7"6 40'
r 6'410 '} 4'1"6 9'6" '} 9'6"
Vl' 6 '} 6'4"10
p 5 T2 =6X6 T3 =5X5
E F
12
T 5 2X4
C
2X4 T
(a) W4 (a) W
G
� W3
v
B
A
-
ro
H
I I�8,8"
1
=4X6(A2) =6X6 =5X8 -6X6 =4X6(A2)
40'
1' I 10' 10' 10'
i'
10 1'
r 10' } 20' {' 30'
40' '+
Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pr 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): 0.295 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.547 E 870 240
B 1558 /- /- /907 /728 /196
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.083 J - -
H 1558 /- /- 1907 /728 /-
Des'Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.154 J
Wind reactions based on MWFRS
NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0
TCDL: 4.2 psi
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 2017 RES Max TC CSI: 0.634
p
H Br Width = 8.0 Min Re 1.
9 q= 8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.918
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0:926
Members not listed have forces less than 375#
Loc. from endwall: not in 13.00 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: 18.02.01A.0205.19
Lumber
B - C 1933 -3204 E - F 2185 -3486
C - D 1814 - 2950 F - G 1814 - 2950
Top chord 2x4 SP #2 N
D - E 2185 - 3486 G - H 1933 - 3204
:T2, T3 2x4 SP 2400f-2.0E:
Bot chord 2x4 SP #1
Webs 2x4 SP #3
Maximum Bot Chord Forces Per Ply (Ibs)
:W3, W4, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Bracing
B - L 2898 -1664 K - J 2653 -1464
(a) 1 X4 #3SRB or better continuous lateral restraint
L - K 2653 -1439 J - H 2898 -1688
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
Maximum Web Forces Per Ply (Ibs)
supplied andattached ends to a suitable d�, "A, ^
Webs Tens.Comp. Webs Tens. Comp.
support by erection contractor.
t♦
scab reinforcement may m ♦ ♦ ♦r rip
(a) used in lieu) CLR 0 Q e � r ® % ��
�I�
L - D 466 -153 K - F 918 - 566
D - K 918 -566 F - J 466 -153
r (1
restraint. substitute (1) scab for (1) CLR and (2)®� 0 �`CEr Y ��
for CLR'S Scab •
E - K 455 -575
scabs (2) where shown. ♦ v
reinto be same size, species, grade, and A C a
No Vnforcement
80 /o length of web member. Attach with 0.128x3" gun m 1 t tt o
nails @ 6" oc. o m
Wind o • o
Q:,
Wind loads based on MWFRS with additional C&C v ♦ STATE ATE Or ��/,
member design. s
�1 a
0 ♦ s a
� C)
Additional Notes ® ��1♦ ® R eea
® p
Refer to General Notes for additional information ®®O u S
!!!!l
/CO) (♦ jspp p � ►®p
(rid 0
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
`*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 SCSI (Building
Component Safety. Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per SCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinc] installed per BCSI sections B3, B7 or 810, _
as applicable. Apply Iates to each face, oftrussand position as shown above and on the Join Details; unless noted otherwise.
kefer to
drawings 160A-Z for s�andard plate positions.
ALPINE�
Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the mmrcwM
truss in ANSI/TPI 1, for handling, installation bracing trussesA this drawing
conformance with or shipping, and of seal on or
listing this drawing indicates acceptance of pro esstona engineering responsibility solely for the design shown.
cover page, , 6750 Forum Drive
The suitability Suite 305
and use of this drawing for 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: w .al ineitw.wm; TPI: www.t inst.or ; SBCA:—.sbcindust .com;
ICC: www.icceafe.or Orlando FL, 32821
SEQN:1033761 HIPS
Ply: 1
Job Number: N372962
Cust:R8975 JRef;1WXK89750083T25 %
FROM: RWM
Qty: 1
,7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS
DrwNo: 218.20.1558.07037
Truss Label: A6A
/ YK 08/05/2020
"1020' 29'6"
40 '
T3"6i
I 4'1'% T 9'6"
4176
106'44"1100
"69'6"
:5DX5 T2 =8E8 T3 =6F6
T ,2
5 � �2X4
C
02X4
rn (a) W4
(a) W
G
o W3
B
133 A
-
H n
l
8'8"
3X6(A1) =5X5 =8X8 B3 =5X5 4 =3X6(At)
40'
10' 10, 10,
10 1
10' 20' 30'
40'
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
TCLL: 20.00 Wind Std: ASCE 7-10 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): 0.106 L 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.197 L 999 240
B 1094 /- /- /702 /513 /196
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.026 C - -
H* 202 /- /- /113 /94 /-
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.049 C
Wind reactions based on MWFRS
Mean Height: 15.00 ft Code / Misc Criteria CreepFactor: 2.0
NCBCLL:10.00 TCDL:4.2 sf
B Br Width = 8.0 Min Re 1.5
9 q
Soffit: 0.00 BCDL: 5.2 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.845
H Brg Width = 120 Min Req = -
Load Duration: 1.25 TPI Sid: 2014 Max BC CSI: 0.828
MWFRS Parallel Dist: h/2 to h
Bearings B & J are a rigid surface.
Bearings B & J require a seat plate.
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.682
Members not listed have forces less than 375#
Loc. from endwall: not in 6.50 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 1259 -2045 E - F 982 -1413
C - D 1132 -1779 F - G 721 - 348
Top chord 2x4 SP #2 N
D - E 982 -1413 G - H 474 -179
:T2, T3 2x4 SP #1:
Bot chord 2x4 SP #1
:133, B4 2x4 SP #2 N:
Maximum Sot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3
Chords Tens.Comp. Chords Tens. Comp.
:W3, W4, W5 2x4 SP #2 N:
B - L 1834 -1045 K - J 440 - 475
Bracing
L - K 1566 -806 J - H 287 -391
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
). Restraintbe
nailssuppled t A���s
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
tt alal ��,wi
and attached ends suitable `1*do
f ' 7 1 {� r
L - D 488 -614 F - J 39
--403
�� p
support by re ction contractor.reinforcement �,�c � 1� o �iI _ 0
E - K 488 - 614 J - G 363 403
363
(a) or scab may be used in lieu of CLR sa `^ ,
Q V C• f f al�1 A.,
K - F 2080 -1260
restraint. substitute (1) scab for (1) CLR and (2) w0 •
••
scabs for (2) CLR'S where shown. Scab a'i • o
to be d. 66367
reinforcement same size, species, grade, and I Y
80% length of web member. Attach with 0.128x3" gun a m • Q
nails @ 6" oc.
R � p
Wind �"D • •
++ `ETA I*tom E of°- Ll g
Wind loads based on MWFRS with additional C&C STATE
member design. ® o
g ®s •
b�
��'s
Additional Notes
"'a4i�� ht�
FS• s o • ®0 07ve-
Refer to General Notes for additional information ION
A�
FLo
REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
**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 oYherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a pro erly
�10,
attached nqid ceiling Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections
_
B3, B7 or
kefer
as applicable. Appty plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise.
drawings 160A-Z far standard plate positions.
to ALPINE
A LLPPII NN
Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure
truss in conformance with ANSIPI1, for handling, shipping, installation and bracing of trussesA seal on this drawing
to build the wawca *u
cover,
or or
listing this drawing indicates acceptance of ro-fessionar engineer noy responsibility solely for the design shown.
Q�awing
page , , 6750 Forum Drive
The uitability Suite For
and use of this for any structure is the 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: —.al ineitw.mm; TPI: www.t inst.or ; SBCA:—sbcindust .com; ICC: —kcsafe.org Orlando FL, 32821
SEQN: 103394 / HIPS
Ply: 1
Job Number: N372962
Cust: R8975 JRef:1WXK89750083 T2 I
FROM:RWM
Qty: 1
7A5,175EA,RF01/1756/EASTHAM/EXPRESS
DrwNo: 218.20.1558.07287
Truss Label: A7
/ YK 08/05/2020
8'6" 166" 23'6" 31'6"
40'
8'6" 8' 7' 8'
8'6"
12 s5C5 T2 =5XD5 =4E4 T3
=5F5
T 5
T
9) (a) (a)
o_
I
ih Bf::2
Xf A
io
G "a
H
+8,8"
1
=4X6(A2) -5X8 =6X6 =5X8=4X6(A2)
40'
10' i 10, 10,
T 10' 20' 30'
+1
4100'
Loading Criteria (psg 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): 0.400 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.742 J 641 240
B 1559 /- /- /891 /730 /164
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.103 1 - -
G 1558 /- /- /891 /730 /-
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.190 1
Wind reactions based on MWFRS
NCBCLL: 10.00 Mean Height: 15.00 it Code / Misc Criteria Creep Factor. 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.949
G Br Width = 8.0 Min Re 1.8
9 q =
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.979
MWFRS Parallel Dist: h/2 to h
Bearings B & G are i rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.344
Members not listed have forces less than 375#
00 FT/RT:20/10
Loc. from endwall: not in 6.50 ft () ()
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 1886 -3140 E - F 1967 -3126
C - D 1967 - 3126 F - G 1886 - 3140
Top chord 2x4 SP #1
D - E 2510 -4128
:T2, T3 2x4 SP #2 N:
Bot chord 2x4 SP #1
Webs 2x4 SP #3
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Bracing
B - K 2296
-2296 J - I
-1618
(a) 1X4 #3SRB or better continuous lateral restraint
4033 2826
K - J 4033 - 2296 I - G 2826 -1618
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
by
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
support erection contractor.
tad��011��„,�((,��P�►fhj
(a) or scab reinforcement may be used in lieu of CLR A�/+ �ON r' ►Y An A®�
restrascabslnt. substitute CLR and (2) e o �po� e / �°p��
C - K 776 -366 E - 1 676 -1039
�4J i +
for (2) CLR'S where shoscab wn�S b
K - D 673 -1036 I - F 776 -367
,Am4
Ys�
reinforcement to be same size, species, grade, and „�+ +0 �`V�f
80% length of web member. Attach with 0.128x3" gun a
6" d No.86367
nails @ oc. .�, / o
Wind a ��
Wind loads based on MWFRS with additional C&C ' a a n-
memberdesign. p p ® STATE OF
G goy
Additional Notes r
ds
Refer to General Notes for additional information or
✓sOAa�ff�loNAa 0
FL REG# 278, Yconhwak Kim, FL PE #86367
08/05/2020
**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
Component Safety. for
of BCSI (Building
Information, byV TPI ani SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a pro erly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq insTalled per BCSI sections
B3, 87 or �10, _
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
drawings 160A-Z for standard plate positions.
f7efer to
ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure
truss in conformance with ANSI/TPI PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or
to build the *xawcw,un
cover
page , , 6750 Forum Drive
listing this drawing indicates acceptance of pro7essronaf engineerin responsibility solely for the design shown. The sui ability Suite 305
Building
and use of this drawing for any structure is the 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: w .al ineilw.com; TPI: www.l insl.or ; SBCA: w .sbdndusl
xom; ICC: Accsafe.org Orlando FL, 32821
SECiN: 103392 / HIPS
Ply: 1
Job Number: N372962
975 JRef:1WXK89750083 T22
FROM: RWM
City: 1
,7A5 ,175EA ,RF01 / 1756JEASTHAM/EXPRESS
FD-N
218.20.1558.09159
Truss Label: A7A
YK 08/05/2020
16'6" 23'6" 31'6" 40'
8' 7' + 8'
12 -5C8 =5p5 =4E6 T3 =5F5
T 5� T
(a)
�T4
B_--- G `I>
T M1 A H 1 8'8"
3X6(A1) =5X5 =-6X6 =6X6 B4=3X6(A1)
30'4" 9'8"
10' 10, 10' 10' 1
10' 20' 30' 40'
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 Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.110 D 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.199 D 999 240 B 1055 /- /- /646 /502 /164
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.031 1 - - 1 2029 /- /- /988 /918 !-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.057 I - - G 279 1-244 /- /189 1173 /-
NCBCLL: 10.00 Mean Height: 15.00 It Code / Misc Criteria Creep Factor. 2.0 Wind reactions based on MWFRS
TCDL: 4.2 psf
B Br Width = 8.0 Min Re 1.
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.809 g q = 5
Load Duration: 1.25 TPI Sid: 2014 Max BC CSI: 0.833 1 Brg Width = 8.0 Min Req = 1.5
MWFRS Parallel Dist: h/2 to h G Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.724 Bearings B, I, & G are a rigid surface.
Loc. from endwall: not in 6.50 ft FT/RT:20(0)/10(0) Bearings B, I, & G require 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 Maximum Top Chord Forces Per Ply (Ibs)
Lumber Chords Tens.Comp. Chords Tens. Comp.
Top chord 2x4 SP #2 N B - C 1159 -1875 E - F 1197 -531
:T3 2x4 SP #1: C - D 1177 -1753 F - G 1051 -451
'T4 2x4 SP 2400f-2.0E:
D - E 911 -1350
Bot chord 2x4 SP #1
:B4 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint B - K 1662 -924 J - 1 790 -420
to be equally spaced. Attach with (2) 8d Box or Gun K - J 1736 -961 I - G 572 -945
13"x2.5",min.).
Restraintto be
4� °>p
supplied pled and attached at oth ends to a suitable i Q� s /� Maximum Web Forces Per Ply (Ibs)
support by erection contractor.i� �0 0� e /A_ 10,�, Webs Tens.Comp. Webs Tens. Comp.
(a) or scab reinforcement may be used in lieu of CLR
+ C - K 380 -65 E - I 1349 -2185
restraint. substitute (1) scab for (1) CLR and (2) y+ a pe
At
scabs for (2) CLR'S where shown. Scab 4 a I Y o $� a D - J 397 -568 I - F 542 - 786
reinforcement to be same size, species, grade, and a m o J - E 825 -378
80% length of web member. Attach with 0.128x3" gun o 1 ®y
nails @ 6" oc.
s ® o ,q
STATE OF Wind
Wind loads based on MW FRS with additional C&C i ®fie p� � gy Z4 ��~
member design. �+` 0 C QiSjvT® ✓W e
e
Additional Notes "S e o 0
°°0si
Refer to General Notes for additional information
e®i mi l { k
Negative reaction(s) of -244# MAX. from a non -wind
load case requires uplift connection. See Maximum
Reactions.
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
-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, handlin shi ping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI anr7 an fog sa�ety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a proLer y
attached ri id ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810, _
Apply to face the Join Details, Refer
as applicabge. plates each ofPtruss and position as shown above and on unless noted otherwise. to ALPINE
drawings 160A-Z for standA LLard plate positions. PP�I NN
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in ANSI/TPI 1, for handling, bracing drawing
conformance with or shipping, Installation and of trussesA seal on this or cover page, , 6750 Forum Drive
listing this drawing indicates acceptance of engineering responsibility solely for the design shown. The sui abrltty For
professional
Suite
and use of this gnawing for any structure is the 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.wrn; TPI: www.l inst.or ; SBCA: www.sbdndust xom; ICC: w Accsafe.org Orlando FL, 32821
is
SEQN: 1034041 HIPS
Ply: 1
Job Number: N372962
Cust: R8975 JRef:1WXK89750083 T7 /
FROM: RWM
City: 1
7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS
DrwNo: 218.20.1558.09018
Truss Label: A8
! YK 08/05/2020
6'6" 20' 26'9" 33'6" 40'
r T i' 1 "
6'6" 6 9, 6 9 6 9„ 6�9„ 6'6"
5 12 1116C8 =4XD4 T2 =8E8 =4F4 T3 /116X8
G
T T
o -
B H O
h
1�fA
=4X6(A1) = 8X8 = 8X8 = 8X8=4X6(A1)
40'
10' 10, 10, 10
+1.
+ +
10' 20' 30, 40'
Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf In P5F) 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/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.378 E 999' 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.701 E 679 240 M 1558 /- /- /871 /730 /133
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1558 /- P /871 1730 /-
EXP: C Kzt: NA HORZ(TL): 0.120 J - - Wind reactions based on MWFRS
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 M Brg Width = 8.0 Min Req = 1.5
TCDL: 4.2 psf
H Br Width = 8.0 Min Re 1.5
Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 2017 RES Max TC CSI: 0.483 g q =
P
Bearings M & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.326 Bearings M & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 4.00 it Rep Fac: Yes Max Web CSI: 0.576
Members not listed have forces less than 375#
Loc. from endwall: not in 6.50 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 2022 -3308 E - F 3444 -5756
C - D 2557 - 4225 F - G 2556 - 4225
Top chord 2x4 SP #2 N D - E 3444 -5756 G - H 2O22 -3308
:T2, T3 2x6 SP 2400f-2.0E:
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp.
Wind B - L 3013 -1738 K - J 5069 -2923
Wind loads based on MW FRS with additional C&C L - K 5069 -2928 J - H 3013 -1762
member design.
Additional Notes �11lip�®p Maximum Web Forces Per Ply (Ibs)
owl
Refer to General Notes for additional information Ow, 4WA L /�,�0 Webs Tens.Comp. Tens. Comp.
{�
99 IWebs
,%xj"
ue
�iltl AA.
`�` 3tr L - D 736 -1081 F - J 736 -1081
4 ro (�'y D - K 736 - 367 J - G 1513 - 799
^^'�
9 No. 8636
a, o
e
v® STATE OFro
aA�a'OIV
�v► V(pla ►
��
FL PEG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
**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
shipping,
Component Safety. Information, byy TPI an SBCA) for sa practices pnor 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, 41611111
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer 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 to build the wnwco vu
truss in ANSI/TPI 1, for handling, bracing trussesA on this drawing or cover
conformance with or shipping, Installation and of seal pa �e ability6750 Forum Drive
listing this drawing indicates acceptance of pro essiona engineer'Ing responsibility solely for the design shown. The sui ability Suite For
and use of this drawing for any structure is the 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.wrn; TPI: www.l inst.or ; SBCA: www.sbcindust .corn; ICQ iccsafe.org Orlando FL, 32821
SEQN: 103382 / HIPS
Ply: 1
Job Number: N372962
Cust: R 8975 JRef 1WXK89750083 T18 %
FROM: RWM
Qty: 1
7A5,175EA,RF01 / 1756/EASTHAM/EXPRESS
DrwNo: 218.20.1558.09408
Truss Label: A8A
/ YK 08/05/2020
6'6"18'612
24'6"4 33'6" 40'
6'6" 6'3"
5'9"12 5'11"8 8'11"12 6'6"
12 5 C -6C6
—4p4 T2 =8E8 =8 F14 T3 =6X6
G
TW
(a) yJg (a) T4
B
H
`�.�8,8•
1 3i A
I
4X8(A1) 14X4
=8X8 B2 M =8X8 =6X12 1114X4=4X6(A1) 1
=5X14
30'4" 918.1
6'4"4 6't"4
6'1"4 5'11"8 5'9"12 3'3"12 6'4"4 1�
6'4"4 12'S"8
18'6"12 24'6"4 30'4" 33'7"1 40'
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pr 19 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/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.288 D 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(CL): 0.539 D 671 240 p 1870 /- /- /- /875 /-
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.056 C - - K 4638 /- P /- /2094 /-
EXP: C Kzt: NA
Des Ld: 37.00
HORZ(TL): 0.105 C - - H - /-544 /- /215/-
Mean Height: 15.00 ft
NCBCLL: 0.00 TCDL: 4.2 psf
Code / Misc Criteria Creep Factor: 2.0 Wind reactions based on MWFRS
P '
Soffit: 0.00 BCDL: 5.0 sf
P
P Br Width = 8.0 Min Re 2.6
Bldg Code: FBC 2017 RES Max TC CSI: 0.808 9 q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Sid: 2014 Max BC CSI: 0.946 K Brg Width = 8.0 Min Req = 1.
H Brg Width = 8.0 Min Req = .5
Spacing: 24.0 " C&C Dist a: 4.00 ft
Rep Fac: No Max Web CSI: 0.978 Bearings P, K, & H are a rigid surface.
Loc. from endwall: NA
FT/RT:20(0)/l0(0) Bearings P, K, & H require a seat plate.
GCpi: 0.18
Plate Type(s): Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE VIEW Ver: 18.02.01A.0205.19 Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Additional Notes Chords Tens.Comp. Chords Tens. Comp.
Top chord 2x4 SP #2 N
Refer to General Notes for additional information B - C 1930 -4221 E - F 1814 -3982
:T2 2x6 SP #2 N:
Negative reaction(s) of -544# MAX. from a non -wind C - D 2297 -5044 F - G 4321 -2055
:T3 2x6 SP SS:
:T4 2x4 SP #1:
load case requires uplift connection. See Maximum D - E 1814 -3982 G - H 2215 -1014
Bot chord 2x6 SP #2 N
Reactions.
•B2 2x6 SP SS:
WARNING! This truss is not symmetric, but its exterior Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3
geometry makes erection error more probable. Chords Tens.Comp. Chords Tens. Comp.
:W6 2x4 SP #2 N:
It is imperative that this truss be installed properly.
:W8 2x4 SP 2400f-2.0E:
B - O 3858 -1747 L - K 1187 - 631
Bracing
9
1X4 better
1`,,�vl`14f�,tVlll�y�,op N - M 5073 -2338 J - H 901 -2002
w` �,.�
41 �' ®� �� �1�� M - L 1187 -631
(a) #3SRB or continuous lateral restraint
%4�
��p
to be equally spaced. Attach with (2) 8d Box or Gun>��Q
• ;^ wr • o
r
nails 0.113"x2.5",min.. Restraint material to be
Za4' ®® >� V Y,1e to �® Maximum Web Forces Per Ply (Ibs)
supplied and attached at both ends to a suitable
4 • • 1_ Webs Tens.Comp. Webs Tens. Comp.
support by erection contractor.
` N0 7 • r
(a) or scab reinforcement may be used in lieu of CLR
a • p O - C 586 95 M - F 3047 -1290
restraint. substitute (1) scab for (1) CLR and (2)
® •'+ C - N 1329 -605 F - K 2938 -6028
scabs for (2) CLR'S where shown. Scab
® • a N - D 376 -276 K - G 1486 -2972
reinforcement to be same size, species, grade, and
80% length 0.128x3"
v ^ci • • D - M 574 -1194 G - J 519 -137
o STATE OF 0 a
of web member. Attach with gun
f E - M 403 -487
•e
nails @ 6" oc.
�� ® �q�'
�
�Q•fS.®#1
Loading
v be��
hip supports 6-6-0 jacks with no webs.
p0'RA
sda��ddl
Left side jacks have 6-6-0 setback with 0-0-0 cant
0 8 i iy���t+�
and 1-0-0 overhang. End jacks have 6-6-0 setback
with 0-0-0 cant and 1-0-0 overhang. Right side jacks
have 6-6-0 setback with 0-0-0 cant and 1-0-0
overhang.
Wind
FL REG# 278, Yoonhwak Kim, FL PE #86367
Wind loads and reactions based on MWFRS.
08/05/2020
-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) fo'r safety
bracing per BCSI. Unless noted oTherwise,top chord shall
practices prior to performing these functions. Installers shall provide temporarryy
have properly attached structural sheathin and bottom chord shall have a propperly
attached riclid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and as shown above and on the Joint Details, unless noted otherwise. kefer to
position
drawings 160A-Z for standard plate positions.
ALPINE�
Alpine, a division of ITW BuildinlComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the .—Co—
truss in ANSI/? PI 1, for handling, installation bracing trussesA this drawing cover e
conformance with or shipping, and of seal on or pa , , 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability Suite For
p
gnawing 1 Sec.2.305
and use of this for any structure is e responsibility of the Building Designer per ANSI/TPI
.For more information see this job's general notes page and these web sites: ALPINE: w .al ineitw.com; TPI: w .l inst.or ; SBCA: www.sbcindust .com: ICC: w miccsafe.org Orlando FL, 32821
SEQN: 103443 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T8 /
FROM: RWM Qty: 3 7A5 ,175EA,RFOl / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08410
Truss Label: B1 / YK 08/05/2020
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 "
Lumber
Top chord 2x4 SP #1
Bot chord 2x4 SP #1
Webs 2x4 SP #3
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 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
10,
10,
H0510
C
20'
10,
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 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE, HS
29
10,
10,
20'
Def11CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.042 E 999, 360
VERT(CL): 0.077 E 999 240
HORZ(LL): 0.019 E - -
HORZ(TL): 0.036 E
Creep Factor. 2.0
Max TC CSI: 0.761
Max BC CSI: 0.779
Max Web CSI: 0.171
VIEW Ver: 18.02.01A.0205.19
,t11114fi►ID�y�/
'IrA WAS
i e•s � p
No.86367 �
e
~� STATE OF
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 809 /- /- /465 /378 /159
D 750 /- /- /404 /340 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 680 -1223 C - D 698 -1223
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-E 1051 -515 E-D 1051 -515
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - E 449 - 62
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
**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
t Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted o�herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
)id ceilingp Locations shown for permanent lateral restraint of webs shall have bracincct1 installed per BCSI sections B3, B7 or 610,
e. ADDTV plates to each face of truss and position as shown above and on the Join Details. unless noted otherwise. kefer to
of
3 use of this drawing for any structure is the responsibility
more information see this job's general notes page and these web sites: ALPINE:
his drawing,any failure to build the
on this drawing or cover page ,
design shown. The suitabil Leity
SBCA:
ALPINE
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN:103446! HIPS Ply: 1 Job Number: N372962 Cust:R8975 JRef:1WXK89750083T4 /
FROM: RWM Qly: 1 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08145
Truss Label: B2 / YK 08/05/2020
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 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3
9'6"
9,6„
97'12
97'12
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 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
6X6
:6X6
C D
20'
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 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
20'
9'6"
97'12
"4 20'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.043 G 999 360
VERT(CL): 0.078 G 999 240
HORZ(LL): 0.021 H - -
HORZ(TL): 0.039 H
Creep Factor: 2.0
Max TC CSI: 0.965
Max BC CSI: 0.697
Max Web CSI: 0.118
VIEW Ver: 18.02.01A.0205.19
`p Q CENS
OoOee
No.86367 a
a m o1m
0
STATE OF
zo
v
t—V.8'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 807 /- /- /468 /377 1165
E 807 !- /- /468 /377 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 8.0 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 693-1218 D-E 693 -1218
C-D 717-1050
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1045 -488 G - E 1044 -492
H - G 1050 - 491
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 387 - 232 G - D 395 - 232
0,01. 60 Rig ,�"
S o0®4!D
d,`j0`sl�Ai' `�, .
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
-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 SCSI (Building
Component Safety Information, by TPI and SBCA) fo'r sa shipping,
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 pro any
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing ins ailed per BCSI sections 83, B7 or B10,
as applicable. Apply places to each face of truss and position as shown above and on the Joint Details, unless no
otherwise. F�efer to
drawings 160A-Zforstandard 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!! PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover pa?e , .
listing this drawing indicates acceptance of pro essiona engineerinq responsibility solely for the design shown. The sui abddy
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.T.
ALPINE
AN CW AW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN:103449/ HIPS Ply: 1 Job Number: N372962 Cust:R8975 JRef:1WXK89750083T10 %I
FROM:RWM Qty: 1 7A5,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08146
Truss Label: B3 / YK 08/05/2020
7-6"
7'6"
12'6"
5'
=4X8 N4X6
C D
20'
7'6"
T ,2
5 �
rn
N
M
B E
a•t A F
H G
4X4(A2) =5X5 =4X4=4X4(A2)
20'
77"12 i 4'6"12 7'9"8
1 T 7'7"11 2 12'"f 20'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BOLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
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): 0.047 H 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 807 /- /- /472 /378 /136
Lu: NA Cs: NA
VERT(CL): 0.087 H 999 240
Snow Duration: NA
HORZ(LL): 0.020 G - -
E 807 P /- /472 /378 /-
HORZ(TL): 0.037 G
Creep Factor: 2.0
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
Code / Misc Criteria
Bldg Code: FBC 2017 RES
Max TC CSI: 0.664
E Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.624
Bearings B & E are a rigid surface.
Rep Fac: Yes
Max Web CSI: 0.094
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 795 -1309 D - E 794 -1307
WAVE
C-D 811 -1156
e
No. 86367 0
e
� ® ,.,•.�, a "� '"
0 P w
STATE OF ®4r;r
oraoF �'�®q
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp.
B - H 1144 - 601 G - E 1143 - 624
H - G 1151 -602
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
**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 tempora
r BCSI. Unless noted ®r herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propeXy
id ceiling. Locations shown for permanent lateral restraint of webs shall have bracinp installed per BCSI sections B3, B7 or 810,
e. AppQv plates to each face of truss and position as shown above and on the Join Details. unless noted otherwise. f7efer to
a division of
iim 1, or Tor
acceptance
any structure
his drawing,any failure to build the
on this drawing or cover pa e
Le design shown. The suit9abdrty,
ALPINE
._COMP
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 103452 / HIPS Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T20 %
FROM: RWM Qty: 1 ,7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.09143
Truss Label: B4 / YK 08/05/2020
fi
5'6" + 10,
5'6" 4'6"
14'6"
4W
=4X8 III2X4 =4X8
12 C D E
20'
5'6"
5F-_- T
B F B13
4 G
J I H 1
3X6(A1) 1112X4 =6X6 1112X4 =3X6(A1)
1, I 5'7"12
5'7"12
Loading Criteria (psi)
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 Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 0.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 It
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Loading
#1 hip supports 5-6-0 jacks with no webs
Left side jacks have 5-6-0 setback with 0-0-0 cant
and 1-0-0 overhang. End jacks have 5-6-0 setback
with 0-0-0 cant and 1-0-0 overhang. Right side jacks
have 5-6-0 setback with 0-0-0 cant and 1-0-0
overhang.
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Refer to General Notes for additional information
20'
4'4"4
10'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: Ni
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Sid: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
4'4"4
14'4"4
Deft/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.153 D 999 360
VERT(CL): 0.285 D 82R 240
HORZ(LL): 0.045 H
HORZ(TL): 0.083 H
Creep Factor: 2.0
Max TC CSI: 0.542
Max BC CSI: 0.793
Max Web CSI: 0.256
VIEW Ver: 18.02.01A.0205.19
*+�1`t1119f1IfNllt,r
w
P
a
e
No. 86367
m
v
v
� -,B o STATE OF ®4,
;0 � ' ®�
57'12
20' �� 1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1323 /- /- P /622 P
F 1323 /- /- P /622 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
F Brg Width = 8.0 Min Req = 1.8
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1237 - 2702 D - E 1390 - 3063
C - D 1390 - 3063 E - F 1237 - 2702
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - J 2443 -1102 I - H 2467 -1105
J -1 2467 -1105 H - F 2443 -1102
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - J 377 -41 I - E 672 - 321
C - 1 672 -321 H - E 377 -41
D - I 375 - 461
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
"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 safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progeny
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 810'
as applicable. Appigy plates to each face of truss and position as shown above and on the JOinCDetaIIS, unless noted otherwise. F7efer 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 Au CMIAar
truss in conformance with ANSI TPI 1, or for handlin% shipping, installation and bracing of trussesA seal on this drawing or cover pa e , , 6750 Forum Drive
listing this drawing indicates acceptance of Fro) esstonal engineering responsibility solely for the design shown. The suitability Suite For
and use of this drawing for any structure is the 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.com; TPI: ww Jpinstnrg; sack www.sbcindustry.com: ICC:—Accsafe.org Orlando FL, 32821
a
SEQN: 103457 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T9 /
FROM: RWM Qty: 1 ,7A5,175EA,RF01 / 1756/E4STHAM/EXPRESS DrwNo: 218.20.1558.07100
Truss Label: C1 / YK 08/05/2020
T
co
M
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 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
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 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
6'8"
6'8„
=4X4
C
13'4"
68
68
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 2017 RES
TPI Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
13'4"
6,$„
6'8"
13'4"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.017 F 999� 360
VERT(CL): 0.032 F 999, 240
HORZ(LL): 0.007 F - -
HORZ(TL): 0.013 F
Creep Factor. 2.0
Max TC CSI: 0.398
Max BC CSI: 0.495
Max Web CSI: 0.111
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 556 /- /- /332 /261 /124
D 556 /- /- /332 /261 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 490 - 775 C - D 491 - 775
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 664 - 327 F - D 664 - 327
,AttjtlIttttllfPpl
ipa
No. 86367
a
4 PSTATE
- ®® STAi E OF ` e 41
ON A
;j4dionlo", 5
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlingshi ping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an � SBCA) y satPety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro e�y
]id ceilin Locations shown for permanent lateral restraint of webs shall have bracing ins ailed per BCSI sections B3, B7 or �10,
le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
60A-Z for standard plate positions.
of
fTPI 1, or for r
acceptance
any structure
failure to build the
l or cover pa e
n. The sui ability
ALPINE
AN COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 103454 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRet 1 WXK89750083 Tt /
FROM: RWM Qty: 3 ,7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07209
Truss Label: C1A / YK 08/05/2020
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 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
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
GCpi: 0.18
Wind Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
6'8"
6'8"
4X4
C
13'4"
6,8„
6'8„
13'4
6�8"
13'4"
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): 0.017 E 999' 360
Loc R+ / R- 1 Rh 1 Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.031 E 999 240
B 559 /- /- /331 /263 /112
Snow Duration: NA
HORZ(LL): 0.007 E - -
D 498 /- /- /270 /224 /-
HORZ(TL): 0.014 E
Wind reactions based on MWFRS
Code / Misc Criteria
Creep Factor: 2.0
B Brg Width = 8.0 Min Reg = 1.5
Bldg Code: FBC 2017 RES
Max TC CSI: 0.410
D Brg Width = 8.0 Min Reg = 1.5
TPI Std: 2014
Max BC CSI: 0.499
Bearings B & D are a rigid surface.
Rep Fac: Yes
Max Web CSI: 0.111
Bearings B & D 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.
WAVE
VIEW Ver: 18.02.01A.0205.19
B - C 505 - 785 C - D 526 - 784
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - E 673 - 385 E - D 673 - 385
4
d
No
86367
e
® A A
®• STATE OF ®_�,�
F. 0r
NIII BA, ,
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
"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, by TPI and SBCA) r sa ety practices prior to pertorming these functions. Installers shall provide temporary
BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
lid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
le._ Apply plates to each face oftruss and position as shown above and on the JoinCDetails, unless noted otherwise. kefer to
a division of
rl PI 1, or Tor r
acceptance
any structure
his drawing,any failure to build the
on this drawing or cover pa e
ie design shown. The suitability
ALPINE
♦NOW COWi
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 103459 /
COMN
Ply: 1
Job Number: N372962
Cust: R 8975 JRef:1 WXK89750083 T12 %
FROM: RWM
Qty: 1
,7A5,175EA,RF01 / 1756/EASTHANI/EXPRESS
DrwNo: 218.20.1558.07536
Truss Label: C2
/ YK 08/05/2020
�7'2"5"5
1,0"16
6'1"11 9'3"1 i 1 T4"
r 4'0"15 2'0"12 2'0"12 4'0"15
12
3.45 p
-4X4 =4X6
D E
T
12 \\\ C 6 /// 4F6
rn
i-
5 �
N
1�
n
p
yt A
B
G
O
H t__V18.
J I
4X4(A2) =4X4 =3X8-4X4(A2)
1 13'4"
4
_ 4'4"7 4'6" 4'5"9
�.1 4'4"7 8'10"7 13'4" + 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 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: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25)
TC: From 55 plf at -1.00 to 55 plf at
4.08
TC: From 27 plf at 4.08 to 27 plf at
9.25
TC: From 55 plf at 9.25 to 55 plf at
14.33
BC: From 20 plf at 0.00 to 20 plf at
4.08
BC: From 10 plf at 4.08 to 10 plf at
9.25
BC: From 20 plf at 9.25 to 20 plf at
13.33
TC: 73 lb Conc. Load at 4.08, 9.25
TC: 143 lb Conc. Load at 6.14, 7.19
BC: 32 lb Conc. Load at 4.08, 9.25
BC: 64 lb Conc. Load at 6.14, 7.19
Wind
Wind loads and reactions based on MW FRS.
Additional Notes
Refer to General Notes for additional information
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): 0.041 D 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 771 /_ /_ /_ /373 /-
Lu: NA Cs: NA
VERT(CL): 0.075 D 999 240
Snow Duration: NA
HORZ(LL): 0.015 1 - -
G 771 /- /- P /373 P
HORZ(TL): 0.027 1
Creep Factor: 2.0
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
Code / Misc Criteria
Bldg Code: FBC 2017 RES
Max TC CSI: 0.222
G Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.547
Bearings B & G are a rigid surface.
Rep Fac: Varies by Ld Case
Max Web CSI: 0.086
Bearings B & G require a seat plate.Members
FT/RT:20(0)/10(0)
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 635 -1409 E - F 576 -1324
WAVE
C - D 579 -1327 F - G 636 -1408
D - E 524 -1129
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - J 1260 - 554 I - G 1259 - 556
J-1 1121 -524
�,I�t11191ttil ,
0
No, 86367 a
r
q
STATE OF,--,- cu��
f
4®, �gNAI a
i
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
**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
t Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propedy
aid cei!inq Locations shown for ermanent lateral restraint of webs shall have bracing ins�alled per BCSI sections B3, B7 or B10,
le. Appgv plates to each face otptruss and Dosition as shown above and on the Join Details. unless noted otherwise. f7efer to
Alpine, a division of
truss in conformanc
listing this drawinc
and use of this c
For more information see
I I F'I 1, or Tor r
acceptance
any structure
his drawing,any failure to build the
on this drawing or cover pa e ,
to design shown. The sup
ebtltty
TPI 1 Sec.2.
CA: w .sbcmdustryxom; ICC: ww kcsat
ALPINE
A 00MG Y
6750 Forum Drive
Suite 305
Orlando FL, 32821
S
SEQN: 101437 / JACK Ply: 1 Job Number: N372962 Cust: R8975 JRef:tWXK89750083
FROM: RWM Qty: 4 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.04089
Truss Label: CJB / YK 08/05/2020
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 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
T10'4"2
0
0
B N
A 8rpn
(J
2M(A1)
1'0"6 B}
4-0"4
4'0"4
Wind Criteria
Wind Sid: 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: not in 4.50 ft
GCpj: 0.18
Wind Duration: 1.60
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.
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 2017 RES
TPI Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.003 D
HORZ(TL): 0.005 D
Creep Factor: 2.0
Max TC CSI: 0.245
Max BC CSI: 0.159
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
H WAA, yPp`'0
Ir
AA
No, 86367
di
CC
STATE 4F ®4,
0,0
OR I
®0 ®®®® b
�ON+A�11
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
**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, an in shipping, installing. and bracing. Refer to and follow the latest edition of BC SI (Building
Component Safety Information, byy TPI and SBCA) toy satety practices prior to performing these functions. Installers shall provide temporarryy
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 87 or B10,
as applicable. Apply lates to each face otptruss 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 Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the parrwcon A",.
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page, , 6750 Forum Drive
listing this drawing indicates acceptance of proresslonaf engineering responsibility solely for the design shown. The suitablllty Suite For
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.1305
For more information see this job's general notes page and these web sites: ALPINE: www.alpineihv.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ]CC: www.imsafe.org Orlando FL, 32821
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 223 /- /- /171 /95 /88
D 70 /- /- /53 /9 /-
C 91 /- /- /35 /66 /-
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#
SEQN: 103356 / MONO Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1=1<89750083 T17 %
FROM: RWM Qty: 3 7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08925
Truss Label: J66 / YK 08/05/2020
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 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
III2X4 D
12
5 F77-
o_ LO
in
N ch
B
i 8'8"
FIE
2X4(A1) 1113X6
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 to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Additional Notes
Refer to General Notes for additional information
6' 1
6'
6'
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 2017 RES
TPI Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
6'�
Defl/CSI Criteria
PP Deflection in loc Udetl U#
VERT(LL): 0.019 E 999 360
VERT(CL): 0.033 E 999 240
HORZ(LL): 0.010 E - -
HORZ(TL): 0.017 E
Creep Factor: 2.0
Max TC CSI: 0.427
Max BC CSI: 0.343
Max Web CSI: 0.218
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 291 /- /- /216 /64 /90
F 243 !- /- /155 /85 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
®A_g�
C'E�(`j'C�`i��7 0.r�l
No.86367 a
a e �
o, STATE OF ® w
eroo�/;s�►eo
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
"'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, handlinqg shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, byv TPI and SBCA) fc safety practices pnor to performing these functions. Installers shall provide temporarryY
bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly
attached ri id ceilin Locations shown forpermanent lateral restraint of webs shall have bracinq ins�alled per BCSI sections B3, 67 or 610.
as applicable. Apply, plates to each face of truss and position as shown above and on the JoinTDetails, unless noted otherwise. �tefer to
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 ANSI/l PI 1, or for handling shipping, installation and bracing of trussesA seal on this drawing or cover pa�e ,
listing this drawing, indicates acceptance of ppro essiona engineering responsibility solely for the design shown. The sui ability
and use of this drawing for any structure is go)
responsibility of the Building Designer per ANSIfTPI 1 Sec.2.
ALPINE
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 103358 / MONO Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T14 %
FROM: RWM Qty: 2 ,7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07630
Truss Label: J66A / YK 08/05/2020
Loading Criteria (psq
TCLL: 20.00
TCDL: 7.00
BOLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
1112X44 C
12
5
o_
N
A
8,8„
E D
2X4(A1) 1113X6
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 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Additional Notes
Refer to General Notes for additional information
6'
6'
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 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
6"_�
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.020 D 999 360
VERT(CL): 0.037 D 999 240
HORZ(LL): 0.010 D - -
HORZ(TL): 0.019 D
Creep Factor: 2.0
Max TC CSI: 0.447
Max BC CSI: 0.360
Max Web CSI: 0.224
VIEW Ver. 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 230 /- /- /150 174 /117
E 249 /- /- /161 /146 /-
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
E Brg Width = 8.0 Min Req = 1.5
Bearings A & E are a rigid surface.
Bearings A & E require a seat plate.
Members not listed have forces less than 375#
%*o1 IIIIlI I IPNlffA40
® sp®� a �+./4 A
A
4 No.86367
r o 0 'rr
- �� STATE OF
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
**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, byy TPI and SBCA) 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 sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
as applicable. Apply places to each face oftrussand position as shown above and on the Join "Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions.
Alpine. a division of ITW Buildina Components GrouD Inc. shall not be responsible for anv deviation from this drawing,any failure to build the
'l PI 1; or for r
acceptance
any structure
on this drawing or cover pa e
ie design shown. The suit9abdrty
ALPINE
pN OWCOMipxY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 1033451 EJAC Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1WXK89750083 T38 %
FROM: RWM Qty: 14 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08644
Truss Label: EJ66 / YK 08/05/2020
Loading Criteria (psf)
TOLL: 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 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
C
11'51
12
5
rn
o In
Cl)
B
A L 8'8„
D
2X4(A1)
1 6-6rr
6'6"
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 psi
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 It
Loc. from endwall: not in 4.50 It
GCpi: 0.18
Wind Duration: 1.60
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.
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 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.014 D
HORZ(TL): 0.025 D
Creep Factor: 2.0
Max TC CSI: 0.586
Max BC CSI: 0.444
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 311 /- !-
/229 /124 /135
D 117 /- /-
/90 /17 /-
C 157 /- /-
/67 /114 /-
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#
d,40i�i1941dlt►/�l
0-`�5(n� rrR�yh�%�'�,,PP
No.86367 e
GO
o 40
�® STATE OF
0Soil
0N(AI e�
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
**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 shpping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, byy TPI and SBCA) fo'r sa ety practices prior to performing these functions. Installers shall provide temporary
bracing per SCSI. Unless noted olherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply pplates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE!I
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 ANRW COMPAN
truss in conformance with ANSI/1 PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 6750 Forum Drive
listing this drawing, indicates acceptance of pro essronat engineering responsibility solely for the design shown: The suitability Suite For
and use of this drawing for any structure is the 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.alpineitw.com; TPI: www.tpinsl.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org _ Orlando FL, 32821
SEQN: 103348/ EJAC Ply: 1 Job Number: N372962 Cust: R8975 JRef:1WXK81710013
FROM: RWM Qty: 6 ,7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07411
Truss Label: EJ56 / YK 08/05/2020
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 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SIP #2 N
C
11'0"1
12
5
rn
u7
N p
M
B
D
2M(A1)
�—v sin 66"
5'6"
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Wind Sid: ASCE 7-10
Pg: NA Ct: NA CAT: N/
Speed: 160 mph
Pf: NA Ce: NA
Enclosure: Closed
Lu: NA Cs: NA
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Mean Height: 15.00 it
Code / Misc Criteria
BCDL: 4.2 psf
BCDL: 5.0 psf
Bldg Code: FBC 2017 RES
MWFRS Parallel Dist: 0 to h/2
TPI Sid: 2014
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: not in 4.50 It
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
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.
Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/# Gravity Non -Gravity
VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): NA
HORZ(LL): 0.008 D
HORZ(TL): 0.014 D
Creep Factor: 2.0
Max TC CSI: 0.450
Max BC CSI: 0.313
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
1I111PIPPf
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B 274 /- /- /205 /111 /117
D 98 /- /- /75 /14 /-
C 131 /- /- /55 /95 /-
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#
0' ;<s *0 ZORIpp" . ,"- 6
FL REG# 278, Yoonhwak Kim, FL PE 486367
08/05/2020
-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
!Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide tempora
BCSI. Unless noted oherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propeVr y
)1I'd ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10,
e. App?y plates to each face of truss and position as shown above and on the Joinf etails, unless noted otherwise. f7efer to
60A-Z for standard plate positions.
Alpine, a division of ITW BuildiaComponents Group In
truss in conformance with ANSIIi PI 1, or for handlin
listing this drawing indicates acceptance of prRes ,
and use of this gnawing for any structure is phe re!
For more information see this job's general notes page and these web
his drawing,any failure to build the
on this drawing or cover pa e
ie design shown. The suit9abdlty
ALPINE
•.—Comvn"r
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 103344 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T29 %
FROM: RWM Qty: 4 ,7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DnvNo: 218.20.1558.07817
Truss Label: CJS KD / YK 08/05/2020
C
10'9"4
N
V 00
(V
B N
T
D
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 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
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: not in 4.50 ft
. GCpi: 0.18
Wind Duration: 1.60
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.
4' 11 "4
4' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NF
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Deft/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.006 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.373
Max BC CSI: 0.249
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 254 /- P
/192 /104 /107
D 88 /- /-
/66 /13 P
C 116 /- !-
/48 /84 /-
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#
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FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
**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 shl ping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) fo'r sa ety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properyy
aid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810,
le.- Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
of
' I I'I .1. or Tor r
acceptance
any structure
his drawing;any failure to build the
on this drawing or cover paqe
re design shown. The su ability
TPI 1 SeaZ
CA: w .sbcindus*xom; ICC: w .iccsaf
AL NE
.-Co--
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 103347 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1WXK89750083 T34 1
FROM: RWM Qty: 4 ,7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08753
Truss Label: CJ36 / YK 08/05/2020
T
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 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
1'
3'5"4
3'5"4
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
MW FRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCp!: 0.18
Wind Duration: 1.60
Wind
Wind loads based on MW FRS 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 "0.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N1
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.002 D
HORZ(TL): 0.003 D
Creep Factor: 2.0
Max TC CSI: 0.175
Max BC CSI: 0.117
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 201 /- /- /159 /86 /8C
D 59 /- /- /45 /8 /-
C 76 /- /- /30 /56 /-
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#
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No.86367 m
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FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
**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
t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporarryy
BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a propperly
id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or B10,
i a. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
60A-Z for standard plate positions.
of
any
from this drawing(any failure to build the
t seal on this drawing or cover pa e ,
for the design shown. The suitability
ALPINE
AN"WCOMDANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 103343 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1WXK89750083 T30 %
FROM:RWM Qty: 4 ,7A5,175EA,RF01/1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08285
Truss Label: CJ3 / YK 08/05/2020
12 C
T9' 11 "4
N
00
B
A8ron
D V
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
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 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Wind
Wind loads based on MWFRS with additional C&C
member design.
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.
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: Ni
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udell U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.194
Max BC CSI: 0.108
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 184 /- /- /148 /81 /70
D 50 /- /- /39 /6 /-
C 62 /- /- /23 146 /-
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#
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FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
**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 and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
K.
ceiling Locations shown for permanent lateral restraint of webs shall have bracing insta[led. per BCSI sections B3, 67 or 610,
K. Apply fates to each face oftruss and position as shown above and on the JoingDetaft, nless no
otherwise. f�efer to
60A-Z for s�andard plate positions.
Of
,im -i,orrorn
acce tance
any structure
from this drawing;any failure to build the
t seal on this drawing or cover pa e
,for the design shown. The suitability
ALPINE
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 1033421 JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T33 %
FROM: RWM Qty: 4 7A5,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08831
Truss Label: CA / YK 08/05/2020
12
5 C
T
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: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Wind
Wind loads based on MWFRS with additional C&C
member design.
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.
a
B N T 9' 1 "4
r- ?o
OO 81 OO 11
D
2X4(A1)
1, 11 "4
11 "4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in Icc Udefl U#
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 2017 RES
Max TC CSI: 0.188
TPI Std: 2014
Max BC CSI: 0.025
Rep Fac: Yes
Max Web CSI: 0.000
FT/RT:20(0)/l0(0)
Plate Type(s):
VIEW Ver: 18.02.01A.0205.19
WAVE
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 142 /- /-
/135 /87 /34
D 10 /-2 /-
/19 /12 /-
C - /-15 /-
/27 /29 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg,Width = 1.5
Min Reg = -
C Brg Width = 1.5
Min Reg = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
`I0
6A�A WA fj'0!�%s'
w
a
STATE OF
OR
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
"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, byv TPI and SBCA) r sa ety practices poor to pertormmg these functions. Installers shall provide temporary
BCSI. Unless noted oiherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro eny
Aceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910,
. App?y plates to each face of truss and position as shown above and on the Join f Details, unless noted otherwise. Defer to
60A-Z for standard plate positions.
7PI 1; or for h
acceptance
any structure
his drawing,any failure to build the
on this drawing or cover page ,
Le design shown. The suiFabfltty
ALPINE
.-COMVANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
Z
SEQN: 103346 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1 WXK89750083 T35 %
FROM: RWM Qty: 4 7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.07552
Truss Label: CJ16 / YK 08/05/2020
12
5 F,7- C
9'3" 12
B d
A 8rCJpn
D
�— 11
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: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Wind
Wind loads based on MWFRS with additional C&C
member design.
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.
1'5114
1'5"4
Snow Criteria (Pg,Pf in PSF)
Deft/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): 0.000 D
HORZ(TL): 0.000 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.188
TPI Std: 2014
Max BC CSI: 0.026
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
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- /128 /73 /43
D 20 /- /- 123 /8 /-
C 13 /- /- /15 /11 /-
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#
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Irl
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N0.86367 a
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FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
**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
t Safety Information, by TPI an SBCA) toy safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
iid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810,
e. App y lates to each face oftrussand position as shown above and on the Join f Details, unless noted otherwise. (Refer to
60A-Z for s�andard plate positions.
Alpine, a division of ITV
truss in conformance w
listing this drawing it
and use of this drawing,
For more information see this
any structure IS the responsibility
ral notes page and these web sites: ALPINE:
TPI:
failure to build the
1 or cover papa
n. The suigability
ALPINE
ANRWCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101443 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef1wXK89750083 T26 /
FROM: RWM Q, 2 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.04091
Truss Label: CJA / YK 08/05/2020
C
12 10'6"
5
20
N t;p
B
--.� N
J� A 8'8n
D
2X4(A1)
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: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Wind
Wind loads based on MWFRS with additional C&C
member design.
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.
4'3"9
4'3'9
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): 0.004 D
HORZ(TL): 0.006 D
Code / Misc Criteria
Creep Factor. 2.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.286
TPI Std: 2014
Max BC CSI: 0.185
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
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 231 /- /- /177 /97 /95
D 76 /- /- /56 /11 A
C 99 /- P /41 /72 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
.`,Ay11111111l1i►vv,®�i
p
4 ®' No. 86367
STATE DE
V. 0 ;�®LORIp44�t,
r �,b
®�6�4Sd 10NA� !
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
**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
t Safety Information, by TPI and SBCA) fsa�ety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
51I'd ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or B10,
e. Apply plates to each face oftrussand position as shown above and on the JoiNest'!Is, unless noted otherwise. f7efer to
60A-Z for standard plate positions.
Alpine, a division of
truss in conformanc
listing this drawinc
and use of this 2
For more information see
t rt 1, or Tor r
acceptance
any structure
his drawing;any failure to build the
on this drawing or cover pa e
re design shown. The suaZbility
TP11 Sec.2.
CA: www.sbcmdustry.com; ]CC: www.iccsaf
ALPINE
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 1033541 HIP_ Ply: 1 Job Number: N372962 Cust: R8975 JRef'.1WXK89750083 T16 !
FROM: RWM Qty: 2 7A5 ,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08472
Truss Label: HJ66 / YK 08/05/2020
T
Q1
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 "
Lumber
1'5"
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: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2 N
Bot chord 2x4 SP 2400f-2.0E
Webs 2x4 SP #3
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25)
TC: From 0 plf at -1.41 to
55 plf at 0.00
TC: From 2 plf at 0.00 to
2 plf at 9.07
BC: From 2 plf at 0.00 to
2 plf at 9.07
TC: -2 lb Conc. Load at 1.37
TC: 124 lb Conc. Load at 4.20
TC: 232 lb Conc. Load at 7.03
BC: 20 lb Conc. Load at 1.37
BC: 99 lb Conc. Load at 4.20
BC: 175 lb Conc. Load at 7.03
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Refer to General Notes for additional information
Provide (3) 16d common 0.162"x3.5", toe -nails at TC.
Provide (3) 16d common 0.162"x3.5", toe -nails at BC.
4'8"12
4'8"12
8'5"2
8'5"2
Snow Criteria (Pg,Pr 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 2017 RES
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
9'0"13
4'4"l
0
7711�
9'0"13
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.035 F 999, 360
VERT(CL): 0.062 F 999 240
HORZ(LL): 0.009 F - - -
HORZ(TL): 0.021 F
Creep Factor: 2.0
Max TC CSI: 0.537
Max BC CSI: 0.530
Max Web CSI: 0.224
VIEW Ver: 18.02.01A.0205.19
yrit;ll a 91 i IIIP>'p��
CENS
w
No. 86367 s p
® 4 m
STATE OF
w
T + 11'4"7
N
O
M
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 290 /- /- /- /186 /-
E 338 /- /0 /- /121 /0
D 95 /- /- /- /66 P
Wind reactions based on MWFRS
B Brg Width = 11.3 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 337 - 531
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-F 528 -315
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 335 - 560
' ��)JipciV®4-
d�S �® f o+ j W1�
i
FL REG# 278, Yoonhwak Kim, FL PE #86367
09/05/2020
"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) fo'r safety practices prior to performing these functions. Installers shall provide temporary _
bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have brjeo nq installed per BCSI sections B3, B7 or 610,
as applicabgle. Apply plates to each face oftrussand position as shown above and on the JoinCDetails, unless noted otherwise. F�efer 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 a""wco-W
truss in conformance with ANSIITPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 6750 Forum Drive
listing this drawing indicates acceptance of pro-fessionaT engineering responsibility solely for the design shown. The sui ability Suite For
and use of this drawing,
for any structure is the responsibility of the Building Designer per ANSI1TPI 1 Sec.2.305
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitmcom; TPI: www.t inst.or ; SBCA: www.sbcindust .cam; [CC: www.iccsafe.orq Orlando FL, 32821
SEQN: 103352 / HIP_ Ply: 1 Job Number: N372962 Cust: R8975 JRef:1WXK89750083 T39 %
FROM: RWM City: 2 ,7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.08675
Truss Label: HJ56 / YK 08/05/2020
C
12 1011"13
3.54
ti N
N O
B
y
n +8'8��
D
1'5"12
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Special Loads
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: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
----(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25)
TC: From 0 plf at -1.48 to
55 plf at 0.00
TC: From 2 plf at 0.00 to
2 plf at 7.72
BC: From 2 plf at 0.00 to
2 plf at 7.72
TC: 26 lb Conc. Load at 2.08
TC: 152 lb Conc. Load at 4.91
BC: 40 lb Conc. Load at 2.08
BC: 118 lb Conc. Load at 4.91
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.
7'8"9
7'8"9
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N1
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.018 D
HORZ(TL): 0.036 D
Creep Factor: 2.0
Max TC CSI: 0.885
Max BC CSI: 0.756
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 239 /- /- /- /95 /-
D 137 /- P /- /14 P
C 106 P P P /57 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
No,;® AH WAk
No. 86367
R e
STATE OF ° 4r�4
NA1.�o
gaa�(��s►io
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
"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 sa ety practices prior to performing these functions. Installers shall provide tempora
r BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathingp and bottom chord shall have a proppeerly
aid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq inslalled per BCSI sections B3, B7 or B10,
r e. Apply plates to each face of truss and position as shown above and on the Jo Netalls, unless noted otherwise. Refer to
60A-Z for standard plate positions.
of
fl PI 1, or for h
acceptance
any structure
from this drawing,any failure to build the
t seal on this drawing or cover pa e
_for the design shown. The suit9abdrty
ALPINE
ANnWCO-.
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101450 / HIP_ Ply: 1 Job Number: N372962 Cust: R8975 JRef:1WXK89750083 T32
FROM: RWM Qty: 2 ,7A5,175EA,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.04090
Truss Label: HJA / YK 08/05/2020
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 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SIP #2 N
C
10'11"15
12
4.56 (�
n N
CV O
M
B
A 8-8„
D
2X4(A1)
1T'3 "1 6'
"1 6'0"1
0I
Wind Criteria
Wind Sid: 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: NA
GCpi: 0.18
Wind Duration: 1.60
Loading
Hipjack supports 4-2-15 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.
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 2017 RES
TPI Sid: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.007 D
HORZ(TL): 0.014 D
Creep Factor: 2.0
Max TC CSI: 0.438
Max BC CSI: 0.264
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
,N01%AJ111111HI)�/
ONMH'AA-
No
.86367
m
•' v a
STATE OF
y�
40RIVty
e
®s S 000 bo
N'A1 t�
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/05/2020
"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 saty practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
as applicable. Apply lates to each face oftrussand position as shown above and on the JoinCDetails, unless no
otherwise. f�efer to A LPI N E
drawings 160A-Z for s�andard 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 ,��E,,,,,,
truss in conformance with ANSI gPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page, . 6750 Forum Drive
listing this drawing indicates acceptance of pro) essional 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 ANSI1TPI 1 Sec.2. Suite 305
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wm: TPI: www.l inswr ; SBCA: www.sbcindusl .com; ICC: www.i=afe.org Orlando FL, 32821
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 128 /- /- /- /62 /-
D 64 /- /- /14 /- /-
C 143 /- /- /- /107 /-
Wind reactions based on MWFRS
B Brg Width = 8.6 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
SEQN: 101451 / HIP_ Ply: 1 Job Number: N372962 Cust: R8975 JRef:1WXK89750083 T11 I
FROM: RWM Qty: 2 7A5 ,175EA ,RF01 / 1756/EASTHAM/EXPRESS DrwNo: 218.20.1558.03901
Truss Label: HJB / YK 08/05/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BOLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
12 10'4"13
4.56
o -
N �
B N
A 8'8"
D
2X4(A1)
�- 1'1 "3
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 it
Loc. from endwall: NA
GCp!: 0.18
Wind Duration: 1.60
Loading
Hipjack supports 3-1-12 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
4'5"6
4'5"6
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 2017 RES
TPI Sid: 2014
Rep Fac: No
FURT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.002 D
HORZ(TL): 0.003 D
Creep Factor: 2.0
Max TC CSI: 0.148
Max BC CSI: 0.088
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 95 /- P /- /50 /-
D 32 /- /- /9 /- P
C 73 /- /- P /55 P
Wind reactions based on MWFRS
B Brg Width = 8.6 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
foe
® e No.86367 to e
0
R 9 E o
0
j� STATE OF o w�
°so�� ®®� ORioT®�
�o S ®• 0®m® b
FL REG# 278, Yoonhwak Kim, FL PE 486367
08/05/2020
**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 and SBCA) for safety practices poor to performing these functions. Installers shall provide tempora
bracing per BCSI. Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
It.,
ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or t310,
as applicable. Apply lates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to
drawings 160A-Z for s�andard plate positions.
Alpine, a division of ITW Buildina Comoonents Grouo Inc. shall not be resnonsible for anv deviation from this drawing any failure to build the
any
on this drawing or cover pa e
re design shown. The su! ability
ALPINE
6750 Forum Drive
Suite 305
Orlando FL, 32821
TRULOX INFORMATION DETAIL
DO NOT APPLY NAILS WITHIN 1/2" OF LUMBER TYPICAL PANEL POINT WITHOUT SPLICE
EDGES OR 1" OF LUMBER ENDS ON EACH FACE,
1/2" AS SHOWN BY DASHED LINES. 1/2 1 r -� r1/2" 1/2"
NAILS MUST NOT SPLIT LUMBER.
—
C—zl
1/2"1/2„Ei
1„
—r
TYPICAL FILLER 1
/2 - 1/2„ 1/2 n 2-
PLATE AS
1/2' 1/2"
HEEL
` / / � \
SPECIFIED \ \ / 1/2"
\
TYPICAL OFF PANEL SPLICE
H
J
L
ON SEALED
DESIGN
1/2"
n TYPICAL PANEL POINT
SPLICE
1/2
-1--'
1„ n
1/2"
n 'r
1
rt1/1/ 2!"} 1"
1/2"
n
n TRULOX PLATE
y\��,� N NA;� �'Oi—
�4J®' �GEN,�S�.
APPLIED OVER
�q4 . j,
jP
r ® No, Q63
OTHER PLATES,
j
v 6 O
1/2" • n
d ® ...
1
--T
n 1/2"
1/2"
1/2"
STATE OF
NOTES:�(�*Ll
TRULOX PLATING
PER PLY�AS SPECIF ED ONE REQUIRED MTHE BER OSEALED DESIGN 7REFER� ING TH S DETAIL. OR EQUAL, PER FACE
oO U
ON b j0
-10
LOCATES PLATE CORNER OR FLUSH EDGE.J��(�1'4�
1
ALPINE
❑ LOCATES PLATE CENTER.
TL
AN ITW COMPANY
514 Earth City Expressway
suit.242
Earth City, MO 63045
RWm
, Yoonhwak Kim, FL PE #86367
PAGE 1 OF 1
DATE 10/01/14
t. e
10,
Gable Stud Reinf orcement Detail
ASCE 7-101 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or, 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or: 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00
S
2"Brace
Gable Vertical
pacing Species Grade
No
Braces
(1) ix4 'L' Brace Al
(1) 2x4 'L' Brace to(2)
2x4 'L' Brace ww
(1) 2x6 'L' Brace If
(2) 2x6 'L' Brace ■
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
^ r—
#1 #2
'
,
U
S
# 3
4' 1'
6' 7'
7' 1'
8' 6'
8' 10,
10, 1'
10, 6'
13' 4'
13' 1 0'
14' 0'
14' 0'
H F
Stud
4' 1'
6' 7'
7' 0'
8' 6'
8' 10,
10, 1'
10' 6'
13' 4'
13' 10'
14' 0'
14' 0'
O
Standard
4' 1'
5' 8'
6' 0'
7' 7'
8' 1'
10, 1'
10' 6'
ill 10,
12, 8'
14' 0'
14' 0'
#1
4' 6'
7' 4'
7' 8'
8' 8'
9' 0'
10' 4'
10, 9'
13' 8'
14' 0'
14' 0'
14' 0'
S P
#2
4' 3'
7' 3'
7' 7'
8' 7'
8' 11'
10' 3'
10' B'
13' 6'
14' 0'
14' 0'
14' 0'
#3
4' 2'
6' 0'
6' 4'
7' 11'
8' 6'
10' 2'
ID' 7'
12' 5'
13' 4'
14' 0'
P
Stud
4' 2'
6' 0'
6' 4'
7' I1'
8' 6'
10' 2'
10' 7'
12' 5'
13' 4'
14' 0'
14' 0'
Standard
4' 0'
5' 3'
5' 7'
7' 0'
7' 6'
9' 6'
10, 2'
11' 0'
ill 10,
14' 0'
14' 0'
U
#1 / 02
4' 11'
8' 4'
8' 8'
9' 10'
10' 3'
ill 8'
12' 2'
14' 0'
14' 0'
14' 0'
14' 0'
_P
S P P
#3
4' 8'
8' 1'
a' 8'
9' 8'
10, 1'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
U
LJ
HP
Stud
4' 8'
8' 1'
8' 6'
9' 8'
10, 1'
11' 7'
12' V
14' 0'
14' 0'
14' 0'
14' 0'
O
Standard
4' 8'
6' 11'
7' 5'
9' 3'
9' 11'
11' 7'
12' V
14' 0'
14' 0'
14' 0'
14' 0'
#1
5' 1'
8' 5'
a, 9'
9' 11'
10' 4'
11' 10'
12' 4'
14' 0'
14' 0'
14' 0'
14' 0'
/
S P
#2
4' 11'
8' 4'
a, 8'
9' 10,
10131
11' 8'
12' 2'
14' 0'
14' 0'
14' 0'
14' 0'
`2
#3
4' 9'
7' 4'
7' 9'
9' 9'
10' 2'
11' 8'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
Q�
D P L
Stud
4' 9'
7' 4'
7' 9'
9' 9'
10' 2'
11' 8'
12, 1'
14' 0'
14, 0'
14' 0'
14' 0'
Standard
4' 8'
1 6' 5'
6' 10,
8' 7'
9' 2'
11' 7'
12' 1'
1 13' 6'
14' 0'
14' 0'
#1 / #2
5' 5'
1 9' 2'
9' 6'
1 10' 10'
11' 3'
11' 8'
13' 5'
14' 0'
14' 0'
14' V
14' 0'
d
S P P
#3
5' 1'
9' 0'
9' 4'
10, 8'
11' 1'
12' 9'
13' 3'
14' 0'
14' 0'
14' 0'
14' 0'
U
LJ P
Stud
5' 1'
9' 0'
9' 4'
10, 8'
11' 1'
12' 9'
13' 3'
14' 0'
14' 0'
14' 0'
14' 0'
U
I�
Standard
5' 1'
8' 0'
S' 6'
10, 8'
11' 1'
12, 9'
13' 3'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 8'
9' 3'
9' 8'
10, ill
11' 4'
13, 0'
13' 6'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
5' 5'
9' 2'
9' 6'
10, 10,
11' 3'
12' 11'
13' 5'
14' 0'
14' 0'
14' 0'
14' 0'
11
0-1
#3
5' 3'
8' 5'
9' 0'
10' v-1
11' 2' 1
12' 10'1
13' 4'
14' 0'
14' 0'
14' 0'
14' 0'
r—I
D F L
Stud
5' 3'
8' S'
9' 0'
10' 9'
11' 2'
12' 10'
13' 4'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
5' 1'
7' 5'
7' 11'1
9' 11' 1
10' 7' 1
12' 9' 1
13' 3'
14' 0'
14' 0'
14' 0'
1 14' 0'
Bracing Group Species and Gradesi
Group AI
S ruce-Pine-Fir Hem -Fir
#1 / #2 Standard #2 Stud
#3 Stud #3 Standard
Dou lns Flr-Lurch Southern Pinewww
#3 #3
Stud otudStandard Stndard
Group B:
Hem -Fir
#1 4 Btr
#1
Dou las Fir -Larch Southern Plnewww
#1 #1
q2 q2
lx4 Braces shall be SRB (Stress -Rated Board),
wwFor Ix4 So, Pine use only Industrinl 55 or
Industrial 45 Stress -Rated Boards, Group B
11
values maybe used with these rndes.
Liable I russ Detail Notes:
Wind Load deflection criterion Is L/240,
Provide uplift connections for 55 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.
About
j'�
Attach 'L' braces with 10d (0.128'x3,0' min) nails,
able Truss
X For (1) 'L' brace, space nails at 2' o.c.
In 18' end zones and 4' o.c, between zones.
Diagonal brace option
)K)KFor (2) 'L' braces. space nails at 3' o.c.
vertical length may be
T
In 18' end zones and 6' o,c, between zones.
doubled when diagonal
18'
X
'L' bracing must be a minimum of 80% of web
brace Is used. Connect
diagonal brace for 450#
•L•
1!�_rP1.e1 //
member length.
at each end, Max web
Brace
,t w,q ��f
Gable Vertical Plate Sizes
total length Is 14'.�(
2x4 DF-L #2 or
I i
O �h'`�/�
('� �p�p
Vertical Len th No S lice
Less than 4' 0' 1X4 or 2X3
better diagonal
tl
B
® ,V
Greater than 4' 0' 3X4
T
'04
Vertical length shown
In table
bracer single
or double cut
8'
ti
9 63 7 .a
above,
45'
(as shown) at
1
-
+ Refer to common truss design for
upper end,uoli;r
peak, splice, and heel plates.
Connect diagonal nt
B +r
on�t"VS Bearing ®�
__LLii
91
Refer to the Building Designer for conditions
midpoint of vertical web,
Refer t0
chart abo
O�` m Ica ®
not addressed by this detail.
wwVARNINGIew READ AND F12LLOV ALL NOTES ON THIS DRAVINGI
w.IMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 'i
• {� ° .��,®C
0 ���(�
REF ASCE7-10—GAB14015
Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Refer to and
follow the latest edition of BCSI (Bulding Component Safety Information, by TPI and SBCA) for snfrty
('T
S lJ C1 ® 6 ®
DATE 10/01/14
practices prior to performing these functions. Installers shall provide tenporary brnclng per Bcsl.
Unless noted otherwise, top chord shall have attached structural sheathng bottom
'�a�
i ® L.
NA`
DRWG A14015ENC101014
properly an chord
shall have a properly attached rigid celing. Locations shown for permanent lateral restraint of webs
hove bracing Installed BCSI 113,
`V,
ALPINE
shall per sections B7 or BID, as applicable. Apply plates to each face
an the ions Details, unless Hated otherwise.
of truss and as 160 as shown above plate
Refer to drawp ps 160A-2 for standard plate positions,
Alpine, a division of ITV Bulding Components Group Inc shall not be responsible for any deviation from
AN ITW COMPANY
this dr..ing, any Palure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppino,
Installatlon L bractng of trusses.
AX,
TOT. �D, 60 PSF
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional
514 Earth City Expressway
englneering responsblUty solely for the design shorn The suitability and use of this drawing
=e
Suite 242
for any str
Is the responsibility of the Building Designer per ANSI/TPI 1 SecZFor
Earth City, MO 63045
more g�se web,,�Q Q
ustry.org)eIC,, �78
Yoonhwak Kim, FL PE #86367
MAX.
SPACING 24.0'
ALPINE wwwalpinelt—onloTPberstpinstorgi SBCMI w—sbci r..,c25dfdaFp"
Gable Stud Reinforcement Detail
ASCE 7-101 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Orr 120 mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Orr Inn mnh wind cnppd. 3n' Mpnn Hpinh+. Pnr+InIIV Fnrincod_ r—curc 1T_ 1(v+ = I.nn
S
2x4 Brace
Gable Vertical
Spacing I Species I Grade
No
Braces
(1) lx4 'L' Brace x
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace ON
(1) 2x6 'L' Brace ■
(2) 2x6 'L' Brace Nil
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
4' V
6' 11'
7' 2'
8' 2'
8' 6'
9' 9'
10' 2'
12' 10'
13' 4'
14' 0'
14' 0'
U
S P F
#3
3' 10,
6' 2'
6' 7'
8' 1'
8' 5'
9' 8'
10, 0'
12' 8'
13' 2'
14' 0'
14' 0'
F
Stud
3' 10'
6' 2'
6' 6'
8' 1'
8' 5'
9' 8'
10, 0'
12, 8'
13' 2'
14' C'
14' 0'
p
Standard
3' 10,
5' 3'
5' 7'
7' 0'
7' 6'
9' 6'
10, D'
11' 0'
11' 10'
14' 0'
14' 0'
#1
4' 2'
7' 0'
7' 3'
8' 3'
8' 7'
9' 10'
10' 3'
13, 0'
13' 6'
14' 0'
14' 0'
S P
#2
4' 1'
6' 11'
7' 2'
8' 2'
8' 6'
9' 9'
1 10' 2'
12, 10,
13' 4'
14' 0'
14' 0'
oi
F
#3
4' 0'
5' 7'
5' 11'
7' 5'
7' 11'
9' 8'
10, 1'
11' 7'
12' 5'
14' 0'
14' 0'
Stud
4' 0'
5' 7'
5' 11'
7' 5'
7' 11'
9' 8'
10, 1'
11' 7'
12' 5'
14' 0'
14' C'
d
Standard
3' 9'
4' 11'
5' 13'
6' 6'
7' 0'
8' 10,
9' 6'
10' 3'
11' 0'
13, 11'
14' 0'
#1 / #2
4' 8'
7' 11'
B' 3'
9' 4'
9' 9'
11' 2'
11' 7'
14' 0'
14' 0'
14' 0'
14' 0'
_
_
S P F
#3
4' 5'
7' 6'
8' 3'
9' 3'
9' 7'
11' 0'
11' 6'
14' 0'
14' 0'
14' 0'
1 14' C'
L
U
H F
Stud
4' 5'
7' 6'
8' 0'
9' 3'
9' 7'
I1' 0'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
w
o
Standard
4' 5'
6' 5'
6' 10,
8' 7'
9' 2'
Ill 0'
11' 6'
13' 6'
14' 0'
14' 0'
14' C'
#1
4' 10'
8' 0'
8' 4'
9' 6'
9' 10,
11' 3'
11' 9'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 8'
7' 11'
e' 3'
9' 4'
9' 9'
I1' 2'
111 7'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 7'
6' 10'
7' 3'
9' 1'
9' 8'
I1' 1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
D F L
Stud
4' 7'
6' 10'
7' 3'
9' 1'
9' S.
11' 1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 5'
6' 0'
6' 5'
8' 0'
6' 7'
10, 10,
11' 6'
12' 7'
13' 15'
14' 0'
14' 0'
#1 / #2
5' 2'
8' 9'
9' 1'
10' 4'
10, 9'
11' 2'
12' 9'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P F
43
4' 10'
8' 7'
8' 11'
10, 2'
10' 7'
12' 2'
12, B'
14' 0'
14' 0'
14' C'
14' 0'
LD
U
H F
Stud
4' 10'
8' 7'
8' 11'
10' 2'
10' 7'
12' 2'
12' 8'
14' 0'
14' 0'
14' 0'
14' 0'
O
I�
Standard
4' 10'
7' 5'
7' 11'
9' 11'
10' 7'
12' 2'
12' B'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 4'
8' 10'
9' 2'
10, 5'
10, 10,
12' 5'
12' 11'
14' 0'
14' 0'
14' 0'
14' 0'
d
11
-I
S P
D F L
#2
5' 2'
8' 9'
9' 1'
10' 4'
10, 9'
12' 3'
12' 9'
14' 0'
14' 0'
14' 0'
14' 0'
#3
5' 0'
7' 10'
8' 4'
10' 3'
10, 8'
12' 2'
12' B'
14' 0'
14' 0'
14' 0'
14' 0'
Stud
5' 0'
7' 10'
8' 4'
10' 3'
10' 8'
12' 2'
12' B'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 10'
6' 11'
7' 4'
9' 3'
9' 10,
12' 2'
12' B'
14' 0'
1 14' 0'
1 14' 0'
14' 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used, Connect
diagonal brace for 525#
at each end. Max web
total length Is 14'.
Vertical length shown
In table above.
Connect diagonal at
midooint of vertical
ALPIN
AN ITW CC
514 Earth City Expressway
Suite 242
Earth City, MO 63045
2x6 DF-L #2 or
better diagonal
brace) single
or double cut
(as shown) at
upper end.
aynm
Aboutl
T
IB'
�
L
,L.
race
)IE ilE
4�
1
NN `U` Refer to chart abo;k
wwVARNINOww READ AND FGLLUV ALL NOTES GN THIS DRAVINGI 0
wwINPGRTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
pusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and
or the latest edition of BCSI (Building Component Safety Information, by TPI and SD
CA) for safety
ctices prior to performing these functions. Installers shall provide temporaryy bracing per SCSI.
ass noted otherwise, top chord shall have properly attached structural sheothlmg and bottom cho
11 have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint of we
11 have bracing Installed per SCSI sections 113, B7 or BIO, as applicable. Apply plates to each face
truss and osltlon as shown above and on the Joint Details, unless noted otherwise.
t 'er o drawings 160A-Z for standard plate positions.
(pine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation fr
r drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
:allntion 6 bracing of trusses.
seal on this drawng or cover page Usting this drawing, Indicates acceptance of professional
Ineering responsibility solely for the design shorn The suitability and use of this drawing
any structure Is the rosponsm0lty of the IkAdIng Designer per ANSI/TPI 1 SecZ
For more Information see this Job's general notes page and these web siiQQ$$ QQ
ALPINE, or.dpineHw.conl 7Pb vatpinsAargl SHCN rrrsbdntlustry.org) 1CG orici'�of Z I
IfIIIf1pep
Wq�
11*' COR�O� .
IS!
4�®IA! ,� 1
Bracing Group Species and Gradesr
Group At
S ruce-Pine-Fir Hem -Fir
#1 / #2 Standard #2 Stud
#3 Stud #3 Standard
Dou las Flr-Larch Southern Plnewww
#3 #3
Stud Stud
Standard Standard
Group BI
Hem -Fir
#1 & Btr
#1
Douglas Fir -Larch Southern Plnewww
#1 1 #1
#2 1 #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 grades.
Gable Truss Detail Notesi
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 IOd (0.128'x3.0' min) moils.
)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' o,c,
In IS' end zones and 6' o,c. between zones.
'L' bracing must be a minimum of 80% of web
member length,
Gable Vertical Plate Sizes
Vertical Len th No Splice
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
not addressed by this detail,
Less than 4' 0'
2X4
Greater than 4' 0', but
less than 11' 6'
3%4
Greater than 11' 6'
4%4
X. TOT. LD, 60 PSF
Yoonhwak Kim, FL PE #86367 (MAX, SPACING 24.0'
F ASCE7-10-GAB14030
TE 10/01/14
W G A14030ENC101014
Gable Stud Reinforcement Detail
ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Ori 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Ord 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or, 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00
S
2x4 Brace
Gable Vertical
pacing Species Grade
No
Braces
(1) lx4 'L' Brace ■
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace rr
(1) 2x6 'L' Brace Ie
(2) 2x6 'L' Brace I[
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
-P
#1 / #2
3' 10'
6' 7'
6' 10'
7' 9'
8' I'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
-
S P P
#3
3' 6'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
F
Stud
3' B'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12, 6'
14' 0'
14' 0'
o
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
Q1
J
S P
#1
4' 0'
6' 8'
61111
7' 10'
8' 2'
9' 4'
9' 6'
12' 4'
12' 9'
14' 0'
14' 0'
#2
3' 10'
6' 7'
6' 10'
7' 9'
e' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, ill
11' 8'
14' 0'
14' 0'
oj
P
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
ill 6'
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
-P
S P P
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
03
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10, 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
lJ
l l P
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
O
fl
Standard
4' 2'
6' 1'
6' 5'
B' 1'
8' 6'
10' 5'
10' 10,
12' 8'
13' 7'
14' 0'
14' 0'
\
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
/
S P
#2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14, 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, I1'
13' 4'
14' 0'
14' 0'
14' 0'
QJ
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, II'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10, 10,
11' 10,
12' 7'
14' 0'
14' 0'
0
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10, 2'
10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P P
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
Ill 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
<J
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
I�
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10, 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10, 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
11
CU
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
.--I
D P L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
Diagonal brace options
vertical length may be
doubled when diagonal
brace Is used, Connect
diagonal brace for600#
at each end. Max web
total length Is 141.
Vertical length shown
In table above.
Connect diagon6l at
midooint of vertical
ALPIN
AN ITW CC
514 Earth City Expressway
Suite 242
Earth City, MO 63045
2x6 DF-L #2 or
better diagonal
brace, single
or double cut
(as shown) at
upper end,
aymm
AboutrS
T
1B'+
L
:ace I
I T
8' X
J- 1
Vial Vri 1411, Refer to chart abo
wsVARNINGIs- READ AND FOLLOV ALL NOTES ON THIS DRAVINO it
--IMPORTANT- FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W/
Trusses require extreme care In fabricating, handling, shipping, hstotling and bracing. Refer to and Y
bile. the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety
•actices prior to performing these functions. Installers shalt provide temporary sbracingd per BCSI.
iles noted otherwise, top chord shall hour properly attached structural hrnthing anbottom chord
natl hove a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
iall hove bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to each face
' truss and ositbn as shown above and on the Joint Details, unless noted otherwise.
nfer to drawings 160A-Z for standard plot. positions.
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation from
Js drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
stallatlon L bracing of tes.
A seal on truss
his drawing or cover page Ustbg this drawing, 6xDcates acceptance of professional
Vi neering responsibility solely for the design shorn The suitability and use of this drawkq
nr any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecZ
For more Information see this Job's general notes page and these web aII{{��QQf'
ALPINE, www.alpineltw.coni TPI, www,tpinst.orgi SBCN vw.sbclndustry.orgi ICO wwwJc�laf Z78.
WAA-
�� • • `Irl
•
mane 19111MG-Ven-ClU
eSIONA1�
0104aNiII11 0
Bracing Group Species and Grades)
Group At
S ruce-Pine-Fir Hem -Fir
#1 / #2 Standard #2 Stud
#3 Stud1 #3 IStanclardl
Dou las Fir -Larch Southern Plnexxx
#3 #3
Stud Stud
Standard I Standard
Group III
Hem -Fir
#1 6 Btr
#1
Dou l 's Fir -Larch Southern Pinewlww
#1 #1
#2 #2
lx4 Braces shall be SRB (Stress -Rated Board).
■sFor lx4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values maybe used with these .moles.
Gable Truss Detail Notes)
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load),
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang,
Attach 'L' braces with 10d (0.128'x3,0' min) nails.
)K For (1) 'L' braced space nalls at 2' o.c.
In 18' end zones and 4' o.c. between zones.
)K)KFor (2) 'L' braces, space malls at 3' o.c,
In IS' end zones and 6' o.c, between zones.
'L' bracing must be a minimum of 80% of web
member length,
Gable Vertical Plate Sizes
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
not addressed by this detall.
REF ASCE7-10-GAB16015
DATE 10/01/14
DRWG A16015ENC101014
Vertical Len th
No Splice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11' 6'
3X4
Greater than 11' 6'
4X4
AX. TOT. LD, 60 PSF
Yoonhwak Kim, FL PE #86367 iMAX, SPACING 24,0'
Gable Stud Reinforcement Detail
ASCE 7-101 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00
❑rl 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or, 1Pn mnh Wlnd Snppd. 3n' Ill— Nolnh+_ Pnr+lnlly Par-Incod. Cvnn, , ,o 7) IC-r+ = inn
S
2x4 Brace
Gable Vertical
pacing Species Grade
No
Braces
(1) lx4 'L' Brace x
(1) 2x4 'L' Brace IN(2)
2x4 'L' Brace ww
(1) 2x6 'L' Brace IK
(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
#1 / #2
3' B.
6' 3'
6' 6'
7' 5'
7' 8'
e' 9'
9' 2'
11' 7'
12' 0'
13' 9'
14' 0'
U
S P F
#3
3' 6'
5' 5'
5' 9'
7' 2'
7' 7'
8' 8'
9' 1'
11' 3'
Ill ill
13' 7'
14' 0'
IJ
Stud
Stud
3' 6'
5' 4'
5' 8'
7' 2'
7' 7'
8' 8'
9' 1'
11' 2'
11' 11'
13' 7'
14' 0'
O
f l
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13, 1'
14' 0'
#1
3' 10'
6' 4'
6' 7'
7' 6'
7' 9'
8' 11'
9' 3'
11' 9'
12' 2'
13' 11'
14' 0'
—J
S P
#2
3' 8'
6' 1'
6' 6'
7' 5'
7' B'
8' 9'
9' 2'
11' 7'
12' 0'
13' 9'
14' 0'
#3
3' 7'
4' 10'
5' 2'
6' 5'
6' I1'
8' 9'
9' 1'
10, 1'
10, 10'
13, 8'
14' 0'
Stud
3' 7'
4' 10'
5' 2'
6' 5'
6' ill
8' 9'
9' 1'
10, I'
10, 10'
13' 8'
14' 0'
d
Standard
3' 3'
4' 3'
4' 7'
5' 8'
6' 1'
7' 9'
8' 3'
8' ill
9' 7'
12' 2'
13' 0'
U
_
#1 / #2
4' 2'
7' 2'
7' 5'
8' 5'
B' 9'
10, 1'
10, 6'
13' 3'
13' 9'
14' 0'
14' 0'
S P F
# 3
4' 0'
6' 7'
7' 5'
8' 4'
8' B'
9' 11'
10' 4'
13' 1'
13' 7'
14' 0'
14' 0'
L
U
LJ P
Stud
4' 0'
6' 7'
7' V
8' 4'
8' 8'
9' 11'
10' 4'
13' V
13' 7'
14' 0'
14' 0'
1
o
f l
Standard
4' 0'
5' 8'
6' 0'
7' 6'
B' 0'
9' ]I'
10' 4'
11' 10'
12' 8'
14' 0'
14' 0'
\
#1
4' S'
7' 3'
7' 6'
B' 7'
8' 11'
]0' 2'
10' 7'
13' 5'
13' 11'
14' 0'
14' 0'
/
S P
#2
4' 2'
7' 2'
7' 5'
8' 5'
8' 9'
10, 1'
10' 6'
13' 3'
13' 9'
14' 0'
14' 0'
#3
4' V
5' 11'
6' 4'
7' 11'
B' 5'
10, 0'
10' 5'
12' 5'
13' 3'
14' 0'
14, 0'
D F L
Stud
4' V
5' 11'
6' 4'
7' 11'
8' 5'
10, 0'
10' 5'
12' 5'
13' 3'
14' 0'
14' 0'
Standard
4' 0' 1
5' 3'
5' 7'
7' 0'
7' 6'
9' 5'
10, 2'
11' 0'
11' 9'
14' 0'
14' 0'
#1 / #2
4' 8'
7' 11'
8' 2'
9' 4'
9' 8'
10, 1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P F
#3
4' 5'
7' 7'
8' 1'
9' 2'
9' 6'
10' 11'
11' 5'
14' 0'
14' 0'
14' 0'
14' 0'
LD
U
H F
stud
4' 5'
7' 7'
8' 1'
9' 2'
9' 6'
10, 11'
11' 5'
14' 0'
14' 0'
14' 0'
14' 0'
O
I�
Stnndnrd
4' 5'
6' 6'
6' 11'
8' 8'
9' 3'
10, 11'
11' 5'
13' 7'
14' 0'
14' 0'
14' 0'
X
#1
4' 10'
8' 0'
8' 3'
9' 5'
9' 9'
11' 2'
11' 8'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 8'
7' 11'
8' 2'
9' 4'
9' 8'
]1' 1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 6' 1
6' 10'
7' 3'
9' 1'
9' 7'
]1' 0'
11' 6'
14' 0'
14' 0'
14' 0'
14, 0'
a—i
D F L 1
Stud
4' 6' 1
6' 10'
7' 3'
9' 1
9' 7'
]1' 0'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' S'
6' 1'
6' 5'
8' 1'
8' 7'
]0' 11'
11' 5' 1
12' 8'
1 13' 7' 1
14' 0'
14' 0'
Bracing Group Specles and Grades)
Group At
S ruce-Pine-Fir Hen -Fir
ql / #2 Standard q2 Stud
q3 Stud q3 Standard
Dou las Fir -Larch Southern Plnewww
#3 1 #3
Stud Stud
Standard dj
Group BI
Hen -Fir
q1 6 Btr
ql
Dou as r-Larch Southern Plneww■
#11 #1
q21 02
lx4 Braces shall be SRB (Stress -Rated Board).
rwFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values may be used with these grades.
Gable Truss Detail Notest
Wind Load deflection criterion Is L/240,
Provide uplift connections for 135 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.
About
)
Attach 'L' braces with 10d (0.128'x3.0' min) malls.
able Truss
)K For (1) 'L' brace, space nails at 2' o.c.
In IS' end zones and 4' o.c, between zones.
Diagonal brace option,
)K)1(For (2) 'L' braces, space malls at 3' o,c,
vertical length may be
T
in IS' end zones and 6' o,c. between zones.
doubled when diagonal
e
18'
X
'L' bracing must be a minimum of 80% of web
brace is used. Connect
diagonal brace for 690# --
L
•L'
member length.
at each end, Max web
Brace
�t A ///
Gable Vertical Plate Sizes
total length Is 14'.
I
2x6 DF-L q2 or
—n
e , /�' Or
�t r+ rI� /���
Vertical Len th No Splice
Less than 4. 0' 2X4
better diagonal
'r
4�
e
C \V
Greater than 4' 0', but
�o
i J
4X4
Vertical length shown
In table
brace) single
a
or double cut
8.
® � 7 ,e
less than 12' 0'
above.
45'
(as shown)
L
1
at
upper end,LAWL
)wQQpeak,
+ Refer to common truss design for
splice, and heel plates.
Connect diagonal at
onp +ems®Bearing e 'r Refer to the Building Designer for conditions
_ 17
midpoint of vertical web.
Refer to
chart abo
$C a
off' mav� Ica
not addressed by this detail.
NNVARNINGiww READ AND FOLLOW ALL NOTES W THIS DRAWING
..IMPORTANT.. FURNISH THIS DRAWING TO ALL CWTRACTORS INCLUDING THE INSTALLERS. //�C�e�►�
'` p quw'
/
REF ASCE7-10-GAB16030
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and
f�
allow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety
3 ® 0
®d is�'1 a ®® ®
DATE 10/01/14
practices prior to performing these functions. Installers shalt provide temporary bracing per BCSI.
Unless noted otherwise, top have
,r
j(1AY
' ® Y
DRWG A16030ENC101014
chord shall properly attached structural sheathing and bottom chord
shall have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs
/ 6� 1
%/®d pis►
10461.,
shall have bracing Installed per BCSI sellon, 83, 117 — 111, as applicable, Apply plates to each face
truss
ALPINE
of aM pposition -Z shown above and on the i Joint Details, unless noted otherwise.
Refer to drawlnps 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation from
)AX.
this drawing, any faKure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
TOT, LD, 60 PSF
AN ITWCOMPANY
Installation 6 bracing of trusses.
seatInp this cirawingor cover page this drawing, Indicates acceptance of professional
514 Earth CI Ex resswa
IY P Y
enA dating
ty O^ sham The suttabllty and use of this drawing
Suite 242
for any structw2 Is the responsibility of the Building Designer par ANSI/TPI 1 Sec2.
MAX, SPACING 24,0
Earth City, MO 63045
For more Information see this Job's general notes page and these webs
ALPINE, www.alptneitw.con, TPI, wwr.tpinst.orgi SBCAi xaw.sbcIndustry.orgl ICG uw1
j }',[ PF
IE
CLR Reinf orcing
Member Substitution
T-Reinforcement
This detail is to be used when a Continuous Lateral Restraint (CLR) or T-Reinf,
Is specified on a truss design but an alternative web L-Reinforcementi or
reinforcement method Is desired, L-Reinf,
Notes;
This detail Is only applicable for changing the specified CLR
shown on single ply sealed designs to T-reinforcement or
L-relnforecement or scab reinforcement,
Alternative reinforcement specified in chart below may be conservative,
For minimum alternative reinforcement, re -run design with appropriate
reinforcement type.
Web Member
Specified CLR
Alternative Reinforecement
Size
Restraint
T- or L- Reinf,
Scab Reinf,
2x3 or 2x4
I row
2x4
1-2x4
2x3 or 2x4
2 rows
2x6
2-2x4
2x6
1 row
2x4
1-2x6
2x6
2 rows
2x6
2-2x4OK)
2x8
1 row
2x6
1-2x8
2x8
2 rows
2x6
2-2x6OK)
T-reinforcement, L-reinforcement, or scab reinforcement to be same
species and grade or better than web member unless specified
otherwise on Engineer's sealed design,
00 Center scab on wide face of web, Apply (1) scab to each
face of web.
Apply to either side of web narrow face.
Attach with 10d (0,126'x3,0',min) nails
at 6' o.c. Reinforcing member Is
a minimum 80% of web
member length.
Scab Reinforcement:
Apply scab(s) to wide face of web.
No more than (1) scab per face.
Attach with 10d (0,126'x3,0',min) nails
at 6' o,c, Reinforcing member Is a
minimum 80% of web member length.
��NO",Q AH WA/1
.�0 CENS���?�
No, 86367
Scab
T-Reinf. L-Reinf.
wwWARNING- READ AND F1ILLUW ALL RITES [IN THIS DRAWING PAQ .IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, ��, ®®4-0
"7,4 C LL PSF REF CLR Subst,
Trusses require extreme ..are In fabricating, handling, shipping, InrtolBrg u d bracing, Refer to ety „{� 4� C Op9IC1�k `` T(�' DL PSF DATE 10/01/14
f Ile the latest edition of BCSI RButtding Corponent Safety lnfornatlon, y TPI and SBCA> for safety i-`, V
pprr cticea prior to performing these functions. Installers shall provide tempereryy bracing per BCSI. O 6 O
Unlrss natal otherwise, top chord shall have properly attached rtructural sheathing aM bottom chord e�®lSs+ • m Q r B DL PSF DRWG BRCLBSUB1014
shall have a properly attached rigitl ceRing. Locations shown for permanent lateral restraint of webs j� I ft I p ` �- 1
ALP
shall have and
rosi installed per BCSI sections B3, J BIG, s untess no Apply plates to each face 0 `�' 1 H 6-
O 111 Refrruto fowl osltion s sham above and on the Joint Details, unlasr noted otherwise. i�0 �� `'+� C LL PSF
rps 160A-Z for standard plate positions. �� lf'4
Alpine, a division of ITv Building Components Group Inc. shall of be ponsible for any deviation iron T LD, PSF
,Vd Rw COMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
Installation i bracing of trusses.
11 seal on tX drnhg cover page UstYp this drawing, Indkates acceptance of professional
13723 Riverpon Drive wngk,ewrkg rezpons�lty zdHy for thw aezign shown The sulta" and use of this drawing D R, FAC,
Suite 200 for any structure is the
respaWbelty of the Bolding Designer per ANSLnPI 1 SecZ
Maryland Heights, MO 63043 for more Information see this Job's general rotes pp pe and these web sites,
ALPINE, www.*Iptneltw.comi TPD www.tpinst.crgi SBCA, wwwsbckMustryargl ICG wwrlccsafe.org PACING
PFWY T0t�0G78, Yoonhwak Kim, FL PE #86367
Commentary:
Camber May be built into trusses to compensate
for the vertical deflection that results from the
application of loads, Providing camber has the
following advantages:
• Helps to ensure level ceilings and floors after
dead loads are applied,
• Facilitates drainage to avoid ponding on flat or
Low slope roofs,
• Compensates for different deflection
characteristics between adjacent trusses
• Improves appearance of garage door headers
and other long spans that can appear to 'sag,'
• Avoids 'dips' in roof rigelines at the transition
from the gable to adjacent clear span trusses,
Deflection and Camber
In accordance with ANSI/TPI 1 the Building Designer,
through the Construction Documents, shall provide the
Location, direction, and magnitude of all loads attributable
to ponding that may occur due to the design of the roof
drainage system, The Building Designer shall also specify
any dead load, live load, and in-service creep deflection
criteria for flat or low -slope roofs subject to ponding
Loads.
The amount of camber is dependent on the truss type,
span, loading, application, etceteras,
More restrictive limits for allowable deflection and
slenderness ratio (L/D) may be required to help
control vibration.
The following tables are provided as guidelines for
limiting deflection and estimating camber, Conditions or
codes may exist that require exceeding these
recommendations, or past experience may warrant using
more stringent limitations,
L = Span of Truss (Inches)
D = Depth of Truss at Deflection Point (inches)
-------------------------------------------------------------------------
Recommended
Truss Deflection Limits
Truss Type
L/D
Deflection
Limits
Live
Load
Total Load
Pitched Roof Trusses
24
L/240
(vertical)
L/180 (vertical)
Floor of Room -In -Attic
24
L/360
(vertical)
L/240 (vertical)
Trusses
Flat or Shallow Pitched
24
L/360
(vertical)
L/240 (vertical)
Roof Trusses
Residential Floor Trusses 24 L/360 (vertical) L/240 (vertical)
Commercial Floor Trusses 20 L/480 (vertical) L/240 (vertical)
Scissors Trusses 24 0,75' (horizontal) 1,25' (horizontal)
-------------------------------------------------------------------------
Truss Type Recommended Camber
Pitched Trusses 1.00 x Deflection from Actual Dead Load
Sloping Parallel 1.5 x Vertical Deflection from
Chord Trusses Actual Dead Load
Floor Trusses (0,25 x Deflection from Live Load) +
Actual Dead Load
>tllillf!/i//��p
Flat Roof �,�WAOx Deflection from Live Load) +
Note:
wwVARNINGIww READ AND FULLUV ALL NOTES ON THIS DRAVINGI
m111PORTANT.• FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS,
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to an
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safet
practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom ch
shall hove a properly attached rigid celling. Locations shorn for permanent lateral restraint of we
shall hove bracing Installed per BCSI sections B3, B7 or BID, as applicable. Apply plates to each fnc
LPI N E of truss and position form above and on the Joint DataDs, unless rested otherwise.
Refer to drawings ion a. for standard plate positions.
Alpine, a division of ITV Building Components Group Inc. shall of be responsible for any deviation f
this drawing, any failure to bu0.tl the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN ITW COMPANY installation 6 bracing of trusses.
A seal on this drar4g or cover page Usting this drnw1mg, Indicates acceptance of professional
514 Earth City Expressway engineering responsibility solely for the design shorn The suitability and use of this drnwImg
suite 242 for any structure Is the respoathility of the BuBding Designer per ANSI/TPI I Sect.
EarthCity, MO 63045 For more Information see this Job's general notes page and these web n'
ALPIN, www.olpinelt .cam, TPB rww.tpIm t.orgj SBCA. wwr.sbdndustry.org, 1C. wow dj
\GE�°ee%4p9 Design Dead Load Deflection)
Y S� i
xe �etkygl �asl mc' be considerably less than
e i 00.C% •
� b STATE OF
�o�,C�er� ������• ° ,mom C REF DEFLEC/CAMB
v eF0 °sees ° �� DATE 10/01/14
ord "`"46SIONAL ► DRWG DEFLCAMB1014
1.
'T'
Reinforcing
Member
Gable
Truss
Gable Detail
For Let -in Vertic-nlc;
Dpropriate Alpine gable detail for
e sizes for vertical studs,
Engineered truss design for peak,
b, and heel plates,
vertical plates overlap, use a
to that covers the total area of
,upped plates to span the web,
2*2X4
2X8
h'rovide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nailsr
IOd Common (0,148'x 3',min) Nails at 4' o.c, plus
(4) nulls In the top and bottom chords.
Toenalled Nailsr
10d Common (0,148'x3',min> Toenails at 4' o,c, plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detall Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, �41G�1dd1!@h/y�
A18015ENC100118, A20015ENC100118, A20015END10011�lMf
A11530ENC100118, A12030ENC300118, A14030ENC10�i� i3CV1EW 04UT,r4' /
A18030ENC100118, A20030ENC100118, A20030EN 0 �, A8
SI1515ENC100118, 512015ENC100118, S14015EN0116 S96�CI99P1�@#
S18015ENC100118, S20015ENC100118, S20015E*10011W S?e0,15P IQ0�8_�
S11530ENC100118, S1203DENCICO118, S14030EZCI00I98, S
S18030ENC100118, S20030ENC100118, S20030�IJjj7p0ie, S20030PED10DI18 0
��>halt
See appropriate Alpine gable detail for maxlmZ unnielnforced"g*Mertical I0
°. STATE OF
'T' Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -nail - Or - End -mall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member,
Web Length Increase w/ 'T' Brace
Exampler
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 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
IdALUnless
®
ALPINE
r-WARNINGiww READ AND FOLLOW ALL NOTES EN THIS DRAWINGI ®
--WnRTANTww FURNISH THIS DRAWING To ALL CONTRACTORS INCLUDING THE INSTALLERS. °sP
Trusses require extreme care In fabricating, handling, shipping, Installlng and bracing. Refer to and
follow the latest edition of BCSI (Bu4ding Component Safety Information, by TPI and SBCA) for safety
practices prior to performing -these functions. Installers shall provide temporaryy bracing per BCS1.
noted otherwise, top chord shall have properly attached structural sheathing and bottom chord
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
shall have bracing Installed per BCSI sections B3, H7 or BID, as applicable. Apply plates to each face
a position as shorn above and on the Joint Details, unless noted otherwise.
Refer to andion as for n above plate positions.
Re truss drawings
r{, + C Q Q� �v
d' `) ° ®
��� S/ A+�1
e ® 6. 1
ji%I%„`'),�
C
REF LET - I N V E R T
DATE 01/02/2018
DRWG GBLLETINO116
AN ITW COMPANY
514 Earth City Expressway
Suite 242
Earth City, MO 63045
Alpine, o dNislon of ITV Building Components Group Inc shall not he responsible for any deviation from
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
Installation L bracing f trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional
enghwering responsibility solely for the design shorn The suftnbYlty and use of this drawbv
for M structure k the rQ
y sponcBmty of the BuadYp Designer per ANSI/TPI I Sect.
For more Information see this Job's general notes page and these web sit(p�(yt���78
ALPINEi vw.olpineltr.conl TPD rwrtpinst.orgl SBCN vrsbdndustryargl ICG vrJcCsaF
yoonhwak Kim, FL PE #863G7
)AX. TOT, LD, 60 P$F
DUR, FAC, ANY :::]
MAX, SPACING 24,0'
W-
'T
Relnfoi
Memk
Go,
Tr
Gable Detail
Fnr, I at —in Vpr,+Ir-nl<--
Gable Truss Plate Sizes
pproprlate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
to that covers the total area of
lapped plates to span the web,
2X4
2X4 2X8
rroviae connections tor uptirt specitiea on the engineerea truss aesign.
Attach each 'T' reinforcing member with
End Driven Nallst
IOd Common (0,148'x 3.',min) Nails at 4' o,c. plus
(4) malls In the top and bottom chords,
Toenalled Nallsi
IOd Common (0,148'x3',min) Toenalls at 4' D.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 Detall Drawings e�tt FF��cc
A11515ENC101DI4,-A12015ENC101014, A14015ENC101014, 1 ��NE103V1��//j0
A1153DENC101014, A12030ENC101014, A14030ENCIOlO'r3��C101p1�r0A18030ENCIOIDI4, A20030ENC101014, A20030EN Sj :"5
g r
S11515ENC100815, S12015ENC100815, S14015EbO815e�1•
S18015ENC100815, S20015ENC300815, 5200151ID1008�5, �,8 511530ENC100815, S12030ENC100815, S14030�IC100615, S'% p
S18030ENC100815, S20030ENC100815, SEDOAt7ii CAB15, S2003OPED100815 0
• 0
See appropriate Alpine gable detail for maxlmiwLm unr(RlnforcecI '5 ^ertical IS
"JARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAVINGI
0-IMPORTANT.. FURNISH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to an
follow the latest edition of SCSI (Bulding Component Safety Information, by TPI and SBCA) for safet
practices prior to performing these functions. Installers shall provide tenporory brocing per BCSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom ch
sholt have a properly attached rigid ceiling. Locations shown for pertinent lateral restraint of wel
ALI_�IPFDI
shall have bracing installed per abo sections th J or Det ils unlessapplicable. Apply platesrwise. to each fart
oftruss and position ns shown above pl on the Joint Detn0.s, uMess noted otherwise. Refer to drawings 160A-Z for standard plate positions.
AN lTW C7DMPANY thispdowing, nlynof ITW failure to buAd he truss In Gconffoup rn conformance witnot
RNSLresponsible, oro� li deviation
dung, shipping,
Installation L of trusses.
A seal onthishis drawing so cover page listing shothis m he Indicates acceptance o of professional
nnl
Suite Riverport Drive far an rlrg structure
mil rely for the design shown The suitability per and use of thic:Z drawing
Suite 200 for any structure k responsibility of the BultlYp Designer per ANSI/TPI 1 Seee.
Maryland Heights, MO 63043 For more Information see this Job's general notes page try.org, ICo wwwland these web sl 7)
ALPINE, www.olpinelte.coml TPb www.tpinst.orgl SBCA- www.sbc[ndc 9
STATE OF
I
Yoonhwak Kim, FL PE #86367
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
✓eb Length Increase w/ 'T' Brace
'T' Relnf,
Mbr. Size
'T'
Increase
2x4
30 X
2x6
20 X
Example)
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
TOT. LD, 60 PSF
FAC, ANY
SPACING 24,0'
REF LET —IN VERT
DATE 10/01/14
DRWG GBLLETIN1014
RIGID INSERT DETAIL — REINE❑RCEMENT FOR HIGH STRESS C❑MPRESSI❑N J❑INTS
THIS DETAIL IS TO BE USED WHEN STRESS AT A C❑MPRESSI❑N SPLICE EXCEEDS 75% OF THE ALLOWABLE C❑MPRESSI❑N STRESS PER TPI 1 SECTI❑N 7,3,9,2
❑PTI❑N #1:
APPLY A 20 GAGE MINIMUM METAL INSERT BETWEEN BUTTED ENDS OF C❑MPRESSI❑N CHORD MEMBERS TO FULLY COVER THE J❑INT BEARING AREA.
BEND RIGID INSERT OVER THE TOP ❑R BOTTOM OF THE C❑MPRESSI❑N MEMBER A MINIMUM OF 1r AND SECURE IN PLACE WITH A KEEPER NAIL,
KEEPER NAIL IS TO BE SIZED AND SPACED TO AV❑ID SPLITTING OF THE LUMBER,
'--1,0" MIN
00
o
KEEPER NAIL
RIGID IN ERT
J❑INT
L❑CATI❑
❑PTI❑N #21
APPLY A 20 GAGE MINIMUM METAL INSERT WITH SLOTTED TEETH BETWEEN BUTTED ENDS OF C❑MPRESSI❑N CHORD MEMBERS TO FULLY COVER
THE J❑INT BEARING AREA, HAMMER RIGID INSERT SECURELY IN PLACE AND FLUSH WITH BUTTED END,
00
0
-
`��t�itttrlrrrr►pofs
® PIP
CENS
®Na, 8636kv
+ IGIII+ INSSRT WITH
JOINT RIGI INSERT s ¢.,� A PItS1M OF
L❑CATION 5% Sh°�CD (V❑ID)
STATE OF + A.
rrVARNDIOww READ AND Frw i m, ALL NOTES DN THIS DRAVDRB itF
FURNISH THIS DRAVING TD ALL CONTRACTDRS INCLUDING THE INSTALLERS. �i•
Trusses require extreme care N fabricating, h.ndtlng, shipping, Installing and bre� Referfall..thelatest
�g■NIW13RTANT..
COiCv�C
LL PSF
REF RIGID INSERT
10��1�14
vtlltlon oP HCSI (Building Component Safety information, by TPI antl SBCA> for safety°�
prior to performing these functions. Installers shall provide temporary br.cing per BCSI.
j�+�`DATE
®L
DL PSFpr.ctices
Unless noted otherrise, top chord shall have properly attached structural sheathing antl bottom chor
shall have a properly attached rigid ceiling. Locations shorn for pernanent lateral restraint of websdddd
j t��
�i8i�r+�
BC DL PSF
®
shall have bradng Installed per BCSI sections 113, 37 or B10, as applicoble. Apply plates to ...h face
DRWG RIGINSRT1014
ALPINE
of {ruse andposition as shorn above and on the Joint Details, unless noted otherwise.
Refer to andrtn9sposi ion as for standard plate positions, aJoin
C LL PSF
Alpine, a division of ITV Building Components Group Inc. shall not be responslbte for any deviation from
this dra.ing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, sWpping,
❑T, LD, PSF
AN lTW COMPANY
514 Earth City Expressway
art
installation 6 br..Ing of trusses.
A seal on Ws drarh�g or cover page llsting this drawlrg, Wlkntes acceptance of professional
englneerb,g responsWll ty solely for the design shorn The sultohulty and use of this drawing
u f this
dt
DUR, FAC,
Suite
Earth City, MO 63045
for an structure Is the re n I 1
Y responsibility f the Bu0.ding Designer per ANSI/TPI
For more information see this Job's general notes page and these web sit /
Yoonhwak Kim, FL
ALPINE, wwmalpineltw.com) TPI, rww.tpinst,orgl SBCA, wrwsbcindustry,orgr IM ww.1c s
PE #86367
SPACING
w, a ` '
STRONGBACK BRIDGING REC❑MMENDATI❑NS
BUTT STRONGBACK
BRIDGING TOGETHER
4'
-Qa ATTACH SCAB WITH IOd BOX/GUN
4' -0' 2x6 (0.128'x3.0') NAILS IN 2 ROWS AT
SCAB 6' O.C.
NOTE, IN LIEU OF SPLICING AS SHOWN,
LAP STRONGBACK BRIDGING MEMBERS
FOR AT LEAST ONE TRUSS SPACING
STRONGBACK BRIDGING SPLICE DETAIL
NOTE, Details 1 and 2 are the preferred attachment
methods
ATTACH STRONGBACK TO
ACM
WEB W/ (3) lOd COMMON
O
(0,148'x3') NAILS OR
(4) 10d BOX/GUN
O �28'x3,0') NAILS
ram\
/ / J
(2) lOd COMMON (0.148'x3.0') OR
BOX/GUN (0.128'x3.0'> NAILS AT
TOP AND BOTTOM OF 2x4
SCAB -ON BLOCK, ATTACH
STRONGBACK TO BLOCK W/ (3)
10d COMMON (0.148'x3,O') NAILS
OR (4)I0d BOX/GUN (0,128'x3.0')
NAILS,
O
0
a
STRONGBACK BRIDGING
SPACING REQUIREMENTS
Up to 10'
None re ulred
10' to 20'
1 raw (at center of spyO
20' to 30
2 rows 0 at each 1/3 ts)
30' to 40
3 rows 0 at each U4 DoInts)
Over 40Space
rows at 10' ac. *ts)
0
a ATTACH Sw`m
TO BOTTIP
(2) #10,
STRONGBACK BRIDGING ATTACHMENT ALTERNATIVES
w
rsVARNINGHr READ AND FOLLOV ALL NOTES W THIS DRAVINGI d
-INPORTANTn 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 SCSI (Building Component Safety Information, by TPI and SBCA) for safety
practices prior to performing these functions, Installers shall provide temporary bracing per SCSI,
Unless noted otherwise, top chord shall have properly attached structural sheaihIng and bottom cho
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
shall have bracing Installed per BCSI sections B3, B7 or Hla, as applicable. Apply plotes to each face
LPI N E of truss d position o horn above and on the Joint Details, unless noted otherwise.
Refer to drawings ionIGDA-Zas for n above plate positions.
Alpine, a division of ITV Hultding Components Group Inc, shall of be responsible for any deviation fr,
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN ITW COMPANY Installation 6 bracing of trusses.
A seal on this 51_Ing or cover page listing this drawing, Indicates acceptance of professional
514 Earth City Expressway en ,img responsibility solely for the design shown The suitability and use of this drawing
Suite 242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2.
Earth City, MO 63045 For more Information see this Job's general notes page and these web sites,
ALPINE, wwiaalpinelt_j TPL •ww.ipinst.orgl SBCA, rwr,sbcindustry.orgl ICC, ry
6
WITH
► All scab -on blocks shall be a minimum 2x4
,stress graded lumber."
► All strongback bridging and bracing shall be a
minimum 2x6 "stress graded lumber.'
► The purpose of strongback bridging is to
develop load sharing between individual trusses,
resulting in an overall Increase in the
stiffness of the floor system, 2x6
strongback bridging, positioned as shown in
details, is recommended at 10' -0' o,c, (max,)
me -The terms "bridging' and 'bracing' are sometimes
mistakenly used interchangeably. 'Bracing' is an
important structural requirement of any floor
or roof system, Refer to the Truss Design
Drawing (TDD) for the bracing requirements for
each Individual truss component, 'Bridging,'
particularly 'strongback bridging' is a
recommendation for a truss system to help
control vibration, In addition to aiding in the
distribution of point loads between adjacent
truss, strongback bridging serves to reduce
'bounce' or residual vibration resulting from
moving point loads, such as footsteps.
The performance of all floor systems are
enhanced by the installation of strongback
bridging and therefore is strongly recommended
by Alpine,
For additional information regarding strongback
bridging, refer to BCSI (Building Component
Safety Information),
IM 116Ff
HWAk'`tRr/
,CENS*
66367
s �
y 3 +fir
/A 1 E nl:
°6� �o`D�4L,
I0 eL�DL
4��aH
LL PSF
PSF
C DL PSF
PSF
REF STR❑NGBACK
DATE 10/01/14
DRWG STRBRIBR1014
7LL
T T. LD. PSF
DUR, FAC, 1,00
SPACING
,0
I- VALLEY FRAMING 8, BRACING DETAIL I
R
BC
Lumber Size and Grade Minumum Requirements
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
ce the crippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gered between rows.
(TYp)
innection Reguirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(••) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
3 16d toe -nails
Truss to blocking
4 16d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
° �"`�� —, ""`�`r"' — """ i 13. Collar beam to rafter 416d toe -nails
Purlins required 2'-0" O.C. in absence of plywood sheathing.
GENERAL NOTES CRIPPLE, BRACING, 8t BLOCKING NOTES NOTE: 16d(0.162"x3.5")COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Ion
Trusses without sheathing applied must be evaluated accordingly. nailed w/ 2 -10d (0A48"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge
Purlins should overlap sheathing one truss spacing minimum. of cripple with 10d J0.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length.
In cases that this is impractical, overlap sheathing a minimum Cripples over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress
of 6", and nail upwards through sheathing into purlin with a graded lumber & box or common nails.
minimum of 8-8d (0.131"x2.5") common wire nails. :Narrow edge of cripple can face ridge or rafter,
Effects of -not providing sheathing below a -valley -set— - --- as -long -as -the proper -number -of nails are
must be evaluated by the building designer. installed Into ridge board
This drawing applies to valleys with the following conditions: -Install blocking under rafter if sleepers are not used.
Spans (distance between heels) 40'-0" or less -Install blocking under cripples if cripples fall between
Maximum valley height: 14'-0"
lower truss top chords and lateral bracing Is not used.
-Maximum mean roof height: 30 feet Apply all nailing accordance current require
Nails are commonn wire nails unless
otherwise
noted otherwise N, f4ry
-ASCE 7-05,140 mph, Enclosed, Cat II, Exp B, I=1.0, Kzt=1.0 4y�
Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 1E ���•
a a� VG •
�1 1r •
(A)
(B)**)
HMS
WARN SH Ti s VD Fauly ALL haTcs RS Ttils raAt T � •
aM4tTAMen ARND This BR NO 1 1D ALL ALL.DUS 11ac M DIST•' • -- ---
TC LL 20
30 40 54
REF VALLEY FRAMING
••
Trusses require extrene care in fabrlcotknp, hording, shippkng, InstnllUhr�pg and bracMp ' Refee 11 �kn.;
follow the latest edition of BCSI (&Ackp component Safety Infornatlon,'i�y TPI SBW
y
76 C
TC DL
and foCsSfatTir
practices prior to perfarnkq these functions. Installers shwa provide temporary bmcJng peg SCSI.
Unless noted otherwise' Sop chord shalt have property attached structural sheathing and bol n ciomd
STATE OF
10
20 7 7
DATE 10/01/14
DRWG VACNVIS01015
r1�
Q
shall have a property attached Hold ceKinp. Locations shown fr permanent lateral restrnFit+SF •
as unlessble. Apply proles to encS;
stall have braposi installed per aboBCSve
sections on the
J r Details,
of truss and position as shown above and an SM Joint Detals, unless Hated otherwise.
; Q a;
A ��
:
BC DL 0
0 0 0
Iillll�\\VVI II
��1�
Refer to drawkgs 160A-Z for standard plate poshtlons. ��V.
T `i�
••• < O R 1OP•••
D
BC LL 0
0 0 0
Alpkne a division of ITV Building Conponents Group Inc. shnx not be responsible far ary devl tloMj
\�+�\,`-
•••
Ml RW ODMPANY
this aro.I g arty falure to build She truss h conformance with AasvTri t, r for harnd9t p, Stipp
•r'e•• l\
TOT. LD.30
50 47 61
Installation t bracing of trusses.
A." an this dmwlp r cover, page Dstkp this drawkQ, indicates acceptance of professional
e��er� solely fr the design shown ltr this dro.Inp
\\a
�iONAt •�
DUR. FAC. 1.25/1.15
wltaHtty and use of
fr- stray ucMre h. responsbsh, iavdro nper ANS[/iPi t s.c2
\q\
13389 Lakefront Drive
Earth City, MO 63045
For none knfornatlon see this ;Job's general notes page and these web It—
inLPM m Ipinehw.com0 TFA •ew.tpklslarg, SEM www.sbchdustry.rg, ICD .ww.irsafearg
S
(� 6[
SPACING SEE ABOVE