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:
3205 Trinity Cir
Creekside Plat # 4, Lot 67-- Permit # 2002-0050
DETAILED DESCRIPTION OF PROJECT
REVISIONS:
Original signed and sealed Truss package for change of Truss company.
Permits were from 2017 building code, attached documents reflect 2017 building code
CONTRACTOR INFORMATION:
STATE of FL REG./CERT. #: CRC1327068
BUSINESS NAME: D R Horton Inc
QUALIFIERS NAME: Brian w Davidson
ADDRESS: 1430 Culver Dr NE,
CITY: Palm Bay STATE: FL
PHONE (DAYTIME): 321-953-3162
OWNER/BUILDER INFORMATION:
NAME:
ST. LUCIE CO CERT. #:
FAX:
ZIP: 32907
ADDRESS:
CITY: STATE: ZIP:
PHONE (DAYTIME: FAX:
ARCHITECT/ENGINEER INFORMATION:
NAME:
ADDRESS:
CITY:
PHONE (DAYTIME):
SLCCC: 9123109
Revised 06130/17
STATE: ZIP:
FAX:
FILE
sscs F -
Planning & Development Services
Building & Code Regulation Division
2300 Virginia Avenue
Fort Pierce, FIL 34982
REVIEW COMMENTS
PROPERTY INFORMATION
Address: 3205 Trinity Cir Owner(s):
D R Horton Inc
City / State / Zip: Fort Pierce, FI 34945
Parcel #: 2327-502-0075-000/7 Jurisdiction: SAINT LUCIE COUNTY
Zoning: PUD Lot#: 67 Block:
APPLICATION INFORMATION
Permit Number: 2002-0050
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 COMPLETE
Comment:
ENVIRONMENTAL REVIEW COMPLETE
Lynn Swartzel
Comment:
FRONT COUNTER REVIEW COMPLETE
Lashahna Ingram
Comment:
NOTIFIED FOR PICK UP COMPLETE
Ellen Vaughn
Comment:
PE REVIEW COMMENTS (2) COMPLETE
William Durden
Comment:
PE REVIEW COMMENTS (3) COMPLETE
William Durden
Comment:
PLANNING REVIEW COMPLETE
Jodi Nentwick
Comment:
Automatic Sprinkler System? No
Fax Number:
Email: Melbournepermitting@Drhor
ton.Com;
Bssmith@Drhorton.Com
Date Started
Date Completed
Date Released
2/13/2020
2/13/2020
2/13/2020
2/3/2020
12/14/2020
12/14/2020
2/20/2020
2/24/2020
2/24/2020
2/4/2020
2/4/2020
2/4/2020
11 /20/2020
12/9/2020
12/9/2020
5/13/2020
5/21/2020
5/21/2020
5/21/2020
11 /20/2020
11/20/2020
5/22/2020 12/10/2020 12/10/2020
FILE COPY
Planning sDevelopment Services REVIEW COMMENTS
Building & Code Regulation Division
2300 VJrginia Avenue
Fart Pierce, FL 34982
Page 2
PLANS EXAMINER REVIEW
COMPLETE William Durden 2/14/2020 5/13/2020 5/13/2020
Comment:
REVISIONS
INCOMPLETE William Durden 3/8/2021
3/8/2021
Comment:
TRUSS COMPANY HAS BEEN CHANGED.
3/8/2021
Comment:
ENGINEERING PACKAGE DATED SEALS ARE NOT CURRENT. PLEASE SUBMIT CURRENT DATED
DOCUMENTS. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE.
3/8/2021
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
3/8/2021
SUMMITTED IN ITS ORIGINAL FORM WITH ORIGINAL SIGNATURES. SEE SECTION 107 OF THE 2020
FLORIDA BUILDING CODE.
3/8/2021
Comment:
MANUFACTURERS TRUSS DRAWINGS DESIGNER DATE NEEDS TO BE UPDATED. SEE SECTION 107 OF
THE 2020 FLORIDA BUILDING CODE.
ZONING REVIEW
COMPLETE Lydia Galbraith 2/12/2020 2/12/2020 2/12/2020
Comment:
3W-B'
MOM—
1I__I�
055
1N
11
IN
11!
_-IN
NMI
Total Truss Quantity = 84
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
REFER To EN 1
PACK FOR
CONNECTION.
.t
TYPICAL 7' SETBF
CORNERSET LABEI
AND SPACING
VILE ■ ' OPY
NOTE -
MULTI -PLY (ORDER CONNECTION.
ALL PLIES SMALL BE FASTEND TOGETHER (BOLTS. NAILS. AND O2 SCREWS)
PRIER TO FISTALATION AND BEFORE ANY LOADS ARE APPLIM PER THE
SUPPLIED ENGINEERING SHEETS
NOTE,
DO NOT CUT 13R ALTER TRUSSES WITHOUT CONSENT OF THIS DFFIOL. BACK
CHARGES WILL NOT BE ACCEPTED WITHER PRIOR WRITTEN APPROVAL BY OR
SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC.
877-293-9487
MITE,
ALL BEARING VALLS MUST BE ADEQUATELY DESIGNED TO CARRY THE LOADS
IMPOSED BY THE TRUSS OR TRUSSES, AND MUST BE INPLACE AND IN SERVE
BEFORE THE TRUSSES ARE SET IN ORDER TO AVOID REPAIRS.
Labeled End Mark
General Notes
1) A pm W dad U.9% eat ItPnan and flat
gfd- have We tap lord polo* Pointed 9een
to be iutNed gm, dde w
2) N Ina9ee t be Sihtpaohh HAUSl6 anloe oMeein
hoed.
3) Al mne *odq 6 24 O.C. wAm olMeBx
noted.
4) Per Tnan Plow ef9--81 femmmedatian
pernawd X-Wodnp doid be Dowd at a
ma . spa* 15' N.C. a=om the to
be repeated at a x.* uv of 2D' bdweh each
x-kae thraiyaPd ea ¢ouch,-_
Plmx ,der m BC9-BI for any aA6BoePd bhoft
ROOF LOADING SCHEDULE
TCDL = 7 PSSFF
BCD10 PSSFF
TOTAL 37 PSF
DURATION = 1.25 %
WIND SPD/TYPE- 160
ENCLOSED
BLDG EXPOSURE = C
USAGE=RESIDENTIAL CAT II
WIND IMPORTANCE FACTOR= I.
UPUFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Thmmember deip� &wamtorplates
are demg�wd for ASCE 7-1E and matdmnm
fohms Som1:h wmpo>Kws. a� claddivgs
a� main wind force he9.mng systems.
Ttrse tenses have been v v cwedm wry m
additional 10#psfm n mboaomchwdlm
FLOOR LOADING SCHEDUL
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE . - -
ALL REACTIONS AND UPLIFTS
ARE SHOWN ON ENGUH ERING
WALL KEY
® 0
DESCRIPnON MR. DATE
wr• ux fhwP nave
LOAD/ DESCRIPTION Uff. DATE
e for unt to eetar eta ufP hPnyn
w PDANX fnesr Pert 7/7 a
es av n: ® ewP anve
MCARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G. N. W.
WINTER HAVEN FLORIDA 33880
PHONE, (800) 959-8806
FAX, (80) 294-2488
BUILDER D.R. HORTON STATEWIDE
PROJECT CRffiISIDE
MODEL 1872/ARIA/4EAB
CCA PROJ/MODEL/ALT
7A5/ 320/187ED 02
ALT DESOM UM RM II/ 1= COY UM
OTC
LOT 67 BLOCK
DESIGNER
PAGE
RFS
1
DATE
3 29 17
LA1333988L
Sc
1 4 "=1'
Builder:
Project:
ENGINEERING PACKAGE
DR HORTON / STATEWIDE
7A5/320 CREEKSIDE
Model/Building: 167ED
Lot Alt: �0�
' Lot • Block. •
Address:
...................................................................................................................................
JobNumber:..N333988................ :...................:................. ...........................................................................
mi
Unit:mm.
Revision Date: New Load #: RH01
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
M8rch 13,2019 ALPI!NI7WM
Mr. Bob. Michaelis
Carp6nter.'CohtraictOs of Am6rio,, I hd-
,390Q Avenue G, Norihwast
Wihte;t.HGfVen,,:FL 33880-6201
Re: AlternatiW InstAllations for 6 sindle ply carried Miss with a width less than the hanger width, .9nd.
wood, blocking to:achieve full de M sign load- value for ace-.. ounted..hanger attadhipent "'On.. a one ply
.supporting girder (Reference detail WA37-02)1.
Dear Bob,
For "a single ply carried led truss with a width less than Ahe hanger. width you ca,n in;4411'a. prefabricated jack. sob truss. for wood.filler blockihgi. The chord sizes; .-ph, e Q�d..gTqd. s, and .A.Ipiribconnector plates) to.
d S w - be the. same as the single: ply' carned truss. The prefabricated ill havea.minimum
.length. of 48" and will have a minimum pit6h.:of 5/12, The single ply carried.`trqss shall have..a reaction of
3,500# or less. Attach prefabricated,ja6k:scab.truss withAwo 2) roWabf 0.128'x3ff"Gtin Nails at'2'
0C. per row, -staggered T':(See 'Figure I b6l6W). Please :refer to the Simpson Strong. rTie Catalog. - GC___
2QI,9.
page 216 Figpr0:-3`for more information,
Figure I
Fora single -pi"y-'Itd"er'that requires 'w!Dod blocking* tio,achieve:%fUll design load value for face -mounted
hangers :attach one wood- block M to -'the back face of -'the single ply girder with the same sized and
grade. as the bottom, chbtd. Of the. single -ply girder. T block length to be such that,Ahe*:wbdd
blocking extends to each adjacent panel points :(web8-.Afid bott6m chord intersections); Attach wood
permw,.staggetedl 3.0"applied to the
6760 Forum Drive Suite 305, Oda'ndo; P*L 32821 - (8PO) Z21-9100 -..(86.3 4478685
-www.aIPineitw_,com
1(
i
ALPINE
"'4 awcdkp�w
single plygirderface, with an additional (20) 0J.!$7X3.QGun.Nails at each: panel point applied to 'the,
Wood. blobl<.fabe (See Figdr62 below). Please refer to the Simpson Strong -Tie :Catalog C-C..20.19i
-page 216,. Fio*0.1 for more ihfoftnati6h.
Figurel'
I ...... ... ....... . .......... .. .. .. .. _.......____.... ... .. . ... ...... .... . . .. .... ......... .. ... ......... ... .. . . ...... .. .
The -application of prdfabhcated jack scab truss for Wood filiier:blodking of wood blocking to: achieve MI.
design load value for face�-Moqnt6d hangers. must be:approvedby the. hardware manufacturer:
tuirer..,
All edge .and eriddistarices, aridspa, hof'6ralitlailbbnnettibht'MU8tbesuftic'iL:inttO"PteV6ht-..tPliftihg6f
If I can.be. of any furth.er.assistanpe,-or if you 'have anyquestio.nsi please7g.ive me a call.. .
STATE
William H. M&P.E. 44.
Chief Engineer
AlpineanITW Con pany Z NA1_
Ln-gineering.13ppartmarit
0'rlandoi FL
6750 Fbr'u'm' - Dfiv& Suite:2305 FL.32821 - (800)*5.2.1-9790 - (863) 422-8685
&
ALPINEM� "COW-FMY
April 261-:2019-
Mr. Bob Michaelis
Carpenter Contractors -of Ath erida, Ind.
390.0 Avenue)G:; No west
Wihter HW6n, FL 33880-6201
Dea.r. Bob,.
Re' Str6ngback bridging: 6n fbbftrusses.
I understand -there is -§oftie. concern over our recommendations f6rstr6hgb6 ck. bridging on. roof trusses:
8frongback bridging for roof. trusses is not. a -requirement of:AN SIJPI 2014 nor is it are uirementofthe
13 i � i... .. - ... . ... . .. q
Building Component -Safety Information- .(SCSI). .But z rongback. bridging on roof- .trusses* is
,recommended. by Carl5ehtet-_C6htr6dt4 ...-OfAm6dda. Str6nigbaid`k bridghg-,serves. -the:. following two.
functio'ns;
One, bridging aligns the .bottom chords .after they pre- set .so. they are uniform along the e''ceilih-q
line and heiog'With.c"e.ili'ng-sorviceibility,
Two; bridging reduces e6lativd deflection of. adjabdrit.tr'Uss6s:,
I ri ging. oes -ah� s
Strongback b 'd'" d not: or reduce -overall individual deflection, especially'any roof trusses
t . Mor than 1/41 inch.
deflect .... .. .. ..... tog ... .. ..... . . ..... . __................ . ...... .. ....... . ....... .... .
St bridging in roof. trusses does not se A' fern' i I_ . r pe�'ma'n6ht'bracing �and is not
. rong0ack bridg. Ge ' . I'Ve s POra. 0
.intended to..dj',§tribute* or share design loads -between trusses. Con8equenAly, de lgh loads have:
-been accounted forvith tW.detail and continuous s'tr6*hgback.bHdgihg should notb6 -Attaicihed between
common and g:irder trusses.. The use :of strongback bridging shall not. with other, design
considerations as specified . by the Ehgihiebr'*Of Record or the Building: Designer.
The outer ends of 8trorigback bridging shall be atta hed.to a: wall or anothersecure end.restrAint -or
as speciried:.Py the Engineer of Rebotdbrthd BUildino.136sigrib . r.
Strongback bridging be f�t- minimum *o 2X6 nomi bi lumber. oriented with the depth vertical: Attach
9 n epth vert;
with (3) 16d -common nails (0.1'62"x3h:-51 nails at:. each intersecting thembet. VVhen extending the-
strongbatk bridging overlap by at. a.minimpm of two trusses. The Jocatkpp� of the.. strongback: bridging,
n 6f Designer. -Please' -refdrto
maybe: specified �by'the-Trus's M.an'u'factur*6r,. Engineer Record,. or Building De 'i
1§681 iSirOng'backing'Provisions" or to Ajpine.'..,MBR10k.T.014 detall for more. information. The. graphic
!§hoWh (FidUre. 1) is� fdrgen' iarld IllustrAtive-pUrpose only.
6750 176rurn DriveSuite 305, QdMdo, FL 3282 1'- (800) 5214790.- (863) 422-8685
*W—mwoin&itvv.corn
ALP . INE.
I(k T. s AGt by ti I e..j
Fligurej,
If I.-canbe of ah futthbe aini�tatice, or-if.ypu*,have:any. questions, pleasegive.
y me a call.
VVilkiin. H. Knck- P.E.
Chief'Engineer
Alphe an ITW:.Cp.mpanv
Engineering Department
-Qfl6n.da; FL 3282
Forum Drive Sbite,,365, Gd6hdd, FL 32821 4 (800). 521**-9.7-90* - (8153)..422-L8685'
wwlalpheil .QOrTi
S.TRb,N63ACK BRIDGING R-EMM
"ITT.STRONGBACK
:BRIDGING TOGETHER
13
ATTACH SCAB WITH'10d:BIIX/,GUN
(OAPEVx3VAILS IN ROWS .AT.
W '"V 6W ). NAILS
:SCAB .64 O.C.NOTES -.'IN LIEU::OF; SPLICING. AS SHOWN,
LAP'STRONGBACK-:BRIDGING MEMBERS
FOR:AT LEAST ONE TRUS:9,,SPACING
ST.RONGBACK'SRIDGING: SPLICE DETAIL
STRONGBAQIK DRIMING ATTACHMENT ALTERNATIVES
AN III CWPAW tj7kFjrj;f 71;:
63043
MENDATION.S
rp- All scabr-.on blocks -shall, be.:a.minimum. 21X4:
'stress graded lumber;'
sp-ALL st�r-ongback bridging and bracing shall be:.
minimum 2x6 '.stress,- g!-*qded, ImHbe0o%l
0-The purpose of stron6back-:br1ci6Ihq1s, to.
d
evelop load' sharing trusses,:
resulting In an overall Jn&06.sg- In the
5� r -systemi .2>e6'
s mess :of he. floor.
strongback brldglng; positlohdcl. ids �-shibyij •In
details, 'Is recommended at 10' =01*.o.c. (max.)
i
jm..The terms: or .- 'bridging' and :br'6cIhg'. :are sometimes .. g. ..,
mistakenly 'usec['- angea*. * "BracIhg'% Is. ..(in
Important structural r,;equIre meht of any floor
Or roof system, Ref,et-' A,o. -the: Truss. Design
-Drq;*Ing (TDD) T 60, "the' bradnb ftequir'6m.*e nts -for
each n ,truss component, 'Bridging;' ac i_Q1IVIdU.4.
particularly 'strongbq. W bridging' A' s :q:
rec6mmehda_tJdh- for a :truss system to, help
control .vlbratlorh. In: addltion:. to :aiding.. In the:
dlstrlbutlon of point' loads IpOtW.e6h adjacen-t
:truss, strongback lor"IdgIng servesto: reduce
ors
.d
7j-po—
bounce. Or restRUal vfvratjph. re:5Wvt1ng, from
m Ov Ing pq!,ht lbqdi�j :such as foo+s.t 4C eps.
The performance of -all floor :systems
tems -are.
enhanced* by. the. Im.;t-allatloh of strong4ack
bt-4c.1gIng and therefore is. -strongly recommended
by -Alpine,
For additional Infdo-matiori i,ebqrdMg. -strongbaqk
bridging, ref er t; JP - .13jOSI * :(Building g Component
-
Safety Information).
V)%,
LL:'
PSF I
No*. 70861.TG�gDL,
PSF 1
)1
L
U
PsP
3. T-A F-
.4
PSF
4 1
.......... .
-0- :D SHORING Q.,..ETAI;L,'
-KAIEWT-Al. 'WF-1414IN MORE
.-M t X.1-MUR
:PLATrS AND.:
T BE' NU -PLICO-
At
a
Cracked or Broken
This drowing 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) to Minimum nalling distance on each side of damaged area (B)
(S) = Two 2x4 or two Ex6 side members, same size, grade, and
species as damaged member, Applyy one scab per face,
Minimum side member lengths) = (2)(L) + (3)
Scab member length (S) must be within the broken panel,
Nail Into 2x4 members using two (2) rows at 4' o,c., rows staggered.
Nall Into 2x6 members using three (3) rows at 4' o,c„ rows staggered,
Noll using 10d box or gun nails (0.12810', min) Into each side member,.
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade 111 and MSR grade 1650f.
This repair detail may be used for broken connector plate at
mid -panel splices.
This repair detall nnyy not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tie-in loads,
S.
L L
�Tr yplcal
+ o + o + o + o
O + O + O + O +
St2'
agger
Back Face loci Box (0.128'b x 3', min) Nallsl
= Front Face 2x6 Member
- Trl lee Row Staggered
Nail Spac(ng Detail
Member- Repair Detall
Load Duration = 0%
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#
B004
Web Only '
2x4
18'
975#
1055#
1295#
14150
Web or Chord
2x4
24
975#
10554t
1495#
1745#
Web or Chord
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
30
1910#
1960#
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36,
2470#
2530#
2930#
3# 210
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
43954
4500#
5225#
5725#
Web .or Chord
2x4
4Br .
3460#
1 3540#
4070#
4445#
Web or Chord
2x6
5165#
1 5280#
6095#
6660#
Hlnlnum
L Distance
e
L
S
L
- L
Mhtwn D A
L ;Distance
\I L
i
HlNnun E L
L Dleinnee
moVARNIN01a READ AHD ra.Lry ALL NOTU ON MM DRAVIN01 REF MEMBER REPAIR
swWORTANTrw FURNISH IRIS DRAVDIO TG ALL CDNTRACTGRS INCUMING 7W INSTALLERS,
7russes require sNtrene care In fabrleatlnD, halAkv, shlppl Insiali and braelno. Refer to and j DATE 10/01/14
follow the latestul rallon of 30SI SOX Component Safety n oMotlon, by 7PI and SBCA) for safety
pprraaZes prior to perfornln8 those functlont. Installers shod provide.tempo nry �braeN psr 7CSL
Unlis: noted otherrleo, L Chord shall have properly attached structural shea,uw anribottom Chord DRWG REPCHRD1014
�w omit have a properly at Had rlold 4rllr+o. Loeatlons shown for Permanent lateral restraht of webs
Q TTTO�� shall haVf braeMO Installed per I se 13. 87 or 710, ar apfudablp, Apply plates to each face
of truss and pposition as shown above and on ihr JoInt Detoilt, umess hater otherwise,
Rotor to drawalos IsaA-2 war standard plate position,
Components Ore Inc, shaLL net be res nslble fora devin}kx, from .
A he a cWlsinn of ITV JuXPo oup
AN RYV WMPANY Al
drawlny any /allure is build iM truss M eonfornenn with ANSI/TPI I, w for V+and D. shIPPMO,
hstana k' m ethic d a Of irusns.
A eeol'en this draaft or cover pape Uatime ills drawl,. Indcntes acceptance of profrsslonal
rnphrs,*,a rw�onlbllll solely for the design shown The adtahelty and use of this draving
17700 LskeOonl adve far °ny strucwre Is t�ia rnpons"Ity of the IMLMG Desgnor Per ANsvhPl I Sree. _
Es th cky, Mo 13045 For man Infornatlon see thlr Job r prneral notes ppopCe OAd t»ete web sites SPACING 24,0' MAX
ALPIND rw►I ntlaw,eenl TPL vwe.tpkistorDl SDCN wwWsbeUfduetryarp) 1CG wermesare,ars
Purirns/ . L;q
.1 RIdd.F-
BOARD
axi)
Haight-- I .., ,r!;
Valley a-.rnAx
Ui
M
GqLLAP. BEAM,.EVEAY TPAPA
FAIKOF RAFTERS
VvTo's
ZM-Pprilnnke dk" 194.8 1 A7HlNi1;(r/estgned by others)
4t 8,�,.kjja rjAjj u�"Yds ffqdUgWbfieath16q kita'Pudin w th a
. *
p.,of:1-Sd
!niq�
jie,ctS:iri(,6fp. rvV difig sheith nbUlc- X.Vailly.70
mirdvf e A,
'p"O P§
afsl6ng A61ha 4propefatt
m - U '. $(66fe'valit'al4a
*
4ns ta([.b6lciarigunder e
alt'rialli•'l�.lri 'v'",
-Max[Mu(n rfio.Anlgif helght; 4-A-I?pt.
F6imT*nbn'�'Apply
1A Mphi-Fnclb-d' cat it,
muC9
TR(it$- -
TRUSS UNDER VALLEY -FRAMING
t VXLL6 RAFTER..C)R MODE
1Mpoleb,41--1dr-30 psf J:rL)'gtnd26 PSIf (.TD) Mak.
*
'?.lilt exch f" -the vW1 ays br-sloopem
w ark( .. n . V. hiw itiat crtpote focatiops are
pro,a,bamw rows,.
Typ)
VAL4
Fko V PLA N.-
C�oq.640'06n lk'6qulvam- ent-'NoWs
AMchtfient-0i
I .-fidln . ad -criredtly
7.
3. il 0. 0 1 eld, f.g fi i:i
4-20to"ills
'416dtoe,naft
.
4,
14 AL.
426dtoe4alk
5. -Swepdi
4*16dtd&r%a11s
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4 164 toe-nM
• *EMAS•RPiMH
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to (T"j-
416d,toc-AW4
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4-4cP-tav"11i
r='to ddo,"We-
4-16.d.t0e-.h41b
=Crlopwfb-potlin.
316d-t4"
.(ApT LEFPERS.ARE USED)
13. eam#.; -b'
4 16dlt0e-nalls. -
NO7Efit,4•10t6:0*-4'4)-CC)tAM1DN'NA1
zx CM01PIM.
miev- ac.- must be-90% of crMejength.
by rafter..
are
;.are.nat used,. !
i64xali 14t� 4n- I
WWAMNgh-WA NO: F&UN,
W
No. 0801 nqtwAwwkLpAwsLj,tr= zpAvM 10-1.
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Simpson Strong-TfeO.lrl7ood •Coostructron Connectors' SIMPSON
x.
yid � •� � '.� _ r .r
H]
R]
......................................................................................................................................................................................................................................................................................................................................................--..._.._._................................................................................
G
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
(14) 0.148 x 3
-
701
1,660
1X05' 1,805
1,425
1 555
1,555IUS2.56/16
- 2%
16
2-r;
khMin.
ax.
(16) 0.148 x 3
-
1,80
,805
'805 ' �'
S
S_,
1,555
21h x 16
MIU2.56/16
- 29/is
157A6
21/z
-
(24) 0.162 x 31/z
(2) 0.148 x 11/z
230
3,455
3,920 4,045
2,970
3,370
3,480
U314
• ✓ 29ti6
101h
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11/z"
970
1,945
2,205 2,375
1,675
1,895
2,045
HU316 / HUC316
✓ 29/i6
141/6
21/2
-
(20) 0.162 x 31/z
(8) 0.148 x 11/z
1,515
2,975
3,360 3,610
2,565
2,895
3,110
IBC,
MIU2s56l1$ .
'' .. 2916
177tis :.
21h
: -.
,(26) O''.162x 3?%;.
` (2),0148 x i,'Iz `
-,. 30
3.7a
;4;095 4"t345
3,220
.3,480
3 480'
LA
21h x 20 M11-12.56/20 I 1 1-1 - 129/6 197/16 21/z 1-1 (28) 0.162 x 31/z 1 (2) 0.148 x 11/z 1 230 14,030 14,06014,060 13,465 1 3,495 3,495
21/zx22 ' MIU25U/20 �'""�' ✓ 2§46 19'l+6: 21h - (28)0,1621t3"!z' (2)0148x'/z "230 4,030 4fl60`4060 3465 3"4953495'
t4 26'
29/6 x 91/4 29/16' wide joists use the same hangers as 21/z" wide joists and have the same loads.
to 26
a ,vm {g+ ) v.&Iv, n.,r4L;W �iS 1 y r nu A:.3W 3l v,�r.0 N, c,,v ,,vu.� .a,vvv IBC,
�HI.12'12-2NUC212-2
IU.12/11 3Ya 111/a 21h - (20) 0.162 x 3Yz (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL,
3 x 11 �/6 -. ✓ 1 31/a 109/6 21/z Max: --(22) 0.162 x 31/i (10) 0.148 x 3 1,795 3,275 3,695 3;970 2;820' '3,180 3,425 LA
'
HUC3 2511 `.
�.,..
•
1cs gag,
z
-
/e glularTt
'HUCO210 2 SQS „
. •„
('la 9= '
3 "
=
"(12 1YV x 21h" SQ$
, (6) y/4' x2"Jz„ SQS
�5
+,:)Ta
4;415 i 4.a10
;k (.tS `a,77i1"i :a;71iJ
FL
HGU33:25�10 ..-
•
) 311aj Ss/a
4
,-
{46),0162x3?1ae
{16}0'�2'x31/ii,
'4,095
9,110
9,�09,100=7,825;3,825,%825,',
IBC,
lns ''
ziA "
i An y`44 '�1� '
s ridn
a nnn
1 deFin a enri
i'ii"nu� I u riQ0i It np
FL
31/z x 51/a HHUS46 1- 1 3s/6 J 51/a 1 3 1-1 (14) 0.162 x 31/z (6) 0.162 x 31/z 11,320 2,785 13,155 13,405 12,39512,715 2,930
HGUS46 • • - 13s/a 1 0,; 4 - (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,360 4,885 5,230 3,750 14,200 4,500
. ... '..:L]I.IC.10, _. .. . _ � �, , s�SOh C1Cl_ +f - FC\f1 af/1 ..OYl--:., IMlt-I h,', .. Ifil 'rvf jfl. 1"C/i[n 4 tli'Gi: 4.i1H'1 1"xf iC't,{'tCL'. �'-1 "rnP
IUS3.56/9.5
- 3% 91/z
1 2
1 -
(10) 0.148 x 3
-
70
11,18511,345
1,455
1,020 1,160 1,250
MIU3.56/9
- 39H6 81%A.
21h
-
(16) 0.162 x 31/z
(2) 0.148 x 11/z
210
2,305
2,615 2,820
1,980 2,245 2,425
U410
✓ i 39/16 83/8
2
-
(14) 0.162 x 31/z
(6) 0.148 x 3
970
2,015
2,285 2,465
1,735 j 1,965 2,120
HUS410
• •
- 39/46875As
2
-
(8) 0.162 x 31/z
(8) 0.162 x 31/z
2,990
25
2,420 2,615
1,820 2,070 12,240
HHUS410
- 36/a 9
3
-
(30) 0.162 x 31h
(10) 0.162 x 31/z
3,565
35
�7,4
6'380 6,445
4,845 5,486 5,545
31h x 91/z
HU410/HUC410
• •
• ✓ 39A6 8%
21/z
-
(36) 0.162 x 31/z
(12) 0.162 x 31/z
3,235
60
7,460 17,460
6,415 6,415 61415
H000410-SDS
• •
- 3% 9
3
-
(12)1/4" x 21/z" SDS
(6)1/4" x 21/z" SDS
2.265
4,500
4,500 47500
3,240 3,240 3,240
HGUS410
• •
- 3% 911A6
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100 9,100
7,825 7,825 7,825
IBC,
LGU3.63-SDS
• •
- 3% 8 to 30
41/z
-
(16)1/4" x 21/z' SDS
(12)1/4" x 21/z" SDS
5,555
6,720
6,720 6,720
4,84014,840 4,840
LA
MGU3.63-SDS
• •
- 3% 91/4 to 30
41/z
-
(24)1/4" x 21/z" SDS
(16)1/4" x 21/z" SDS
17,260
19,450
9,450 9,450
6,805 16,805 16,805
46 See footnotes on p.150.
Simpson Strong-TieO Wood Construction Connectors
SIMPSON
Adjustable Truss Hangers
2�``1EERf0
W
9,
E
This product is preferable to similar connectors because '
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2.models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
Install top and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
the THA29, nails used for joist attachment must be driven at an
angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
35/e" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
1314' for
THAc422
for
422.2
426-2
THAC422
Face nails Top nails
per table per table
13/i typical
2W for THA422'2
andTHA426-2
THA418
2 Y4'I
L °Sf
I"W 2tr;
THA29
Double 4x2— 2 face nails
Use full table value (total)
Single 4x2 �. i 4 top nails
See (total)
nailer table
y' Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps maybe installed straight
or wrapped over with tabulated
face nails installed into top
and face of head(
® i Double -Shear
Double- j Nailing Dome Double -Shear
Shear Side View; Nailing Side View
Nailing a Do not (Available on
Top View bend tab some models)
Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
.yP.
Top Flange Installation
er to
tnote 5
p.187
86
1
Simpson Strong-TieO Wood Construction Connectors
THA/THAC a s
.... .......----- —....
----_----_......_..................................__-...-...
.................. .. ----- ................ --... ...................---........ _...- ................. r
Adjustable Truss Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
0
'1
wu nmiyc ucpui Y a Carried Uplift F!90[ Snow Uplltt I-IOOr_ 5noW
W H C s (m) (in) Wind Wind'
Top face, Member" _ (i60j (100) (115) �125/160j '(160) (100)9 (115} (125/160)
�W
THA29 18 15/s 911/16 5'/a 11/z — (2)0.148x3 (6) 0.1480 3 (4)(1.1480 525 1,750 1 1,750 1 1,750 1450 11,330 11,330 1 1,330
23/s — (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1 2,610 1 2,610 2,614 1 450 1 1,985 1 1,985 1 1,985
THA218
18
15/s
17Y6
5%
1 2
1
(4)0.148x3
(2)0.148x3
(4) 0.148 x 1'/z
11,460
1;460
1,460
—
1 `1n
,t i0
1:110
IBC,
THA218 2 .
.
�16
3'/s�
1 T1/a
8 :
° 2
`�
(�}} -0,162 x 31h
�(2} 0162x 31h
(6) 0.1 d$ x 3
1 8:
l 99's
1 91
-
_�t U
!„ i
j>5) ' "
FL,
THA222-2
16
31/a
223/1a
8
2
—
(4) 0.162 x 31h
(2) 0.162 x 31/z
(6) 0.148 x 3
—
1,960
1 995
1,995
—
1:490
1,515
1,515
LA
THfi413
18-,.
,3%
13%6
41h
2
—
(4) 0148 x 3 `
_, (2) 4:148 x 3 ,
(4j `0.148 x 9
—
1 DSO
i Z'D
` 1,530,11163
1,165 '
1,165
THA418
16
35/a
17'/z
77/s
2
—
(4) 0.162 x 3'h
(2) 0.162 x 3'/z
(6) 0.148 x 3
—
1,960
1:995
1,995
—
1;490
1,515
1,515
THA422 ;
16
35/a
22
TA
2 . •
-
(4) D.162 X 3'h
(2) 0.162 x 31/z,
(6)-0.148 x 3 .
_—
1 9 0
TM
1995
—
:,4 6
1 15
1.515
THA426
14
35/e
26
77/a
2
—
(4) 0.162 x 3'h
(4) 0.162 x 3'/z
(6) 0.162 x 3'h
—
2,435
2,435
2,435
—
2,095
2,095
2,095
THA422 2
;1�4
7�a
22"/s
9a/a
' -2
— -
(4)'0.162 x3'h
-4)°0.1f;2 x'3'h`
(6) 0.162 x:3"h
3 330
3,330'
,` 3,330
2,865
2,865
•2;865-1 '
FL
THA426-2
14
71/a
26'/s
9a/4
2
—
(4) 0.162 x 31h
(4) 0.162 x 3'/z
(6) 0.162 x 3'h
—
3,330
13,330
1 3,330
12,8651
2,865
2,865
THA29
18
15/s
911/6
5%
—
9"fi6
—
THA213
--18,.1a/a
'13%,
'5'/2
—
:13�is
—
THA218
18
15/a
171A6
5'/z
—
17'As
—
THA218 2
a16,
3'Ja.171'tis
'8
— `
14'/s
—
THA222-2
16
3'/e
22Yis
8
—
14'/s
—
THA413 -
18
35/a':13346
41/z
`—
133/a
THA418
16
3%
171/z
77/a
—
14%
—
THA426 114 1 35/a 1 26 1 77/a I — 1161/s I —
THA426-2 1 14 71/4 261/s 9a/4 1 18 1 —
(16) 0.148 x 3 1 (4) 0.148 x 3 1 525 1 2,265 1 2,265 1 2,265 1 450 11950 11950 1 1950
(14) D:148 x"3
-(4).0'.148 x 3
" 1365
4
2,340
2,450
13U
. 'tk u
10
2105
(18)0.148x3
(4) 0.148 x 3
855
2,450
2,450
2,450
735
2105
2105
2105
22) 0.162 x 31/z
.
(6) 0.1$2,x 3?h
1,8 55
3,$l 1
"3.31P'
33 31.0 '
1, 595,
".� 5t `
2,'345
2,845
IBC,
_FL
?2) 0.162 x 3'/z
(6) 0.162 x 3'/z
1,855
3:310
3,310
3,310
1,595
2,845
2.845
2,845
LA
0.162 x 31/z1(6) 0.162 x 3'/z1 1,855 1 3,310 1 3,310 1 3,310 11595 1 2,845 1 2,845 1 2,845
0.162 x 3'/z (6) 0.162 x 3'/z 1,855 14,415 14 480 TI 4,480 11,595 13,795 13,8551 3,855
0.162 x`31/z (6)0:16 'x 31/z 1 855�520 I, 5.520 1.595 4.445 4.745 4.7451 FL
0.162 x 3'/zl(6) 0.162 x 3'/zl 1,855 15,520 15,520 I 5,520 11,595 14,745 14,745 I 4,745
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h° min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specked 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 11h° nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange hailing 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.
LUS/MUS/H US/H H US/H G US
Face -Mount Joist Hangers
�G��1EERf0
W c
v,
E
This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost or a combinatio of these features.
'lie double shear hanger series, ranging from the light -capacity
LJS hangers to the highest-capacityy HGUS hangers, feature
;nnovative double -shear nailing that distributes the load through
two points on each joist nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table bads.
Not designed for 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
Double -Shear Nailing
Side View
Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
some models)
1' for 2x,s
1% for Vs
a -
y o
o.
r
LUS28
HHUS210-2
t'VIHIGUS28-2
s't
MUS28
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
Mm
bJmens!onsin)
Fasteners ••
Model Heel '
No HeJght_
Ga
11tt
H
�ar�ymg E Carried
Member ° Member
}
Single 2x Sizes
131a
(4) 148 x 3 �2) 0,118 k 3 �:
1&
1 9A6
" 43/4 _'."_1.31a
4} fl 148 x 3 , " ;(4)"OM x 3,;,,, <;
MUS26
4"A6
18
1 9/16
53A6 2
(6) 0.148 x 3 j (6) 0.148 x 3
HUS26 j
45A.
16
15/a
53/s 3
(14) 0.162 x 31h (6) 0.162 x 31/2
'
46 W
1 s 151a -
P 531s ;5 r
(20 :15:162 x43'h' ` 62 x 31h -'
43$e :-
18 "
9 19A ,,,
.,
( "65/a 1 -a%a
(6} 014$ x 3 :- ' ", (4) 0;148;7t, 3
65A6
18
19A6
613A6 2
(8) 0.148 x 3 j (8) 0.148 x 3
61/2
16
1 s/,,
7 3
(22) 0.162 x 31h (8) 0.162 x 31/2
KHGM210-['-
6ati6
12
15/a
71/a 5
(36) 0.162 x 31h j (12) 0.162 x 31/2
"'„ 4yla. ' .,,1$
„'t
1'6
""„71316 13fa
(8):(i1A$x3.' "`(4}' 0:148'x3. "'
"$�/s- n 8,,,y6,°
j 1ala"
°0.9 „3 "1(3Dj;062x1Zo
(10�,0.16231h`
M `
12
r 15/s
9'A `; 5',
(40):0.162 x 31/2 "'. = (16) 0 :16 2 x
1. See table below for allowable loads.
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
t with Strong -Drive® SD Connector screws.
See pp. 335-337 for more information.
1lF Allowable Loads SP Allowable Loads SPF'/HF.Aliowable loads"
Models - Code '
No W Up(ift� floor , Snow Roof ' Wmd UpIJft1 i 'floor Snow foot Vt[nd Uplifts Floor Snow Roof - , Wind Ref .,
25) (12
Single 2z Siies
_
,
?
s"
.3s0 495,
;"LUS24
565
605
LUS26
1,165
865
990
1,070
1,355
1,165
935
1,070
1,150
1,475
865 635
725
785
1,000
113C, FL,
MUS26
1,.{�
if295:'"."
1,4 6
1,560
l,w6f}
r,
405
•.1560
„1 {}:
1F 5ii"
810 ' 955
1,0901
-1,1$tl"
5 :,
LA
HUS26
1,320
2,735
3,095
3,235
d.2.35
1,320
2,960
3 280
3.280
3,280
1,150 2,350
2J,60
2:780
2,780
,kUS26L
5'
4 840""..:'4,850
5,170
5,390,-..
8 r5
4,690
; 5,E7
:3 390
5;396
77�57 2,25 a
"3,616
3,870
3,985 -
IBC, FL
LUS28
1,165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1,465
1,730
865 810
925
1,000
1,270
0 ,
7_
7;975MU928
(, L,
1,4552
1
'
"�5,
IBC, FL,
LA
HUS28
1,760
4,095
4,095
4,095
4 095
1,760
4,095
4 ;95
4,095
4,095
1,480 3,520
3,520
3,520
3,520
140928
;.1,650
Z,o
:_7,275 =
7275 ,_
7275
.`''.lcro„
.` �,.;
7275
7,275.1..320
"?5?`
�3,82
,3,91�a
.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,
HU5210a
. 2 ? a ..
o
,'95'`
�.:'
3, 3C -
r,° ray -
30C,
' r 7 0
c,�
2;821-
LA
HGljS210
2,090
I,100
9,100
9,iii0
9,100
2,09i}
�i .GO
4; 0;}
9,..;0
9,10i}
1,5 5 6,340
6,73i}
6:73fS
6,730
1 iBC, 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 cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
Acute
- side
bpecny angle
Top View HHUS Hanger
Skewed Right
Qoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
94
LUS/MUS/HUS/HHUS/HGUS
These products are available with For stainless Many of these products are approved for installation
ED additional corrosion protection. steel fasteners, @ with Strong -Drive® SD Connector screws.
For more information, see p.15. see p.21. See pp. 335-337 for more information.
I
7171
SS•
a
Double 2x Sizes
B45 1 1;070
HHUS26-2 4-516
14
1 35A6
53/6
3
1 (14) 0.162 x 31/2
(6) 0.162 x 31/2
1 1,320
2,830
13,190
3,415
14,250 11,135
12,435
12,745
12,935
3,655
HGUS26-2 49/i6
12
1 3-A6
57A.
4
(20) 0.162 x 31/2
(8) 0.162 x 31/z
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170
4,445
4,795
LUS28 2 49f6'
< 18
31/a,`.
. 7
2
"-(6} 0;162 x 31h.
, (4) 0.162.X 31/z °
t%&
1,315
1,490
1,610
2,030
910
1,130
1,-280
;385
1,745
IBC, FL,
LUS210-2 6MG 18 31/s 9 2 (8) 0.162 x 31/z (6) 0.162 x 31/2 1 1,445 11,830 12,075 12,245 12,830 1;245 11,575 11,785 11,930 12,435
HHUS210-2 83/a 14 3-516 87/s 3 (30) 0.162 x 31/2 (10) 0.162 x 3'h 3,550 5,705 6,435 6,485 6:485 3,335 4,905 5,340 5:060 5,190
HGUS210-2 89A, 12 A6 9 ii6 4 (46) 0.162 x 31/2 (16) 0.162 x 31/24,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825
Triple 2x Sizes
'r7UW?4973 ,.;<:-,,.
4'Ti6•
S,'I L,
I '+m6-"J%2
1
1 k4Vyu..IOLX3Y?;
;, �OJVJOZ'XlO%z•
,6,I3J
4,J4V,.
9,4JU
J IIU-'J,J/J
I,BJJ:S3,13U
4,1J.0
=4,44J
'+,Iuz)
IBC, FL,
HGUS28 3 ° _`
61� 6,
'12
415fis
7114
-'`4
t36).0162 x 31/zi
(12) 0162 is 31h
3 235
7460
%460
7;460
7,460
2,780
?6,415
6 415=
"6.415
6,415;
LA
HHUS210-3
83A
14
4t71A.
87/a
1 3
1 (30) 0.162 x 31/z
(10) 0.162 x 31h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
811i6
12
415A6
91/4
4
(46) 0.162 x 31/2
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
HGUS212 3u t
' 105/e"
; 12.E
.41.SIis,
103/4
4,
',(56) 0.762,x 31/2',
(20) 0.162 x 31/2
'z,695
9,045 ,
9.04S,
9.045
%045
4,900
: 8u
t l
7,78'0
, 7,780
7,780
IB �p L,
Quadruple 2x Sizes
,HGUS26-4: 51%z =,12- 69A6' S Ar, 4' .(26).0:162 X 31/z 8) O.ifi2 x'31h, 2xT55. 4;340` ,4,850 , 5;170 5;575. '1,855; 3,730; 4,770 4,44'5 4,795 IBC, FL,
HGUS28-4 7%4 12 69A6 73fi6 4F (36) 0.162 x 31/2 (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA
HHUS210-4 1 8Na 14 61/a 87/6 3 (30) 0.162 x 31h (10) 0.162 x 31/2 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL
t�0 Ir8 IBC FL,0) 0162 X 3 h i695 045.' 9 6464a J-8,49 46I
LA
2)O.l62x3112 :5;695 10,125a0,1251012510,125 4,906 8.710 1 8710 1 8,710 18,71 0.
4x Sizes
IBC, FL
LUS48
43/a
18
3146
63/a 1
2
(6) 0.162 x 31/z 1
(4) 0.162 x 31/2
11,060
11,315
11,490 11,610
12,030
1 910 11,130
11,280
11,385
11,745
1 IBC, FL,
HUS48
6'A
14
39AG
7
2
(6) 0.162 x 31h
(6) 0.162 x 31h
1,320
1,580
1,790
1,930
2,415
1135
1,360
1,540
1,660
2,075
LA
HHUS48
I 61/z
14
3%
71/s
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
1,760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
6311.
12
35A
71A6
4
(36) 0.162 x 31/2
(12) 0.162 x 31/2
3,235
7,460
7,460
7,460
1 7,460
2,780 16,415
16,415
6,415
6,415
HHUS410
; "'
=•8?la
14°
'3% 1
9
3 ''
(30) 0.162X3112
,;(10) 0.162X 3�2
1550
5 705
:6435
1 5,485,
6 48'
26`
4,905
5;535
5,576.
5,575.
HGUS410
',''
"87hs''
12
-35/a''91/i6-
4,-
(46);0.162x31/2
-(16)0.162�[31fz
a4085
9,100
9,1b0
"9,100
9,100
3,520"'7,825
7;825
'7,;825
7,825
IBC FL,
LA
HGUS412
107/I6
12
35/a
107/,.
4 1
(56) 0.162 x 31h
(20) 0.162 x 31/2
5,695
9,045
9,045
9,045
9;045
4 900
7,780
7,780
7780
7,780
HGUS414
117/I6
12
3%
127/i6
4 1
(66) 0.162 x 31/2
(22) 0.162 x 31h
5,695
10,125
10,125
10,125
10,125
4,9001
8,190
8,190
8,190
8,190
Double 4x Sizes
FL
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11/2" 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 -Tien 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/a". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/8" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
N Finish: Galvanized
i
Installation-
C• Use all specified fasteners; see General,Notes .
• Can be installed filling round holes only, or filling
V 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
4...... Options: ...
0. • 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. i
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
Many of these products are approved for installation with Strong-Drivee
SD Connector screws. See pp. 335-337 for more information.
� 13/4"
HTU26
Typical HTU26
Minimum Nailing
Installation
�r/a° maz. gap 6etWeeifehd of`-'`
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
2x Sizes
SIMPSON
:,.
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
HTU28 (Min.) 37/a
V%
71At6
31/2
(26) 0.162 x 31/2 (14) 0.148 x 11/2
1,235 3,820
3,895 3,895
3,895 1,060
2,865
2,920
2,920 2,920
IBC,
FL,
HTU28 (Max.) 71/4
15/a
7%
31/2
(26) 0.162 x 31/2 (26) 0.148 x 11/2
2,020 3,820
4,315 4:656
5,435 1,735
3,285
1 3,710
.1,01055 4,675
LA
HT11210.(Mih:
,' : 371a ?
1 Sla
9hs
31/2
(32) 01fi2;x 31/is -r(14) 0 14$
x' 3`?%2
'�,330'.. " ,30.,
! 1,3 .:,30t1
.uJ 3 . 1,145",225
'
3 >2 ..1225
° 322
HTlJ2ifl (Max) x,19'Ig><. 1 /a ;°9111s' 31h {32) 0.16�x3?l2 ,{32j 0 i48x,1?h 3,375_ 4,705„f 7){ ° -99_ 2 850: 4,045,;. 'tf ii,t) ' 515fi°
Double 2x Sizes
HTU26-2 (Min.)' ...
yTJJ26 2 (Max j
S
,., 511t '
30
3�As
"Srfs
� 5t%
•31h,
'3112
',(20) 01 2" t 3'lz (20), 0148x„ "
2;175`,1.2;944
=3 20 "°3 80
4 8f .1,87Q
2,530
z 8 v
38� , 3 855''
HTU28-2 (Min.)
37/a
35A6
71/6
31/2
(26) 0.162 x 31/z j (14)0.148x3
1,530 3,820
4,310
4,310
4,310 1,315
2,865
3,235
3,235 3,235
IBC
HTU28-2 (Max.)
71/4
3` 16
7116
31/2(26)
0.162 x 31/2 1 (26) 0.148 x 3
3,485 3,820
4,315
4,655
51825 2,995
3,285
VV ;
.4_ 1, &,o'1+=?
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Upfrft 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 1/2", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector' software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
96 8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
U
Z
Z
Z
a
0
0
U
w
F
Z
Z
O
Z
0
a
CO
CO
rn
0
N
0
rn
0
N
U
U
Simpson Strong-TieO Wood Construction Connectors
Face -Mount Truss Hanger (cont.)
t Many of these products are approved for installation with Strong-Drivee
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
No :
H(eig
(
(
(
j0j
t6
Ref.in
}Mem
Mmber
-
1
60)Meme9
1Q0)
(115)
. (125).
HTU26 (Min.)
37/8
(2) 2x4
(10) 0.162 x 31/2
(14) 0.148 x 11/2
925
1,470
660
1,79C
i,875
795
1,265
1,430
1,540
1,615
HTU26 (Max.)
51/2
(2) 2x4
(10) 0.162 x 31/2
(20) 0.148 x 11/2
1,240
1,470
i,F60
1,?��
2,220
1065
1,265
1,430
1,540
1,910
IBC,
NT119s3t Ana I
474L
191 94A
Ohl: nir9 i14
OAIl 6 1AA �'i v,
� 1 Wh
oan
•.'� t7.a
���xn)
z.ans
rags �
� jai _a'
� flr,�_
� scl �
� pan
FL, LA
2;375 -.
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Hiternat)ve Hiiowaue Loaas (Y2" MaX)mum Hanger Uap)
�i:
Dimensions (tn)
Fasteiiiners (m)
0�lSP Allowable Loads
SPF/HF Allowable'Loads
-Motley
No
Mm
Heel
Height
•
1N
H
g
__
Carrying
Carned� 'Uplift
�
Floor
-_
.,Snow
Roof
Wind.
Uplift
Floor
Snow
Roof
Wing
Member
Member ?(160)..(100),
(1#
li(125)e
(160)
(160),-(10%
(t75)_
(125)'
(16U
Single 2x Sizes
HTU26
` "31/2„
1,5/a ;
57/16
31h
2tJ 0.162 x 3y/i
(.)
' 11 6.148 z
O-
a,
2'3,9a�
2 �95
545
15i (3
s 1,51b]
1,5 'ti
_ 1. IBC,
HTU28 (Min.) 37/a 15/a 71/ia 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL,
LA
HTU28 (Max.) 71/4 15/a 71146 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 1,920 3,820 •4,315 4,655 5,015 1,695 2,865 3,235 ,i,490 3,765
HTU210 (Mm.) 37/a ` #�s/a ` 9'tis 31h - (32),0:162 x31h- (14) 0.148.X,l 1/2 1,250,
3 600 , ' 3,600 3,6003;600, 1,075 700 2,700, 2,706 2,700
Double 2x Sizes
HTU28-2 (Min.) 37/a 3Yia 7 A6 1 31/2 1 (26) 0.162 x 31/z 1 (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC,
FL,
HTU28-2 (Max.) 1 71/a 1 35/ia I 71/ia 31/z (26) 0.162 x 31h (26)0.148x3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 13,235 3,49C 4'40 LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/V and 1h°, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie° Connector Selectore software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1112" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
I
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 `X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with ?/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete arid 'A' x 21/4" Titen 2
screws (Model T7N2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or E NIP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/1e'-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/1a"-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 Kts are available. They include a
3/15" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/15" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/s" 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 Permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
37/
di;
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
d
HU/HUC/HSUR/L
...... . ........ . . . . . . .......... . . ............ - ............ . . .. . . . . .... . ... . . .. . . .......................................................... . ............ ...... . . ............
Medium -Duty Face -Mount Hangers (cont.)
M These nrodurts are awailahip with additinnal mrrosinn nrntentinn- Fnr mnre informitinn. Ree. n- IS-
HU26
HU26X
(4) 1/4 x 2 3/4
(4) 1/4 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
HU
`HI.128X',,: ,
{6}
0 1 Bh
545
1,�00
'760
2400HU24-2
HUC24-2
(4) 1/4 x 2 3/4
(4) 114 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
'Hy2
!"111,66262
i�� 4
_I 4
2
7
'2W,
HU26-2 Max:HUC2W'
,
j4
14Y'X,
x3/j
X3"135
3 000`
1,135
3A56
HU2.6-3 (Min.)
HUC26-3 (Min.)
(8) 1/4 x 23/4
(8) 1/4 x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12) 1/4 x 2 3/4
(12) 114 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU 2(K n
28,2:(Min.)
(4) 0.148 x 3
7-3,725
nU40e tIVIaxt
C�
k I If) 74
X A,' 74
4az)
4
P VU
%tizu
HU210
HU21OX
(8) 1/4 x 2 3/4
(8) 114 X 13/4
(4) 0.148 x 1112
545
2,000
760
2,415
HOC2,11
(14) 1,14�,-
-f,,l J,,�'4�
I_Ii�
'�,J6) 0� 8,3
4",)
' '' 1 -, :
35,,,
:
U25,10-2 (Max)(MaxA
H IL1616--i(Max.j
/4
43W
'(10 0 4& 3
fflo
00
800
10,
HU210-3 (Min.)
HUC210-3 (Min.)
(14) 1/4 x 2 3/4
(14) 1/, x 1
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUG210-3 (Max.)
(18) 1/4 x 2 3/4
(18) 1/4 X 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212
HU212X
7
qql x
(10) 1/4 X,,
(6)0.148 x1%,
1,135'
UOO-
1135
2,665
HU212-2 (Min.)
HUG212-2 (Min.)
(16) 1/4 x 2 3/4
(16) 1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUG212-2 (Max.)
(2 2) 1/4 x 2 3/4
(2 2) 1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
H6212
fiqC2112-3 (Mh),
23/i,'
1,135
00
1;135
4,920,'>
"'(Ma4
Htl 21,2-,3 {Max)
Y
/4
Ij
PA 48 x,
0,,,,_
5 8 5,
-7,
5,085
H U214
HU214X
0 2) 1/4 x 2 3/4
(12) 114 x 13/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
HU214�?,(Min.)
PG2 �4
8 2,Y
k'40 4"
{8) 0
1,�1&
�,A5 0,
0
:�, ,
2 (Max.V, -
ALIC214-2 {Max�4
)l,',!� �,2
4i 1,3/4
('2'i
1 Q.1 4
-,, ;, ,
0
,0, 5,
�5qO85.
HU214-3 (Min.)
HU0214-3 (Min.)
(18) 1/4 x 2 3/4
(18) 114 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(2 4) 1/4 x 2 3/4
(2 4) 1/4 x 13/4
(12) 0.148 x 3
2,015
51085
2,015
5,085
1.3I4
Z 20
-,2j�] 20..
HU216-2 (Min.)
HUC216-2 (Min.)
(2 0) 114 x 2 3/4
(2 0) 114 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUG216-2 (Max.)
(2 6) IIA x 2 3K
(26) 114 x I V4
(12) 0.148 x 3 1
2.015
1 5,085
2,015
1 5,085
FIL17 (Min.)
(Not available)
(12) 114 x 2 3/4
(12) 114 x 13/4
(4) 0.148 x 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16) 1/4 x 2 4
(16) 1/4 X 13/4
(8) 0.148 x 1112
1,085
3,485
1,085
3,485
(Not available}
x,2-Y,
�,08) 40314
0
135-"
",s ''230,4
HU
6v
(Not �Iab]d),
�2�Y'A'X;'?*�
1445
HU11 (Min.)
(Not available)
(2 2) 1/4 x 2 3/4
(2 2) 114 x 13/4
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU11
(Not available)
(3 0) 1/4 x 2 3/4
(10)1/4 x 13/4
.148 x 1
1�,,44
38
.y
STAGGER JOINTS - TYP,
5/SKI
UPLIFT/SHEARANCHOR— I V V I
EACH TRU55 - SEE B/SKI
PLAN
NOTE: ADD'L FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARING QKI
SCALE, NTS
P W-SE
HEEL ROOF TRUSSES ROOF SHEATHING- SEE PLANRAISED AN ROOF TRUSSES
SOFFIT/FASCIA- SEE ARCH.
(3 (
Lu N
RIBBON BOARD -
SEE SCHEDULE
FOR SPACING t
FASTENING TO
RIBBON BOARD- SEE
TRUSSES
TRUSSES
FOR SPACING t
FASTENING TO TRUSSES
WALL SHEATHING -SEE PLAN
MIN. 15/32' CDX PLYWOOD OR ,
1/I6' OSB WITH 8d GUN NAILS
(0.131' X 2 In') 9 6' O.C. TO
UPLIFT/SHEAR GYP. CEILING -
MASONRY WALL-
RIBBON BOARDS
ANCHOR EACH SEE PLAN d
SEE PLAN
TRUSS- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRUSS
MASONRY WALL -
BOTTOM CHORD
SEE PLAN
RAISED HEEL TRRUSS BEARING B
SCALE, NTS SKI
RIBBON 5GHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vu11=165 MPH
(2) 12d GUN (0.131' X 39
(Vasd=128 MPH)
2X4 SPF02
24'
TO EACH TRUSS, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
VuIL=180 MPH
(2) 12d GUN (0.131' X 3')
(Vasd=139 MPH)
2X4 5PFB2
I6'
TO EACH TRUSS, (4)
EXP. C,
NAILS AT JOINTS
ENCL05ED
O
U
�Uzt
Z W 0
Ow -
�Qo=
Fu- oo:
ZOmk
w Z
w 3
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Rus®I+EEi RDDFTI
SHEET INFOR"I
ioe Ro:
D.IEISUIED: 11
REv,Ewm BT:
SK.I
ALPINE
, A41TWC61VPAN�,
january'.I.Q,'2620'
C A.,arpenter Contractors o; fAmerica, Inc,
Writer,Haven, PL-38*
Dear Matt:
-
Ith- s c,b.-m'-''et to my attention,'thatsorne questions were raised Concerning S../if didffi&ter'
,
holes,drilk, thttit'he:;:ch6rds ,(wide .ffice,I,df,sv.s4,,'2gable ppdf: 116 trusses WW far'
Iffh6te g4bleendsiareipve�p-,cpp. 'n4:qo$ support,
threaded r6& Used r e� d bWh§."
with 4 one .the Boles are: mdrilled.a'610-'m-'4h&:cen't'e I of t,4p, I- w -e -
face IQ"C.Q$qthan ,Q;-w.i. ou. damaging.any Coh:1 10 ctoI r.,p atb':,.o"r''ver-' al webs then
noreparrIs requzred.,The imsg only 'U
If you haveany-questions;,Ipl'eas please give m e-'zcdlL;
�Sfnce rely,
STATE'Of
:.675,0 F6 b, e,3 , Or'lan F 3 ,,4 -'8685
qr.n: drive, Suit
521 (86 ).:.2,2,
ww.W,aIpiIn.q.itW qpi.:
This document ttas "en i tectronicaily i
signed using a 0igitai Signature,. Printed 1
copies %-Mbout-an original signature musts
be verifeusing t�tie toerMlgFl+nkalst>slertric i
version.
'ALPINE
WT-NCaPANY
COA #0 278
...: 08/26/2020
No. 708.61STATE OF11
t
4f
Alpine, an ITW Company
6750 Forum Drive, Suite 305'
Orlando, FL 32821
Phone: (800)755-6001
www.alpineitW.com
e #norrr�ati�on
.
Customer:" Carpenter Contractors of America
Job Number. N333988
,Job Description. ?A51320 ,167ED ,02F ,RGO1 / 1672/ARIA/4EAB ELEV.D
�Addresst
Jp6.En tlpeeYirt Crttena .
Design Code. FBC 6th Edition (2017)
IntefliVIEW Version: 17.02.02A through 18.02.01A
JRef #: 1 WY589750043
Wind Standard: ASCE 7-10 Wind Speed (mph): 160
Roof Load (pso 20.00- 7-00- 0.00-10.00
Building Type: Closed
Floor Load s : None
This package contains general notes pages, 34 truss drawing(s) and 5 detail(s).
1
239.20.1108.33543
Al
3
239.20.1108.33776'
A2
5
239.20A 108.33605
A4
'7
239.20,1108.34229
A6
9
239.20.1108.36833s
A10G
11
239.20,1108.34432
A9
13
239.20.1108.34213
61
15
239.20.1108.34012
C1 GE
17
239,20.1108.34415
D2G
19
239.20.1108.34353
V2
21
239.20,1108:34291
MV02
23
239.20.1108.34306
ERA
25
239.20.1108.34322
EJ3
27
239.20.1108.36740
CJ5
29
239.20.1108.34447
CJ3A
31
239.20.11.08.33932
CJ1
33
239.20.1'1.08.36771
HJ7
35
A16015EN0101014
37
GBLLETIN0118
39 1
VAL1601,01614
2t
239,20.1108.33682
AM
4
239.20.1108.33870
A3
6
23920A 108.33791
A5
239.20.1108.33760
A7
10
239.20.1108.34103
A8
12
239.20A 108.36788
A1'1 G
14
239,20.1108.34260
B2GE,
16
239.20.1108.34214
D1
18
239.20.1108.34120
V1
20
239.20.1108.34150
MV01
22
239.20.1108.33994
EJ7
24
239.20.1108.34401
EJ7S
26
239:20;1108.34167
CJ5A
28
239.20.1108.36677
CJ55
30
239.20.1108.33542
CJ3
32
239.20.1108,34385
CJ1A
34
239.20.1108.34370
HJ3
36
A18015ENC101014
38 1
GBLLETIN1014
Florida Certificate of _Product Approval #FL1999
e.
Printed 8/26/2020 1:47:21 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www.icc-es.ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
U# = user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value.
Udefl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location -of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial. Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1.
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.ora.
2. [CC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com.
Page 3 of 3
SEQN:7068/ COMN Ply: 1 Job Number: N333988 Cust:R8975 JRef:1WY589750043T18
FROM: RWM Qty: 8 7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D DrwNo: 239.20.1108.33543
Truss Label: Al KD / YK 08/26/20;
6'1"7
6'1"7
12'8.15 19'4" 25'11"1 32'6"9
6'7"8 67'1 6'7"1 6'7"8
=5X5
E
38W
�1 10 94'
10' 19'4'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TOLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
D
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
9
Soffit: 0.00
BCDL: 5.0 psf
FBC 61h.ed 2017
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.87 It
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/l0(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Lumber value set "1313" uses design values approved
1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) Bid 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.
38'8"
6'1"7
9'4"
28'8"
10, 1
38'8"
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.208 K 999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.361 K 999 240
B 1661 /- /- /936 /301 /433
HORZ(LL): 0.076 J - -
H 1662 /- /- /936 /301 /-
HORZ(TL): 0.132 J
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 2.0
Max TC CSI: 0.532
H Brg Width = 8.0 Min Req = 2.0
Max BC CSI: 0.886
Bearings B & H are a rigid surface.
Max Web CSI: 0.490
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.
VIEW Ver: 17.02.02A.1213.21
B - C 1442 - 3042 E - F 1073 -1962
C - D 1343 - 2764 F - G 1343 - 2765
D - E 1073 -1962 G - H 1442 - 3043
Maximum Bet Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2659 -1146 K -J 2202 - 861
L - K 2202 - 835 J- H 2660 -1148
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 520 -199 K - F 471 - 725
D - K 471 - 724 F - J 521 -199
E-K 1318 -632
���/1'ripriPOOer eAe f'gj •.
ce r i
M
ie c7 wqu - r
�
COA ? ,,
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an� SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have pterK attached structural sheathing and bottom chord shall have a properly
attached d id ceilin Locations shown for permanent lateral res�raint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. App y lates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for s�andard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin4Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the u,n,�,r�,,,—
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibili%(ysolely'for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building�esigner per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindusl .com; ICC: www.iccsafe.org Orlando FL, 32821
Job Number: N333988
Ply: 1
SEQN: 7069 / T23
/ COMN
Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D
Qty: 1
FROM: RDP
DrwNo: 239.20.1108.33682
Truss Label: A1A
TCE / WHK 08/26/2020
�21'1"12
� T10°14 i 12'1"12+
1'9"12
1T10"4 I 19'4" i
26'6"4 i 30'9"2
T10"14 42"14
5'8"8 1'512
5'4"8 T 4714 +
T10"14 ,
=5x5
F
— 38'8" —
1' 711"5 3' 5'8" I 4'0"11 T11"5 1'
r' 7'11"5 12' T 18' r' 26'8" , 3D'8"11'{- 36'6• 'i' "�
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N:
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3 :W6, W9 2x4 SP #2 N:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
' The 3-0-0 section of lower Bottom Chord
between panel points O and S may
be field -removed as required provided that
all remaining plate/wood contact areas stay
intact and undisturbed.
Snow Criteria (Pg,PI in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL
/ W
Pf: NA Ce: NA
VERT(LL): 0.201 E 999 360
B 1518 / 301 / 936 / - ! 433 / 8.0
Lu: NA Cs: NA
VERT(TL): 0.549 E 999 240
J 1518 / 301 / 936 / - /-
/ 8.0
Snow Duration: NA
HORZ(LL): 0.100 L - -
Wind reactions based on MWFRS
HORZ(TL): 0.186 L
B Min Brg Width Req = 2.1
Code / Mist; Criteria
Creep Factor: 2.0
J Min Brg Width Req = 2.1
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.739
Bearings B & J are a rigid surface.
TPI Std: 2014
Max BC CSI: 0.793
Bearings B & J require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.825
FT/RT:20(0)/l0(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: 17.02.01A.1115.21
B - C 1385 - 2665 F - G
1456 - 2370 �
C - D 1300 - 2278 G - H
1327 - 2399
D - E 1316 - 2355 H - 1
1299 - 2276
E - F 1434 - 2326 I - J
1386 - 2665
z•
e° N •+� �tT�e
+' r
CUR
E
ii of T'i t as •
srttfa"ttt�1
08/26/2020
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - U 2299 -1067 M - L 2298 -1076
U - T 2297 -1066 L - J 2300 -1076
R - N 1841 - 645
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - T 305 - 446 F - N 1047 - 698
T - R 2100 - 903 N - M 2114 - 929
R - F 1050 - 712 M -1 308 - 451
"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 an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properr y
did ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610,
Ile. Apply plates to each face of truss and position as shown above and on the JoingDetails, unless noted otherwise. fiefer to
60A-Z for standard plate positions.
Alpine, a division of
truss in conformanc
listing this drawinc
and use of this i
For more information see
rINI 1,ortorn
acceptance
any structure
his drawing,any failure to build the
on this drawing or cover page ie design shown. The suitability
ALPINE
-COM -
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333988 Ply: 1 SEQN: 7070 / T17 / SPEC Cust: R8975 JRef. 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D City: 2 FROM: RWM DrwNo: 239.20.1108.33776
Truss Label: A2 KM / DF 08/26/2020
6'1"7 12'8"15 19' 25'11"1 32'38' 6"9 8"
6'1"7 6'11"1 + 6'78
= 5X5
E
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: 11
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
38'8"
18'8"
28'8"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct NA CAT: NA
PP Deflection in loc Udefi; U#
Pf: NA Ce: NA
VERT(LL): 0.208 K 999 360
Lu: NA Cs: NA
VERT(TL): 0.515 K 999 240
Snow Duration: NA
HORZ(LL): 0.076 J - -
HORZ(TL): 0.132 J
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.532
TPI Std: 2014
Max BC CSI: 0.886
Rep Factors Used: Yes
Max Web CSI: 0.489
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.01A.1115.21
0 WqWil
-ba+sV� y�
COA S; aN AL
summi
08/26/2020
38'8'
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1661 / 298 / 934 / - / 427 / 8.0
H 1662 /298 /934 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 2.0
H Min Erg Width 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 1422 - 3042 E - F 1052 -1962
C - D 1323 - 2764 F - G 1323 - 2765
D - E 1052 -1962 G - H 1423 - 3043
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2659 -1128 K - J 2202 - 847
L - K 2202 - 818 J- H 2660 -1133
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp. Webs Tens. Comp.
L - D
520 - 200 E - K 1317 - 635
D - K
477 - 724 F - J 521 - 200
K - F
476 - 724
"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 safPety 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 pro pperly
attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, 87 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. f7efer 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 nxmvcoM—
truss in conformance with ANSI/TPI 1, or for handling, shipping, Installation and bracing of trussesA seal on this drawing or cover page , . 2400 Lake Orange Dr.
listing this drawing indicates acceptance of professlonar engineering responsibility solely for the design shown. The suitability g
and use of this yawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wm; TPI: www.t inst.or ; SBCA: www.sbcindusl xom; ICC: www.iccsafe.org Orlando FL, 32837
Ak ,
0
Job Number: N333988 Ply: 1 SEQN: 7071 / T16 / HIPS Cusl: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 2 FROM: RWM DrwNo: 239.20.1108.3387,
Truss Label: A3 SSB / DF 08/26/2020
7'10"l4
Tl0"l4
17' _ 21'8" 30'9".
3.1"2 4'8" 1 9'1"2
=5X5 =5X5
D E
38'8"
1' 10'
9,4" 9,4"
r 10119'4"
+ 28'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.182 J 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.436 J 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.068 1 - -
Des Ld: 37.00
EXP: C
Mean Height: 15.00 ft
HORZ(TL): 0.116 1
NCBCLL: 10.00
TCDL: 4.2 psf
Code / Misc Criteria
Creep Factor. 2.0
Soffit: 0.00
BCDL: 5.0 psf
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.760
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.836
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Rep Factors Used: Yes
Max Web CSI: 0.629
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/l0(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver. 17.02.01A.1115.21
Wind Duration: 1.60
WAVE
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #1 :132, B3 2x4 SP 2400f-2.OE:
Webs 2x4 SP #2 N :W1, W6 2x4 SP #3:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
q�tit411ttlfpdf�+�
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
.` R
reinforcement to be same size, species, grade, and
,
v b .aaoar.,r� +yam
80% length of web member. Attach with 0.1280" gun
nails @ 6" oc.,`'w'�r°�
`+ P
0
Loading
708 �.
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
e a
clearance.
r r
Wind
S A�
0 � .,� s '!jr�'
Wind loads based on MWFRS with additional C&C
member design.
•eeeo"®®,r
.,®terra*
COA
�fli0'4'!i$181p',�5\
08/26/2020
38'8"
7'10"14
388''8"8"
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 1714 / 308 / 940 / - / 385 / 8.0
G 1715 / 308 1940 / - /- / 8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 2.0
G Min Brg Width Req = 2.0
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - C 1481 - 3117 E - F 1509 - 2925
C - D 1509 - 2923 F - G 1481 - 3119
D - E 1157 - 2043
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2715 -1174 J -1 1978 - 720
K - J 1978 - 692 I - G 2717 -1204
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
C - K
404 - 443
J - E 386 - 244
K - D
834 -463
E - 1 837 -463
D - J
386 -244
I - F 404 -443
**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 safely 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 propperly
attached ri id ceilin Locations shown forpermanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to t� ,
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 ay,r C uy
truss in conformance with ANSIFI PI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover page, , 2400 Lake Orange Dr.
listing this drawing, indicates acceptance of pro essiona engineerinq responsibility solely for the design shown: The suitability
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineihv.wm: TPI: www.t inst.or : SBCA: w .sbdndust .com; ICC: wwwAccsafe.org Orlando FL, 32837
Job Number: N333988
Ply: 1
SEQN: 7072 /
T15 / HIPS
Cust: R8975 JRef: IWY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D
Qty: 2
FROM: RWM
DrwNo: 239.20.1108.33605
Truss Label: A4
KM / DF 08/26/2020
i' 10"144
t_ 23'8" 2
3
01}
A;.2 7019
8'8"
I 738108
177'4
;5DX5 T3 =5E5
12
6 C 5
\5F5
o
U)
ih
W 20
W1
B
G
A
H
=
4X6(A2) =6X6
B2 =6X6 B3 =6X6=4X6(A2)
38'8"
�1' L 10'
if 20:
9'4" 9'4"
10,
r
+
19'4" 28'8"
+1'.
+ 38,8„
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF) Deff/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.194 J 999 360
B 1691 / 319 / 938 / - / 345 / 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.470 J 999 240
G 1692 / 319 / 938 / - /- 18.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.067 1 - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: C
HORZ(TL): 0.115 I - -
B Min Brg Width Req = 2.0
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.psf
Code / Misc Criteria Cree Factor. 2.0
P
G Min Brg Width Req = 2.0
Soffit: 0.00 BCDL: 5.0 psf
Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.937
Bearings B & G are a rigid surface.
g 9
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h
TPI Std: 2014 Max BC CSI: 0.841
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft
Rep Factors Used: Yes Max Web CSI: 0.582
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE VIEW Ver: 17.02.01A.1115.21
Lumber
B - C 1496 -3045 E - F 1517 -2855
C - D 1517 - 2853 F - G 1496 - 3046
Value Set: 13B (Effective 6/1/2013)
D - E 1236 -2198
Top chord 2x4 SP #2 N :T3 2x4 SP #1:
Sot chord 2x4 SP #1 :132, B3 2x4 SP 2400f-2.0E:
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #2 N :W1, W6 2x4 SP #3:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "'I3B" uses design values
approved 1/30/2013 by ALSC
B - K 2643 -1183 J -1 2082 -848
K - J 2082 - 819 I - G 2645 -1213
Loading
Truss passed check for 20 psf additional bottom
Maximum Web Forces Per Ply (Ibs)
chord live load in areas with 42"-high x 24"-wide
Webs Tens.Comp. Webs Tens. Comp.
clearance.
K - D 709 - 369 E - I 712 - 369
Wind
Wind loads based on MWFRS with additional C&C
atitlfltllfEirtdlt
member design.
°�r�� •iAN 6i Ba b• A,[�j���sj�,Y
�tVA
� r
s p o.70$ 9
z
S 43 U
COAff+ O NAt.
08/26/2020
-WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO
ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for saTety
bracing per BCSI. Unless noted oyherwise,top chord shall have
practices prior to performing these functions. Installers shall provide
properly attached structural sheathing and bottom chord shall
temporary
have a progeny
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections
face,
B3, 67 or 610, _
as applicable. Apply plates to each of truss and position
drawings 160A-Z for standard plate positions.
as shown above and on the Join Details, unless noted otherwise.
f�efer to ALPINE�
Alpine, a division of ITW BuildinqqComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AMTYCOAVANY
truss in conformance with ANSI/TPI 1, for handling, installation bracing trussesA this drawing
or shlppinq, and of seal on or
listing this drawing indicates acceptance of professronafi engineering responsibility solely for the design shown.
this drawing for is phe the Quilding Designer ANSI/TPI 1 Sec.2.
cover page , , 2400 Lake Orange Dr.
The sui abtltty Suite 150
and use of any structure responsibility of per
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.or ; SBCA: www.sbcindust .corn: ICC: w Jccsafe.arg Orlando FL, 32837
Job Number: N333988
Ply: 1
SEQN: 7073 / T14 / HIPS
Gust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D
Qty: 2
FROM: RWM
DrwNo: 239.20.1108.33791
Truss Label: A5
KM / DF 08/26/2020
6'9"4 13' 19'4" 25'8" 31"012 38'8"
6'2"12 6'4" 6'4" 6'2"12 6'9"4
:5X5 1112X4 e5X5
D E F
12
6 � �2X4 W �2X4
C
G
io W3
r`
B H
A
� !
4X6(A2) -61-1
X6 =5X8 =6X6 =4X6(A2)
38,8„
�1 10 94 94" 10 1�
10' 19'4" 28'8" 38'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999 360 B 1665 / 699 / 931 / - / 304 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.543 E 999 240 H 1665 / 699 / 931 / - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - - Wind reactions based on MWFRS
Des Ld: 37.00 EXP: CMean Height: 15.00 ft HORZ(TL): 0.130 J - - B Min Brg Width Req = 2.0
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 2.0
TCDL: 4.2 psf
Bearings B & H are a rigid Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.505 9 g sat
p
plat
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.889 Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.355 Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21
Lumber B - C 1565 -3029 E - F 1432 -2498
C - D 1493 - 2774 F - G 1492 - 2775
Value Set: 13B (Effective 6/1/2013) D - E 1432 -2498 G - H 1564 -3031
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC B - L 2641 -1259 K - J 2171 -956
L - K 2171 - 926 J - H 2642 -1289
Loading
Truss passed check for 20 psf additional bottom Maximum Web Forces Per Ply (Ibs)
chord live load in areas with 42"-high x 24"-wide Webs Tens.Comp. Webs Tens. Comp.
clearance.
L - D 572 -256 K - F 470 - 224
Wind D-K 470 -224 F-J 573 -256
Wind loads based on MWFRS with additional C&C
member design. 4i;;ia;ir;;!ldp;rJ�tJfifl�
�
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COA AL
08/26/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a progeny
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or 810,
as applicable. Appigy plates to each face oftrussand position as shown above and on the Join f 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 pNrtW COMPANY
truss in ANSI 1, for handling, installation
conformance with or shipping, and bracing of trussesA seal on this drawing or cover page, , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro) essionat engineering responsibility solely for the design shown. The suitability 9
and use of this cawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this lob's general notes page and these web sites: ALPINE: www.al ineiba.com; TPI: www.t inst.or ; SBCA: www.sbcindust xom; ICC: Accsafe.org Orlando FL, 32837
Job Number: N333988
Ply: 1
SEQN: 7074 /
T12 / HIPS
Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D
Qty: 1
FROM: RWM
DrwNo: 239.20.1108.34229
Truss Label: A6
JB / WHK 08/26/2020
5'9"4 11' 19' 27'8"
32'10"12 38'8"
5'94 5'2"12 8' 8'8"
5'2"12 5'9"4
,5X5 =5X5 =5X5
D E T3
F
T 12
6 � 1�2X4 IN
2X4
h C
o
rn W3
co
m
B
1 A
H
4X6(A2) -5X5 =5X8
I�
=5X5=4X6(A2)
38'8"
10 94 94"
101�
'
1019'4" 28'8"
31
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 Fig: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.203 E 999 360
B 1518 / 701 / 918 / - / 263 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.554 E 999 240
H 1518 / 701 / 918 / - 1- / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 J - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: CMean Height: 15.00 ft HORZ(TL): 0.120 J - -
B Min Brg Width Req = 1.8
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0
TCDL: 4.2 psf
H Min Brg Width Req = 1.8
Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6th ed.201 Max TIC CSI: 0.774
p
Bearings B & H are a rigid surface.
9 g
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.832
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.760
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber
B - C 1616 -2720 E - F 1654 -2573
C - D 1496 - 2450 F - G 1498 - 2452
Value Set: 13B (Effective 6/112013)
D - E 1677 -2603 G - H 1613 -2718
Top chord 2x4 SP #2 N :T3 2x4 SP #1:
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
B - L 2374 -1314 K - J 2081 -1082
L - K 2074 -1047 J - H 2371 -1341
Wind
Wind loads based on MWFRS with additional C&C
Maximum Web Forces Per Ply (Ibs)
member design.
Webs Tens.Comp. Webs Tens. Comp.
L - D 462 -161 K - F 591 - 359
D - K 635 - 394 F - J 461 -156
E - K 388 -496
�gf3Sit tt1!!illydypddd d
dy
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s
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COA � N A LftawRti
0 3/26/2020
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI SBCA) for
and satPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted oherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracincl Installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and as shown above and on the Join Details, unless noted otherwise. rtefer to
position
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN-W
truss in conformance with ANSI gPI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover e
listing this drawing,indicates acceptance of pro) esslonaQ engineering responsibility solely for the design shown.
and use of this awing for any structure is fhe responsibility the building Designer ANSIrfPI 1 Sec.2.
pa , _ 2400 Lake Orange Dr.
The suiezability
Suite 150
of per
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t insl.or ; SBCA: www.sbcindust .com;
]CC: wwwkcsafe.orq Orlando FL, 32837
Job Number: N333988
Ply: 1
SEQN: 7075 / T11 / HIPS
Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 11672/ARIA/4EAB ELEV.D
Qty: 1
FROM: RWM
DrwNo: 239.20.1108.33760
Truss Label: A7
SSB / DF 08/26/2020
9'
17' 21'8" 29'8" 38'8"
8, i 4,8„ i 8, i 9, i
:6C6
T2 =5DX5 =4E4 T3 6F6
T
;6F,-
(a) W (a) U)
v
B
W5 h
G �
1s3A
H�
4X6(A2) -6X6
=5X5 =6X6=4X6(A2)
i
38'8"
10'
9'4" 9'4" 10,
10'
�1.
+
19'4" 28'8" 38'8"
Loading Criteria (pso Wind Criteria
Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.229 J 999 360 B 1518 / 703 / 900 / - / 222 / 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.625 J 999 240 G 1518 / 703 1900 / - / - / 8.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.075 1 - - Wind reactions based on MWFRS
Des Ld: 37.00 EXP: Cght: 15.00 ft
ei ht:
Mean Height:
HORZ(TL): 0.140 I - - B Min Brg Width Req = 1.8
NCBCLL: 10.00 TCDL:
Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.8
Soffit: 0.00 BCDL: 5.0 sf
p
Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.906 Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h
TPI Std: 2014 Max BC CSI: 0.854 Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft
Rep Factors Used: Yes Max Web CSI: 0.280 Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCp!: 0.18
Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE VIEW Ver: 17.02.01A.1115.21
Lumber
B - C 1545 -2622 E - F 1557 -2395
C - D 1558 - 2395 F - G 1545 - 2621
Value Set: 13B (Effective 6/1/2013)
D - E 1915 -3079
Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N:
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
B - K 2256 -1202 J -1 3036 -1647
K - J 3034 -1648 I - G 2256 -1231
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
Maximum Web Forces Per Ply (Ibs)
to be equally spaced. Attach with (2) 8d Box or Gun
Webs Tens.Comp. Webs Tens. Comp.
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
C - K 687 -289 E - I 485 -765
support by erection contractor.
K - D 483 -763 I - F 688 -290
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)t�tccfatnassaasuBrjr
scabs for (2) CLR'S where shown. Scab
rfr
reinforcement to be same size, species, grade, and
`°''+i,�
,
80 /n length of web member. Attach with 0.128x3" gun
��� ma��e•,
{+ ,o°' °••' ',.
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
® a
s 4. 7,08 1
member design.
o
a •
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o
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i A
199 ®¢ 4b" 4 t
COA N A�
IItitt�
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO
ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety.
Information, by TPI and SBCA) for saty practices prior to performing these functions. Installers shall provide temporarryy
bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proC�erly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610,
as applicable. AppTy pIates to each face, of truss and as shown above and on the Joinf9Details, unless noted otherwise. f�efer to
position
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW BuildingqComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the *„ „,ram,,,,„
truss in ANSI/ 1, for
conformance with fPl or handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of ppro esslona engineering responsibility solely for the design shown. The suitability
and use of this drawing for is the the Designer ANSI/TPI 1 Suite 150
any structure responsibility of Building per Sec.2:
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitwxom; TPI: www.t inst.or ; SBCA: www.sbciodusl .wm; ICC: wwwAccsafe.org Orlando FL, 32837
SEQN:79632/ HIPS
Ply: 2
Job Number: N333988
Cust:R8975 JRef;1WY589750043T2 /
FROM: JRH
Qty: 1
7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D
DrwNo: 239.20.1108.36833
Truss Label: A10G
/ YK 08/26/2020
< 2 Complete Trusses Required
7' 15' 23'8" 31'8"
7' 8' 8'8" 8' 7
=6X6 =8X8 =8X8 =6X6
12 C D E F
T 6� T
� T1
o T5 v
IM B G
1 a 3 A H
-4X6(A1) -8X8 -8X8 =8X8=4X6(A1) 1
38'8"
�1' I 10' 9'4" 9'4" 10'
+1
10' 19'4" 28'8" 38'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.281 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.531 J 867 240 B 3053 P P P /1391 P
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.058 1 - - G 3054 /- /- /- /1392 /-
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.110 1 Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 0.00 Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
G Br Width = 8.0 Min Re 1.
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.524 9 q = 8
Bearings B & G are a rigid surface.
TPI Std: 2014 Max BC CSI: 0.475 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: No Max Web CSI: 0.508 Members not listed have forces less than 375#
Loc. from endwall: NA FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19
Lumber B - C 1372 -2985 E - F 1520 -3530
C - D 1520 - 3529 F - G 1372 - 2985
Value Set: 13B (Effective 6/112013) D - E 1957 -4508
Top chord: 2x6 SP #2 N; T1,T5 2x4 SP #2 N;
Bot chord: 2x6 SP SS; Maximum Bot Chord Forces Per Ply (Ibs)
Webs: 2x4 SP #3;
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC B - K 2650 -1207 J -1 4419 -2043
K - J 4419 - 2043 I - G 2651 -1208
Nailnote
Nail Schedule:0.128"x3" nails Maximum Web Forces Per Ply (Ibs)
Top Chord: 1 Row @12.00" o.c. Webs Tens.Comp. Webs Tens. Comp.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c. C - K 1332 -473 E - 1 633 -1075
Use equal spacing between rows and stagger nails K - D 633 -1076 I - F 1333 -473
in each row to avoid splitting.
�ltii41P9IN3aa
Loading araarrrrf
#1 hip supports 7-0-0 jacks with no webs.
Wind`�� 16
Wind loads and reactions based on MWFRS. ° 4
a
Additional Notes � $?. %Q8
Refer to General Notes for additional information : g
a
COA �i'3,i" N
r iwviiiS1it?l�'��
(3/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety. Information, by TPI SBCA) fo'r
and saty practices prior to performing these functions. Installers shall provide temporarryy
bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
Apply
as applicable.
drawings 160A-Z for s�andard plate positions.
lates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing ,any failure to build the aum co�r�rx
truss in ANSI/TPI 1, for handling,
conformance with or shipping, installation and bracing of trussesA seal on this drawing or cover page , , 6750 Forum Drive
listing this drawing indicates acceptance of professlonar engineering responsibility solely for the design shown. The suitability
and use of this yawing for any structure is the the building Designer ANSI/TPI 1 Sec.2. Suite 305
responsibility of per
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wm; TPI: www.l inst.or ; SBCA: www.sbcindust .corn; ICC: www.iccsafe.org Orlando FL, 32821
Job Number: N333988
Ply: 1
SEQN: 7077 /
T13 / SPEC
Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D
Qly: 1
FROM: RWM
DrwNo: 239.20.1108.34103
Truss Label: A8
JB / WHK 08/26/2020
7T'110"4 11 02 168" '4" 27'"
326"
f + I
10"5'1+ 1"10" 4'8" 6'4"
+38'8"
4124 6'1"14
=5X5
D
5X5 =4X4 =5X5
E F G
12
6 5X5
C
P
(a) W
i2H4 n
n (a) (a)
o m
W6
B
I
A
J
111
M L
4X6(A2) =6X8 =5X5 =5X8=4X6(A2)
38'8"
�1'+ 10' 9'4" i 9'4"
10,
10' 19'4" 28'8"
+ +1
38W
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 L 999 360
B 1515 1695 / 921 / - / 321 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.601 L 999 240
1 1518 1698 / 916 / - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 K - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP' C HORZ(TL): 0.127 K
Mean Height: 15.00 ft
B Min Brg Width Req = 1.8
NCBCLL: 10.00 Code / Mist: Criteria Creep Factor: 2.0
TCDL: 4.2 psf
1 Min Brg Width Req = 1.8
Soffit: 0.00 Bldg Code: FBC 6th ed.201 Max TC CSI: 0.881
BCDL: 5.0 psf
Bearings B & I are a rigid surface.
9 9
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.859
MWFRS Parallel Dist: h/2 to h
Bearings B & I require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.647
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCp!: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber
B - C 1585 - 2648 F - G 1366 -1995
C - D 1601 -2456 G - H 1527 -2444
Value Set: 13B (Effective 6/1/2013)
D - E 1064 -1492 H - 1 1629 -2706
Top chord 2x4 SP #2 N
E - F 1655 - 2513
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Lumber value set "1313" uses design values
Chords Tens.Comp. Chords Tens. Comp.
approved 1/30/2013 by ALSC
B - M 2290 -1231 L - K 2498 -1346
Bracing
M - L 2446 -1305 K - 1 2358 -1351
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
Maximum Web Forces Per Ply (Ibs)
nails(0.113"x2.5",min.). Restraint material to be
Webs Tens.Comp. Webs Tens. Comp.
supplied and attached at both ends to a suitable
support by erection contractor.
M - D 1664 -1070 F - K 431 - 632
(a) or scab reinforcement may be used in lieu of CLR
M - E 1019 -1466 G - K 768 -424
restraint. substitute (1) scab for (1) CLR and (2) tyttfss�tHtaxaaaart
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and iplV9 ;,
80% length of web member. Attach with 0.128x3" gun �+ •a« 0«9q•° °•,° °je;
nails @ 6" OC. �i
� �°j�,° •Op~1
R�+:.G_ ®�
Wind O
♦a
Wind loads based on MWFRS with additional C&C $ ® p
member design. e •
iO F i
• ! v
• SAT 0 —
f�
®
�� q•+®"®ear
�°O«'��°yy�` �
COAS�V+�t`�
Artsggtt=��t�
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of
Component
BCSI (Building
Safety Information, by TPI and SBCA) fo'r saty practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathingq and bottom chord shall have a properly
attached ri id ceiling Locations shown forpermanent lateral restraint of webs shall have bracin insTalled per BCSI sections B3, 67 or 810,
as applicable. Apply plates to each face of truss and as shown above and on the Joinf9Details, unless noted otherwise. f�efer to
position
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Buildinc�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI 1, for handlin installation bracing trussesA this drawing
or shippin , and of seal on or
listing this drawing indicates acceptance of pro)essionalq engineering responsibility solely for the design shown.
gnawing phe
cover pa e , , 2400 Lake Orange Dr.
The sui gability
Suite 150
and use of this for any structure is responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: ww A ineltw.mm; TPI: www.t inst.or ; SBCA: www.sbdndust .cam; ICC: w Accsafe.org Orlando FL, 32837
Job Number: N333988
Ply: 1
SEQN: 7078 /
T21 / SPEC
Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D
Qty: 1
FROM: RWM
DrwNo: 239.20.1108.34432
Truss Label: A9
JB / WHK 08/26/2020
7'10"14
13'10' 18'8" 24'8" 29'8"
38'8"
7'10"14
5'11"2 410"
9'
=6X6
D
12
z6X6 =4X4
=5X5
6 [�o;- C5
E F
G
M
h
(a)
TV
i•
W3
Mo co
T5
B
a
H
ALu
I
=5X5
= 8X8 = 6X6 = 3X6(A1)
38'8"
1' I 10'
9'4" I 9'4"
10, 1'
10'
19'4" r 28'8"
38,8"
Loading Criteria (psq Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defi/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sid: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in Ioc Udefl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.292 E 999 360
B 1514 / 694 / 909 / - / 321 / 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.797 E 846 240
H 1516 1697 / 903 / - /- / 8.0
BCDL: 10.00 Risk Category: 11
Snow Duration: NA HORZ(LL): 0.073 D - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: C
HORZ(TL): 0.137 D - -
B Min Brg Width Req = 1.8
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Code / Misc Criteria Cree Factor: 2.0
p
H Min Brg Width Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf
Bldg Code: FBC 6th ed.201 Max TC CSI: 0.879
Bearings B & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.905
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft
Rep Factors Used: Yes Max Web CSI: 0.845
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00
ft FT/RT:20(0)/l0(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE VIEW Ver: 17.02.02A.1213.21
Lumber
B - C 1600 -2648 E - F 2002 -3069
C - D 1620 - 2461 F - G 1581 - 2379
Value Set: 13B (Effective 6/112013)
D - E 2555 -3805 G - H 1563 -2600
Top chord 2x4 SP #2 N :T5 2x4 SP 2400f-2.0E:
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1/3012013 by ALSC
B - L 2290 -1231 K - J 2821 -1584
L - K 1836 - 912 J - H 2232 -1244
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
Maximum Web Forces Per Ply (Ibs)
to be equally spaced. Attach with (2) 8d Box or Gun
Webs Tens.Comp. Webs Tens. Comp.
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
L - D 598 -345 F - J 467 - 665
support by erection contractor.
D - K 2451 -1647 J - G 727 - 376
(a) or scab reinforcement may be used in lieu of CLR
restraint, substitute (1) scab for (1) CLR and (2)
tilffltitfd;tMt►rtri
E - K 1411 -1982
scabs for (2) CLR'S where shown. Scabsti
` atl�ir
reinforcement to be same size, species, grade, andfr'rr
80% length of web member. Attach with 0.128x3" gun
+' "'.� a' le,
nails @ 6" oc.�.
`fi id s° E o ,
+•;q r
a s $
Wind
®• %�$
Wind loads based on MWFRS with additional C&C
a
member design.
;
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�®
COA t' ONAL. 1�>>
rtit112911tt
(9/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING
TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping,
installing and bracing. Refer to and follow the latest edition of
BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide tempora
bracing per SCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propper y
_
attached ri id ceilin Locations shown forpermanent lateral restraint of webs shall have bracin installed per SCSI sections 63, B7 or B10,
as applicable. App y plates to each face of truss and position as shown above and on the Details, unless noted otherwise. Refer to
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 ANRWCOMCANY
truss in ANSI 1, for handl% installation bracing trussesA seal on this drawing or cover
conformance with or shipping, and of
listing this drawing indicates acceptance of ro esstona engineering responsibility solely for the design shown.
and use of this gnawing for any structure is tphe responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
pafge, , 2400 Lake Orange Dr.
The sui abrlI y Suite 150
For,more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsaie.org Orlando FL, 32837
SEQN:79627/ SPEC Ply: 1 Job Number: N333988 Cust:R8975 JRO:1WY589750043T22 %
FROM: RDP Qty: 1 7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D DrwNo: 239.20.1108.36788
Truss Label: A11 G / YK 08/26/2020
26'1112 3+ 88" I
T70"14 51102 685'5"1684
=5X5
D
21'
5'1 12'8"
7'11"5 + 6'0"11 6'9"12 + 5'2"4 5'48 7'38 +1'�
7'11"5 14' 20'9"12 26' 31'4"8 38'8"
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: 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: 3.87 It
Loc. from endwall: not in 4.50 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord: 2x4 SP #2 N; T4 2x4 SP #1;
Bot chord: 2x4 SP #1; 131 2x4 SP #2 N;
Webs: 2x4 SP #3;
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Special Loads
-(Lumber Dur.Fac. 1.25 / Plate Dur.Fac.=1.25)
TC: From 56 pif at -1.00 to 56 pif at
26.00
TC: From 149 pif at 26.00 to 149 pif at
31.67
TC: From 56 pif at 31.67 to 56 plf at
39.67
BC: From 20 pif at 0.00 to 20 pif at
26.00
BC: From 44 pif at 26.00 to 44 pif at
31.67
BC: From 20 pif at 31.67 to 20 plf at
38.67
BC: 464 lb Conc. Load at 31.67
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Refer to General Notes for additional information
TBO
0
fM
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefil U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.028 N 999 360
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.055 N 999 240
B 789 /_ /- /_ /382 /_
Snow Duration: NA
HORZ(LL): 0.012 N - -
L 926 /- P /- /425 /-
HORZ(TL): 0.024 N
K 1672 /- P /- 1613 /-
Code / Misc Criteria
Creep Factor: 2.0
H 775 /- P /- /345 /-
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.750
Wind reactions based on MWFRS
TPI Sid: 2014
Max BC CSI: 0.611
B Brg Width = 8.0 Min Req = 1.5
Rep Fac: No
Max Web CSI: 0.567
L Brg Width = 8.0 Min Req = 1.5
FT/RT:20(0)/10(0)
K Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 1.5
Plate Type(s):
Bearings B, L, K, & H are a rigid surface.
WAVE
VIEW Ver. 18.02.01A.0205.19
Bearings B, L, K, & 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 538 -1101 E - F 423 -164
C - D 287 - 557 F - G 349 - 927
D - E 293 - 562 G - H 468 -1118
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - N 908 - 417 J - H 939 - 365
N - M 904 -418
Maximum Web Forces Per Ply (lbs)
4lsttitlprl'IJFPtr
Webs Tens.Comp. Webs Tens. Comp.
lMrrf
i®r
C - M 263 - 582 K - F 666 -1445
M-E 774 -323 F-J 1489 -554
01 yoomAq•o r
E �" gi `:
E - L 480 - 799
i 6
"
1 •
• o.70$
a
a
D'i s
i °eo
COA fi Uii 0A 4\•'\�lri*34
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling shipping, in%alling,and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, bVy TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a propperly
iiI ceilin Locations shown forpermanent lateral restraint of webs shall have bracincctt installed per BCSI sections B3, B7 or 810,
e. AppYj plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Beier to
60A-Z for standard plate positions.
a division of
I I Hi 1, or Tor nandung snipping, Inst,
acceptance of pro essiona eng
any structure is the responsibility
:ral notes page and these web sites: ALPINE:
from this drawing,any failure to build the
k seal on this drawing or cover pa e ,
ANr the de Sec shown. The suitability
ALPINE
AN TYCOMVANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
Job Number: N333988 Ply: 1 SEQN: 7080 / T29 / COMN Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EA8 ELEV.D Qry: 3 FROM: RWM DrwNo: 239.20.1108.34213
Truss Label: B1 JB / WHK 08/26/2020
7'10"14
7-10.14
1310" + 20'10"4
5'11"2 7'0"4
=4X4
D
26'4"
N
SO
T
T
3K
21'
5'4" i
1' i 7'11"5 6'0"11 i 7' "4"
7'11"5 T 14' 21' + 26'4" '1
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
rd
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.034 J 999 360
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 845 / 189 / 553 / - / 274 / 8.0
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.095 J 999 240
H 1051 / 193 / 550 / - / - / 8.0
BCDL: 10.00
Risk Category: 11
Snow Duration: NA
HORZ(LL): 0.013 J - -
K 185 / 54 / 116 / - / - / 8.0
Des Ld: 37.00
EXP: C
HORZ(TL): 0.024 J
Wind reactions based on MWFRS
Code / Misc Criteria
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psi
Creep Factor: 2.0
B Min Brg Width Req = 1.5
Soffit: 0.00
BCDL: 5.0 psf
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.664
H Min Br 9 Width Req = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.664
K Min Brg Width Req = 1.5
Bearings B, H, & K are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Factors Used: Yes
Max Web CSI: 0.557
Bearings B, H. & K require a seat plate.
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE
VIEW Ver: 17.02.02A.1213.21
Maximum To Ch F P PI Ib
p o orces er y ( s)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Value Set: 13B (Effective 6/1/2013)
B - C 643 -1221 D - E 482 -694
Top chord 2x4 SP #2 N
C - D 483 -679
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Maximum Bot Chord Forces Per Ply (Ibs)
Lumber value set "13B" uses design values
Chords Tens.Comp. Chords Tens. Comp.
approved 1/30/2013 by ALSO
B-J 1015 -501 J-1 1011 -501
Wind
Wind loads based on MWFRS with additional C&C
Maximum Web Forces Per Ply (Ibs)
member design.
Webs Tens.Comp. Webs Tens. Comp.
C - 1 394 - 579 E - H 517 - 903
I- E 586 -167
usu
and
Forn
r
y =RWaApYdtl tl*
0,108 1
•, ,�s r;
jo
COAL AL �t �,,
t'&ET:EBiit�'*a�
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
require extreme care in fabricating, handl!n shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) fo'r sa{�ety practices prior to performing these functions. Installers shall provide temporary
Ser BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a pro pper y
n 'Id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10
icab9e. Apply plates to each face, o truss and position as shown above and on the Joint9Detaiis, unless noted otherwise. kefer to ALPINE
Is 16OA-Z for standard plate positions.
a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the nunwcOMMW
conformance with ANSI/I PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , , 2g00 Lake Orange Dr.
this drawing, indicates acceptance of professional engineering responsibility solely for the design shown. The suifablllty
re of this yawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. Suite 150
information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.or ; SBCA: www.sbcindust .com; ]CC: —Accsafe.org Orlando FL, 32837
Job Number: N333988 Ply: 1 SEQN: 7081 / T27 / GABL Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RWM DrwNo: 239.20.1108.34260
Truss Label: B2GE JB / WHK 08/26/2020
13'10" 27'8"
6'1"7 7'8"9 13'10"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: IT to 2h
Spacing: 24.0 "
C&C Dist a: 3.00 It
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "'I3B" uses design values
approved 1/30/2013 by ALSC
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWGS A16016ENC101014 & GBLLETIN1014 for
gable wind bracing and other requirements.
Truss designed to support 8" maximum gable
end overhang.
(TYP) H
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 6th ad
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.021 O 999360
VERT(TL): 0.064 0 999, 240
HORZ(LL): -0.011 M - -
HORZ(TL): 0.020 M
Creep Factor: 2.0
Max TC CSI: 0.146
Max BC CSI: 0.284
Max Web CSI: 0.127
VIEW Ver: 17.02.02A.1213.21
s
4} 6J AT V
in✓ pig � p8�® 1(•�Q+�j+•�{
�rss�rst4u'���9}
08/26/2020
♦ Maximum Reactions (lbs), or *=PLF
Loc R /U /Rw /Rh /RL /W
B 209 / 77 / 110 / - / 290 / 8.0
B* 79 /17 /42 /- /- /248
Z 256 195 /210 /- /- /8.0
AA57 /21 /55 /- /- /16.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
B Min Brg Width Req = -
Z Min Brg Width Req = 1.5
AA Min Brg Width Req = 1.5
Bearings B, B, Z, & Z are a rigid surface.
Bearings B, B, Z, & Z require a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted o)herwise,top chord shall have properly attached structural sheathingq and bottom chord shall have a properly
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing insjalled per BCSI sections B3, 67 or 610,
as applicable. Apply plates to each face of truss and position as shown above and on the JoinCDetails, unless noted otherwise. f�efer 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 drawinq,anv failure to build the
I l r'I 1, or Tor r
acceptance
any sructure
these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; Sack
I or cover pa e
n. The sui ability
ALPINE
ANnw COMGANY
2400 Lake Orange Dr.
Suite 160
Orlando FL, 32837
Job Number: N333988 Ply: 1 SEQN: 7082 / T28 / GABL Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D Qly: 1 FROM: RWM DrwNo: 239.20.1108.34012
Truss Label: C1GE JB / WHK 08/26/2020
II
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Sid: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C
Des Ld: 37.00 Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.00 it
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 byALSC
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWGS A16015ENC101014 & GBLLETIN1014 for
gable wind bracing and other requirements.
+ MEMBER TO BE LATERALLY BRACED FOR
HORIZONTAL WIND LOADS. BRACING SYSTEM
TO BE DESIGNED AND FURNISHED BY OTHERS.
• usci
anc
Farr
2,2„ 4,2„ "1 6,2„ '1 8'4"
2,2„ 2 2, 22„
=4X4
D
21211 1 2, 1 2' 2'2" •i` 1
1
2,2„
4'2" 6,2„ 8'4"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
B* 185 / 87 / 135 / - / 59 / 24.0
Pf: NA Ce: NA
VERT(LL): 0.003 1 999 360
Lu: NA Cs: NA
VERT(TL): 0.008 1 999 240
F* 185 / 87 / 135 / - / - / 24.0
Snow Duration: NA
HORZ(LL): 0.001 H - -
Wind reactions based on MWFRS
HORZ(TL): 0.003 H
Creep Factor: 2.0
B Min Brg Width Req = -
F Min Brg Width Req = -
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.223
Bearings B & H are a rigid surface.
TPI Std: 2014
Max BC CSI: 0.095
Bearings B & H require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.086
Members not listed have forces less than 375#
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.01A.1115.21
WAVE
0
0
i a . AT VO
COA )k.�+ski"
08/26/2020
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) for sa shipping,
practices prior to performing these functions. Installers shall provide temporarryy
Ter BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pperly
icab9id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 610,
e. Apply plates to each face of russ and position as shown above and on the JoinPDetails, unless noted otherwise. kefer to
is 160A-Z for standard plate positions.
a division of ITW Buildingq�Components Group Inc., shall not be responsible for any deviation from this drawing;any failure to build the
conformance with ANSI IfPI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover page ,
this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability
ie of this drawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2.
information see this ioh's neneral rates nano and these weh .sites- AI PINT- www.alnineii- — TPI- www tninst nrm SRr.A- www chin i fe, ram- If:f: www ie—,f
ALPINE
ANRwl-Al
2400 Lake Orange Dr.
Suite 150
Orlando FL, 328:
Job Number: N333988 Ply: 1 SEQN: 7083 / T33 / COMN Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 2 FROM: PFH DnvNo: 239.20.1108.34214
Truss Label: D1 JB / YK 08/26/2020
5' 10,
5' 5'
=4x4
C
T 12
6
0
(4
1 B D
43 A E
F
2X4(A1) 1112X4 = 2X4(A1)
1,1
5
5'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "'I3B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
10,
5
10,
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Pf: NA Ce: NA
VERT(LL): 0.007 F 999 360
Lu: NA Cs: NA
VERT(TL): 0.019 F 999 240
Snow Duration: NA
HORZ(LL): 0.003 F - -
HORZ(TL): 0.006 F
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed.201 7
Max TC CSI: 0.418
TPI Std: 2014
Max BC CSI: 0.264
Rep Factors Used: Yes
Max Web CSI: 0.081
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
08/26/2020
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 434 / 202 1287 / - / 134 / 5.5
D 434 1202 / 287 / - /- / 5.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = 1.5
Bearings B & D are a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 612 -494 C-D 613 -494
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 - 332 F - D 396 - 332
**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 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 propperly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer 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.-
C--truss in conformance with ANSI/TPI 1, or for handlM shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2g00 Lake Orange Dr.
listing this drawing, indicates acceptance of pro esstona engineering responsibility solely for the design shown. The suitabdrty
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.wm; TPI: www.tpinst.or ; SBCA: www.sbcindus".com; ICC: www.icC afe.org Orlando FL, 32837
Job Number: N333988 Ply: 1 SEQN: 7084 / T32 / HIPS Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D Qly: 1 FROM: PFH DrwNo: 239.20.1108.34415
Truss Label: D213 JB / WHK 08/26/2020
3'
}
7'
+
10.
3'
4'
3'
=4X4
=4X4
12
C
D
M
6
_o
B
E
T
4"3 A
(V
F
1119YA
1119YA
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 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 endwali: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "l3B"
uses design values
approved 1/30/2013 by ALSC
Loading
#1 hip supports 3-0-0 jacks with no webs.
Wind
Wind loads and reactions
based on MWFRS.
10,
3'1"12 3'8"8 31 "12
f + 1
3'1"12 6'10"4 10,
Snow Criteria (Pg,Pf in PSF)
DefI/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Loc R / U / Rw / Rh / RL / W
B 496 / 238 / - / - / - / 5.5
Pf: NA Ce: NA
VERT(LL): 0.013 G 999 360
Lu: NA Cs: NA
VERT(TL): 0.035 G 999 240
E 497 / 239 / - / - / - / 5.5
Snow Duration: NA
HORZ(LL): 0.005 G - -
Wind reactions based on MWFRS
HORZ(TL): 0.010 G
Creep Factor: 2.0
B Min Brg Width Req = 1.5
E Min Brg Width Req = 1.5
Code / Misc Criteria
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.235
Bearings B & E are a rigid surface.
TPI Std: 2014
Max BC CSI: 0.246
Rep Factors Used: No
Max Web CSI: 0.041
Members not listed have forces less than 375#
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
B - C 306 -700 D - E 306 -700
WAVE
C - D 250 - 608
�1z+• • rf
R stl�a:
s %a, N' 46.........
r
00
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 598 - 253 G - E 598 - 253
H - G 608 - 250
ilk
COA AL
�rese�acsu+�
08/26/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, byy TPI and SBCA) for 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 bracing installed per BCSI sections B3, By
or B10,
as applicable. Apply plates to each face oftrussand position as shown above and on the JoingDetails, unless noted otherwise. f7efer 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 p"nwcaupnr
truss in conformance with ANSI -PI 1, or for handlin% shipping, installation and bracing of trussesA seal on this drawing or cover pafge , . 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The su! ability Suite Lake
and use of this drawing,
for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2.150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t insl.or ; SBCA: www.sbcindust .com; ICC: w Accsafe.org Orlando FL, 32837
Job Number: N333988 Ply: 1 SEQN: 7085 / T10 / VAL Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RDP DrwNo: 239.20.1108.34120
Truss Label: V1 JB / WHK 08/26/2020
3'11"8 7'11"
3'11"8 3'11"8
4X4
12 B
6
N=4X4(D1)=4X4(D1)
A C
Loading Criteria (psf)
Wind Criteria
TOLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 It
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 It
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Valley truss connection to truss below shall be
designed and furnished by others .
7'11"
7-11"
7'11"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or'=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
Pf: NA Ce: NA
VERT(LL): 0.028 999 360
D" 75 128 134 /- / 8 / 95.0
Lu: NA Cs: NA
VERT(TL): 0.084 999 240
Wind reactions based on MWFRS
Snow Duration: NA
HORZ(LL): -0.010 - -
D Min Brg Width Req = -
HORZ(TL): 0.019
Bearing A is a rigid surface.
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.312
Members not listed have forces less than 375#
TPI Std: 2014
Max BC CSI: 0.381
Maximum Top Chord Forces Per Ply (lbs)
Rep Factors Used: Yes
Max Web CSI: 0.000
Chords Tens.Comp. Chords Tens. Comp.
FT/RT:20(0)/10(0)
A - B 399 -366 B - C 399 -366
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
4
b
«
a, psi' 0 °
arns"1
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r saty practices prior to performing these functions. Installers shall provide temporary)
bracing per BCSI. Unless noted ci herwise,top chord shall have properly attached structural sheathingq and bottom chord shall have a progeny
attached riqid ceilin Locations shown forpermanent lateral restraint of webs shall have bracinp insTalled per BCSI sections B3, B7 or 610.
as applicable. Apply plates to each face of truss and position as shown above and on the Joint -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 a"rm�cOW—
truss in conformance with ANSl1 PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page . _ 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui gability
and use of this gnawing for any structure is p e responsibility of the I�uilding Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.mm; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333988 Ply: 1 SEQN: 3863 / T9 / VAL Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 2 FROM: RDP DrwNo: 239.20.1108.34353
Truss Label: V2 JB / WHK 08/26/2020
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Valley truss connection to truss below shall be
designed and furnished by others .
• and
For m
1'11"8 3'11"
1' 11 "8 1' 11 "8
12
6 =4X4
B
A4X4(D1)=4X4(D1) C
D
3'11„
I 3'11n
3'11"
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or *=PLF
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W
Pf: NA Ce: NA VERT(LL): 0.004 999 360 D* 75 / 22 / 31 /- / 6
Lu: NA Cs: NA VERT(TL): 0.011 999 '240 Wind reactions based on MWFRS
Snow Duration: NA HORZ(LL): -0.001 - - D Min Brg Width Req = -
HORZ(TL): 0.003 Bearing A is a rigid surface.
Code / Misc Criteria Creep Factor: 2.0
/ 47.0
Bldg Code: FBC 6th ed 201 Max TC CSI' 0 070 Members not listed have forces less than 375#
TPI Std: 2014
Max BC CSI: 0.104
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
FE
•
°
°
o. 7,08 I
m ,
°
0 °
COA OttAL
ftsmwit0oss
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporarryY
per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
d rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610,
icab9e. Apply plate. to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. kefer to
Is 160A-Z for standard plate positions.
a division of ITW Buildingg Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the
conformance with ANSI 1, or for handl!ng shipping, installation and bracing of trussesA seal on this drawing or cover pa e .
this drawing indicates acceptance of professionafi engineering responsrb!IIty solely for the design shown. The suit9abdity
.
to of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
information see this lob's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: w Accsaf
ALPINE
a"rtwcoMv*ur
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333988 Ply: 1 SEQN: 7087 / T5 / VAL Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RWM DrwNo: 239.20.1108.34150
Truss Label: MV01 JB / WHK 08/26/2020
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.00 It
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Additional Notes
Valley truss connection to truss below shall be
designed and furnished by others .
1112X4
B
49
1112X4
r 4'1"11
4'1 "11
4'1 "11
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or'=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W
Pf: NA Ce: NA
VERT(LL): NA
D" 75 / 28 / 52 / - / 18 / 49.7
Lu: NA Cs: NA
VERT(TL): NA
Wind reactions based on MWFRS
Snow Duration: NA
HORZ(LL): 0.003 C
D Min Brg Width Req = -
HORZ(TL): 0.006 C
Bearing A is a rigid surface.
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.222
Members not listed have forces less than 375#
TPI Sid: 2014
Max BC CSI: 0.177
Rep Factors Used: Yes
Max Web CSI: 0.100
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
I
01
e o
COAL
r�
08/26/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) fsatPety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a pro
pper y
qid ceilingq Locations shown for permanent lateral restraint of webs shall have bracing insjalled per BCSI sections B3, B7 or B10.
le. App?V plates to each face of truss and position as shown above and on the Join Details. unless noted otherwise. kefer to
Alpine, a division of ITW BuildingqComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSIrfPI 1, or for handling{ shipping, installation and bracing of,trussesA seal on this drawing or cover pagqe ,
listing this drawing, indicates acceptance of pro essronaf engineeringg responsibility solely for the design shown. The cover,
and use of this d►awing for any structure is tPlie responsibility of the building Designer per ANSIITPI 1 Sec.Z
— morn ;Moan -. eon - {..— ..e.. - ....,e... . —'— n— e: — A' DIN.. ......• TDI. ........ ,..:..e,.....• C-1- -
ALPINE
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333988 Ply: 1 SEQN: 7088 / T6 / VAL Cust: R8976 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: f2WM DrwNo: 239.20.1108.34291
Truss Label: MV02 JB. / WHK 08/26/2020
12
6 1112X4g
4X4(D1) T
A c�
//// CD
1112X4
2'1"11
2'1 "11
2'1 "11
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
♦ Maximum Reactions (lbs), or *=PLF
Loc R / U / Rw / Rh / RL / W
D* 75 / 13 / 48 / - / 10 / 25.7
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): NA
Wind reactions based on MWFRS
BCDL: 10.00
Risk Category: 11
Snow Duration: NA
HORZ(LL): 0.000 C
D Min Brg Width Req = -
Des Ld: 37.00
EXP: C
HORZ TL : 0.001 C
( )
a 9
BearingA is rigid surface.
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 6th ed.201 7
Max TC CSI: 0.039
Members not listed have forces less than 375#
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.041
Spacing: 24.0 "
C&C Dist a: 3 00 It
Rep Factors Used: Yes
Max Web CSI: 0.026
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0)
GCpi: 0.18 Plate Type(s):
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Valley truss connection to truss below shall be
designed and furnished by others .
;v. �j".��,igtfys0
-.44xaffi*- 1 p
4
04 4).
o �
r �
st+'}
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proper y
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610,
as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. kefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildinQComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the pN"wcomvANr
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability
and use of this drawing for any structure is phe responsibility of the Building Designer per ANSI/TPI 1 Sec.2, Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333988 Ply: 1 SEQN: 7089 / T8 / EJAC Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D City: 10 FROM: RWM DrwNo: 239.20.1108.33994
Truss Label: E.17 JB / WHK 08/26/2020
Is]
12
6 7-
M
O_
LO
M
ch
B
A
D
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.00 It
Loc. from endwall: not in 4.50 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min, toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
,wiping, a
truss in c
listing tt
and use
For more it
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.017 D
HORZ(TL): 0.031 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.713
TPI Sid: 2014
Max BC CSI: 0.527
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
WAVE
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♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 331 / 117 / 259 / - / 173 / 8.0
D 127 120 /101 /- /- /1.5
C 171 /133 /91 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**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) fsaty practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proge�y
iid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
e. App V plates to each face of truss and position as shown above and on the Join f Details, unless noted otherwise. kefer to
rrrr i,orTor r
acceptance
any structure
failure to build the
f or cover pa e
n. The sui ability
ALPINE
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333988 Ply: 1 SEQN: 7090 / T3 / EJAC Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 2 FROM: JRH DrwNo: 239.20.1108.34306
Truss Label: EJ7A JB / WHK 08/26/2020
T3
G
2,4„ T 7'
7'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP. C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
C
1
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W
Pf: NA Ce: NA
VERT(LL): NA
B 425 / 178 / 370 / - / 202 / 8.0
Lu: NA Cs: NA
VERT(TL): NA
D 125 / 12 / 101 / - / - / 1.5
Snow Duration: NA
HORZ(LL): 0.012 D
C 161 / 125 / 78 / - ! - / 1.5
HORZ(TL): 0.021 D
Wind reactions based on MWFRS
Code / Misc Criteria
Creep Factor: 2.0
B Min Brg Width Req = 1.5
Bldg Code: FBC 6th ed.201 7
Max TC CSI: 0.775
D Min Brg Width Req = -
TPI Std: 2014
Max BC CSI: 0.504
C Min Brg Width Req = -
Rep Factors Used: Yes
Max Web CSI: 0.000
Bearing B is a rigid surface.
Bearing B requires a seat plate.
FT/RT.20(0)/10(0)
Plate Type(s): Members not listed have forces less than 375#
WAVE VIEW Ver: 17.02.02A.1213.21
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08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety. Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide tempora
per BCSI. Unless noted oiherwise,top chord shall have properly attached structural sheathingp and bottom chord shall have a pro ppvy
d rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
cable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to
Is 160A-Z for standard plate positions.
a division of ITW BuildinhComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the
conformance with ANSIlI PI 1, or for handling, shlppintq, installation and bracing of trussesA seal on this drawing or cover pa�e..
this drawing indicates acceptance of pro essiona engmeerm responsibility solely for the design shown. The su! ability
re of this drawing for any structure is he responsibility of the uilding Designer per ANSI/TPI 1 Sec.2.
information see this job's general notes page and these web sites: ALPINE: w .alpineitw.wrn; TPI: w Apinst.org; SBCA: w .sbdndustryxom; ICC:-imsafi
ALPINE
A -COMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333988 Ply: 1 SEQN: 7091 / T19 / EJAC Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA14EAB ELEV.D Qty: 5 FROM: JRH DrwNo: 239.20.1108.34401
Truss Label: EJ7S JB / WHK 08/26/2020
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
F`
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.018 C
HORZ(TL): 0.033 C
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.725
TPI Std: 2014
Max BC CSI: 0.533
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
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♦ Maximum Reactions (lbs)
Loc R /U /Rw /Rh /RL /W
A 270 !79 /188 /- /151 /8.0
C 128 !21 /104 /- /- /1.5
B 174 /135 / 95 / - / - / 1.5
Wind reactions based on MWFRS
A Min Brg Width Req = 1.5
C Min Brg Width Req = -
B Min Brg Width Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
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 anc7 SBCA) fsatPety 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 proper y
iid ceiIin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
le. Apply plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. kefer to
60A-Z for standard plate positions.
a division of
rl PI 1, or for h
acceptance
any structure
his drawing,any failure to build the
on this drawing or cover pa e
ie design shown. The suitability
P INE A
A —CO—
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333988 Ply: 1 SEQN: 7092 / T37 / EJAC Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 /1672/ARIAI4EAB ELEV.D Qty: 3 FROM: PFH DrwNo: 239.20.1108.34322
Truss Label: EJ3 JB / WHK 08/26/2020
4"3
�— 1,
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 it
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 fit
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Alpine, a
truss in c
listing tt
and use
For more it
SO
O
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell U#
Loc R / U / Rw / Rh / RL
/ W
Pf: NA Ce: NA
VERT(LL): NA
B 188 176 / 162 / - / 86
/ 5.5
Lu: NA Cs: NA
VERT(TL): NA
D 52 / 6 / 41 / - / -
/ 1.5
Snow Duration: NA
HORZ(LL): 0.001 D
C 65 / 51 / 31 / - / -
/ 1.5
HORZ(TL): 0.002 D
Wind reactions based on MWFRS
Code / Misc Criteria
Creep Factor: 2.0
B Min Brg Width Req = 1.5
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.216
D Min Brg Width Req = -
TPI Std: 2014
Max BC CSI: 0.123
C Min Brg Width Req = -
Rep Factors Used: Yes
Max Web CSI: 0.000
Bearing B is a rigid surface.
FT/RT:20(0)/10(0)
Members not listed have forces less
than 375#
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
171 ...rpl
# 4
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08/26/2020
-WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
!,Safety Information, by TPI an SBCA) for 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 propery
ilI'd ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10.
e. Apply plates to each face, of truss and position as shown above and on the JoinQDetails, unless noted otherwise. kefer to
60A-Z for standard plate positions.
TPI 1; or for h
acceptance
any structure
failure to build the
1 or cover pa e
n. The sui ability
ALPINE
iMCO'nD
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333988 Ply: 1 SEQN: 7093 / T38 / JACK Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D Qty. 1 FROM: RDP DrwNo: 239.20.1108.34167
Truss Label: CJ5A JB / WHK 08/26/2020
L
12
6
9)
CV
0)
B
C�7
T
A=2X4(A1)
D
2'4„
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
4'11 "4
4'11 "4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.006 D
HORZ(TL): 0.008 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.775
TPI Std: 2014
Max BC CSI: 0.245
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
WAVE
4 �I
� 9
9
m
a
:, RT 0
qi
WA ON
9rti®tn
08/26/2020
♦ Maximum Reactions (lbs)
Loc R / U / Rw / Rh / RL / W
B 358 /162 /329 /- /157 /8.0
D 85 /13 /77 /- /- /1.5
C 102 /80 141 /- /- 11.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
-WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin sh! ping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted oTherw!se,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl ri id ceiling Locations shown forermanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10,
as applicable. Apply plates to each face o truss and position as shown above and on the Joinf Details, unless noted otherwise. Nefer 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 „m,�a,,,,„
truss in conformance with ANSIl1 PI 1, or for handling{ shippintq, installation and bracing of,trussesA seal on this drawing or cover pa e , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro esstona engineering responsibility solely for the design shown. The suit9abrlrty
and use of this drawing for any structure is phe responsibility of the building Designer per ANSI/TPI 1 Sec.2: Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org _SBCA: www.sbdndustry.com; ICC:—mimsafe.org Orlando FL, 32837
SEQN: 79624 / JACK Ply: 1 Job Number: N333988 Cust: R8975 JRef: 1WY589750043 T4
FROM: RDP Qty: 4 7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D DrwNo: 239.20.1108.36740
Truss Label: CJ5 KD / WHK 08/26/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
11'2"5
12
6
CO
N CM
C'M
B
1 A $,8"
D
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 It
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
• usm
and
For m
r ,
4' 11 "4
4' 11 "4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(CL): NA
Snow Duration: NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201 7Max
TC CSI: 0.411
TPI Std: 2014
Max BC CSI: 0.254
Rep Fac: No
Max Web CSI: 0.000
FT/RT:20(0)/l0(0)
Plate Type(s):
VIEW Ver: 18.02.01A.0205.19
WAVE
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08/26/2020
♦ Maximum Reactions (ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /- 1207 /95 1128
D 89 /- /- /68 /13 /-
C 118 /- /- /61 /92 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
-IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted ojherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
d r qqid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 810,
icab9e. AppTy plates to each face of truss and position as shown above and on the JoinCDstails, unless noted otherwise. kefer to
Is 160A-Z for standard plate positions.
a division of ITW Buildin g-Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
conformance with ANSI PI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover page ,
this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability
to of this yawing for any structure is the responsibility of the uilding Designer per ANSI/TPI 1 Sec.2.
information see this job's general notes gage and these web sites: ALPINE_ www.alpineitw.wm; TPI: w—Apinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafi
P INE A
6750 Forum Drive
Suite 305
Orlando FL, 32821
I
SEQN: 79635 / JACK Ply: 1 Job Number: N333988 Cust: R8975 J Ref: 1 WY589750043 T7 l
FROM: RDP Qty: 1 7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D DrwNo: 239.20.1108.36677
Truss Label: CJ5S / YK 08/26/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
B
11'2"5
12
6
M_
iT
CV
A
C ___V'8"
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
4' 11 "4
4'11"4
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): 0.006 C
HORZ(TL): 0.012 C
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201 7Max
TC CSI: 0.425
TPI Std: 2014
Max BC CSI: 0.292
Rep Fac: No
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 18.02.01A.0205.19
,,g
i y
o, 7.08 I
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 192 /- /-
/133 /55 /106
C 89 P /-
/73 /15 P
B 122 P /-
/66 /95 /-
Wind reactions based on MWFRS
A Brg Width = 8.0
Min Req = 1.5
C Brg Width = 1.5
Min Req = -
B Brg Width = 1.5
Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
W10
\ 1�
� ONAL
C
ati9I9i`06-
08/26/2020
**WARNING*' READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) fr safety practices pnor to performing these functions. Installers shall provide tempora
BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progeny
,iid ceiling Locations shown fortpermanent lateral restraint of webs shall have bracinfq installed per BCSI sections B3, B7 or B10,
t_e. App Y plates to each face o truss and position as shown above and on the Join Details, unless not
otherwise. (Refer to
Alpine, a division of
truss in conformanc
listing this drawim
and use of this i
For more information see
,trt i,ortorr
acceptance
any structure
his drawing,any failure to build the
on this drawing or cover pa e
Le design shown. The suir9abddy
A P NE
u m OWP.
6750 Forum Drive
Suite 305
Orlando FL, 32821
Job Number: N333988 Ply: 1 SEQN: 7094 / T39 / JACK Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIAMEA8 ELEV.D Qty: 1 FROM:IRDP DrwNo: 239.20.1108.34447
Truss Label: CJ3A KD / YK 08/26/2020
C
12
T
6
M
Br
T
A=2X4(A1)
D
CV
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #1
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
2'4" 2' 11 11
r rr
211 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#
Loc R / U / Rw / Rh / RL / W
B 308 / 157 / 309 / - / 113 / 8.0
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
D 45 / 24 / 55 ! - / - / 1.5
Snow Duration: NA
HORZ(LL): -0.003 D
C 34 / 28 / 35 / - / - / 1.5
HORZ(TL): 0.004 D
Creep Factor: 2.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
Code / Misc Criteria
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.908
D Min Brg Width Req = -
TPI Std: 2014
Max BC CSI: 0.283
C Min Brg Width Req = -
Rep Factors Used: Yes
Max Web CSI: 0.000
Bearing B is a rigid surface.
Bearing B requires a seat plate.
FT/RT:20(0)/10(0)
Plate Type(s): Members not listed have forces less than 375#
WAVE VIEW Ver. 17.02.02A.1213.21
� H.
i
' o, ,08 I
0
COA AL
tie►as�
08/26/,
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS,
Isses require extreme care in fabricating, handlin shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building
mponent Safety Information, by TPI and SBCA) for saly practices prior to performing these functions. Installers shall provide tempora
cing per BCSI. Unless noted oytherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
ached r! id ceiling Locations shown forpermanent lateral restraint of webs shall have bracinq Installed per BCSI sections B3, B7 or B10
applicable. Apply plates to each face o truss and position as shown above and on the JoinCDetails, unless noted otherwise. F7efer to'
wings 160A-Z for standard plate positions.
ine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
3s in conformance with ANSI/I PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover pa e..
ing this drawing indicates acceptance of pro�fesslonai engineering responsibility solely for the design shown. The suit9abdrty
i use of this drawing for any structure is the responsibility of the Building Designer per ANSIrrPI 1 Sec.2.
more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinsl.org; SBCA: www.sbcinduslryxom; !cc: www.imsaf,
ALPINE
ANRWCOMVANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
r
Job Number: N333988 Ply: 1 SEQN: 7096 / T24 / JACK Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 /1672/ARIA/4EAB ELEV.D Qty: 5 FROM: RDP DrwNo: 239.20.1108.33542
Truss Label: CJ3 JB / WHK 08/26/2020
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 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
GCp!: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
C
T
CY)
d7
SO
N
}
2' 11 "4 i
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Deff/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL
/ W
Pf: NA Ce: NA
VERT(LL): NA
B 185 / 75 / 160 / - / 84
/ 8.0
Lu: NA Cs: NA
VERT(TL): NA
D 50 / 6 / 41 / - / -
/ 1.5
Snow Duration: NA
HORZ(LL): 0.001 D
C 63 / 50 / 29 / - / -
/ 1.5
HORZ(TL): 0.001 D
Wind reactions based on MWFRS
Code / Misc Criteria
Creep Factor: 2.0
B Min Brg Width Req = 1.5
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.206
D Min Brg Width Req = -
TPI Std: 2014
Max BC CSI: 0.115
C Min Brg W idth Req = -
Rep Factors Used: Yes
Max Web CSI: 0.000
Bearing B is a rigid surface.
FT/RT:20(0)/10(0)
Bearing B requires a seat plate.
Plate Type(s):
Members not listed have forces less
than 375#
WAVE
VIEW Ver: 17.02.01A.1115.21
N
COA MZ
ft
08/26/2020
c.r
AL
**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) for safety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
qid cei!!nq Locations shown for permanent lateral restraint of webs shall have bracinc] installed per BCSI sections B3, 67 or 610,
le. Apply plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. (Refer to
60A-Z for standard plate positions.
Alpine, a division of
truss in conformanc
listing this drawim
and use of this i
For more information see
nrl i,oriorn
acceptance
any structure
from this drawing,any failure to build the
t seal on this drawing or cover page
for the design shown. The suitability
ALPINE
ANmNOOMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333988
Ply: 1
SEQN: 7097 /
T25 / JACK
Cust: R8975 JRef: 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D
Qty: 6
FROM: RDP
DrwNo: 239.20.1108.33932
Truss Label: CA
JB / WHK 08/26/2020
12
6
C
B
co
rn
A
-"'
t—
D
2M(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
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "138" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
1, 11,14
11114
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL
/ W
Pf: NA Ce: NA
VERT(LL): NA
B 143 / 79 / 148 / - / 41
/ 8.0
Lu: NA Cs: NA
VERT(TL): NA
D 11 / 12 / 18 / - / -
/ 1.5
Snow Duration: NA
HORZ(LL): -0.000 D
C -15 / 32 / 27 / - / -
/ 1.5
HORZ(TL): 0.000 D
Wind reactions based on MWFRS
Code! Misc Criteria
Creep Factor: 2.0
B Min Brg Width Req = 1.5
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.196
D Min Brg Width Req = -
TPI Sid: 2014
Max BC CSI: 0,025
C Min Brg Width Req = -
Rep Factors Used: Yes
Max Web CSI: 0.000
Bearing B is a rigid surface.
FT/RT:20(0)/10(0)
Bearing B requires a seat plate.
Plate Type(s):
Members not listed have forces less
than 375#
WAVE
VIEW Ver: 17.02.01A.1115.21
o s
v o
P
p �
Jr T�{�� s�vu PeP•s®e ���
COA ll�NA�« �A
r4M1;0%
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shi ping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for salPety practices pnor to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proper y
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610,
as applicable. Apply lates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE
drawings 160A-Z for s�andard plate positions.
Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the �xrrwmeecnxr
truss in conformance with ANSI/TPi 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover pac1e , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro ess ona engineering responsibility solely for the design shown. The suitability
and use of this drawing,
for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes age and these web sites_ ALPINE: www.alpineltw.wm; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333988 Ply: 1 SEON: 7098 / T30 / JACK Cust: R8975 JRef.' 1WY589750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D Oty: 4 FROM: RDP DrwNo: 239.20.1108.34385
Truss Label: CJ1A JB / WHK 08/26/2020
43
V
Loading Criteria (psD
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/112013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
i
12
6 [7-
C
11"4
11 "4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.196
TPI Std: 2014
Max BC CSI: 0.025
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
ILI
jr
i0. 7,08 9
° +
0 S Ai .g
�•.
�''�,�t� ''tea.>„ , • •.�+,°y�,.'e�
.as'�
08/26/2020
1
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 143 /79 /148 /- /41 /5.5
D 11 /12 /18 /- /- /1.5
C -15 /32 /27 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
"WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
*`IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety. Information, bV TPI and SBCA) y safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid 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 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 �a,,,,e,.
truss in conformance with ANSI/1 PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of professtonat engineering responsibility solely for the design shown. The suitability
and use of this yawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.ai ineitw.wm; TPI: www.t inst.or ; SBCA: www.sbcindusl .wm: ICC: w Accsafe.orq Orlando FL, 32837
SEQN: 79618 / HIP_ Ply: 1 Job Number: N333988 Cust: R8975 JRO: 1 WY589750043 T1 /
FROM: RDP Qty: 3 7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D DrwNo: 239.20.1108.36771
Truss Label: HJ7 / YK 08/26/2020
5'3"5
5'3"5
9'10"1
4'6"11
L
12'2"3
12
4.24 2X4
C
v
b ^
ih io
v
B
T
4' 3 A 8,8„
FE
2X4(A1) =4X4
f-- 1'5"
Loading Criteria (psf)
Wind Criteria
TOLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 0.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #3;
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Refer to General Notes for additional information
Provide (3) 16d common 0.162"x3.5", toe -nails at TC.
Provide (3) 16d common 0.162"x3.5", toe -nails at BC.
Hlping, a
truss in c
listing tir
and use
For more in
9'2"2
9'22
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): 0.040 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 /-
Lu: NA Cs: NA
VERT(CL): 0.076 F 999 240
Snow Duration: NA
HORZ(LL): 0.010 C - -
E 364 /- /0 /- /84 /0
HORZ(TL): 0.018 C
Creep Factor: 2.0
D 214 /- /- P /177 /-
Wind reactions based on MWFRS
Code / Misc Criteria
Bldg Code: FBC 6th.ed 2017
Max TC CSI: 0.546
B Brg Width = 10.6 Min Reg = 1.5
TPI Std: 2014
Max BC CSI: 0.416
E Brg Width = 1.5 Min Reg = -
Rep Fac: No
Max Web CSI: 0.260
D Brg Width = 1.5 Min Reg = -
FT/RT:20(0)/10(0)
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Plate Type(s):
Members not listed have forces less than 375#
WAVE
VIEW Ver: 18.02.01A.0205.19
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
e
FRIAIL
$ S
s %E A,ST
oat
r 4
COA
161M�
08/26/2020
—WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, byy TPI ant SBCA) fr sa�ety practices prior to performing these functions. Installers shall provide tempora
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperly
Kid ceilingq Locations shown for permanent lateral restraint of webs shall have bracinginsalled per BCSI sections B3, B7 or 810,
e. App?y plates to each face oftrussand position as shown above and on the Joinf etails, unless noted otherwise. kefer to
60A-Z far standard plate positions.
I m 1, or Tor nanoling snippmiq, Insti
acceptance of pro essiona engl
any structure is the responsibility
ral notes page and these web sites: ALPINE:
his drawing,any failure to build the
on this drawing or cover pa e
1e design shown. The suitability
TP11 Sec.2.
CA: www.sbcindus".com; ICC: www.iccsafi
AL NE
ANRWCOM .
6750 Forum Drive
Suite 305
Orlando FL, 32821
Job Number: N333988 Ply: 1 SEQN: 7100 / T35 / HIPICust: R8975 JRef. 1WY689750043
,7A5/320 ,167ED ,02F ,RG01 / 1672/ARIA/4EAB ELEV.D City: 2 FROM: PFH DrwNo: 239.20.1108.34370
Truss Label: HJ3 JB / WHK 08/26/2020
T
�- 1'5"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 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
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Loading
Hipjack supports 2-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
C
1 '�
4'2'3
4'2"3
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed.201 7
Max TC CSI: 0.120
TPI Std: 2014
Max BC CSI: 0.074
Rep Factors Used: No
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
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08/26/2020
1
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 84 /45 !- !- /- /7.0
D 28 /- 17 !- /- /1.5
C 64 /48 /- /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin ship ping, installing.and bracjng., Refer to and follow the latest edition of BCSI (Building
Component Safety Information, byy TPI an � SBCA) for sa�ety practices prior to pe orming these functions. Installers shall provide temporary
bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing in ailed per BCSI sections B3, B7 or 810,
as applicable. Apply plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. kefer to ALPINE�
drawings 16OA-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 ,,,,,,,ce,,,,,,,,.
truss in conformance with ANSI/1 PI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pprofessional engineering responsibility solely for the design shown. The suitVability g
and use of this yawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.al 1neitw.wm; TPI: www.t inst.or ; SBCA: www.sbcindusl .com; IM w Jccsafe.org Orlando FL, 32837
Gable Stud Reinforcement Detail
ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or; 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Orr 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Orr 120 moh Wind Soeed. 15' Mean Heloht. Partlaliv Fnrlospd. Fvnnaurp TI. K7t = 1.00
S
2x4 Brace
Gable Vertical
Spacing I Species Grade
No
Braces
(1) Ix4 'L' Brace lot
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace ■■
(1) 2x6 'L' Brace i[
(2) 2x6 ' Brace le
L'
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
3' 10'
6' 7'
6' 10,
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12, 8'
14' 0'
14' 0'
-
S P F
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
U
i I
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' D'
14' D'
�l
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' B'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14, D'
14' 0'
J
S P
#2
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
1 9' 7'
12' 2'
1 12' 8'
14' 0'
14' 0'
Nt
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 111
111 8'
14' 0'
.4' 0'
Nt
F
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10' 11'
SI' 8'
14' 0'
14' 0'
d
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' V
14' 0'
_U
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P F
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
0J
U
O
IJ P
I l
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
6' 1'
6' 5'
B' 1'
8' 8'
10' 5'
1 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'
ill 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
e' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14, 0'
0.)
D F L
Stud
4' 4'
6' 5'
6' 10,
8' 6'
9' 1'
10, 6'
10, 11'
13' 4'
14, 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10, 10,
11' 10,
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
1 10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P F
#3
4' 7'
6' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
U
IJ F
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' D'
14' 0'
14' 0'
14' 0'
O
I l
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
ill 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
11
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'
03
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
1V 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
r-I
D F 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' D'
14' D'
14' 0'
Diagonal brace option.
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 600#
at each end. Max web
total length Is 14'.
Vertical length shown
In table above.
Connect at at
LPINE
AN ITW COMPANY
514 Earth City Expressway
Suite 242
Earth City, MO 63045
2x6 DF-L 02 or
better diogonnl
brace' single
or double cut
(as shown) at
upper end,
w�l 1111 V111 Refer to chart jk
w■VARNINGI■■ READ AND FOLLOV ALL NOTES ON THIS DRAVINGI
--IMPORTANT- FURNISH THIS BRAVING TO ALL CONTRACTDRS INCLUDING THE INSTALLERS9
Trusses require extreme care In fabricating, handling, shipping, Instolling and bracing, Refe-%,B
It.. the latest edition of BCSI (Bu0.ding Component Safety Informotln, by TPI and SBCA) fo
actices prior to performing these functions. Installers shall provide temporaryy bra ing plessnoted otherwise, top chord halt have properly attached structural sheaiI and bo
,all have a properly attached rigid ceiling. Locations shown for permanent lateral restrainallhave bracing Installed per BCSI sections B3, 37 or BID, as applicable. Apply plates to e
truss and position as shown above and on the Joint Details, unless noted otherwise.
fer to drawings I6DA-Z for standard plate positions. '
Alpine, a division of ITV Building Components Group Inc, shall not be responsD,le for any deviati.
Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlpl
;tallatlon 6 bracing of trusses.
A seal on this drawinggy ar cover page llsthg this drawing, Indicates acceptance of professional
glroeerrr my structure Is thesolely for responsibility of the Building Designer pershown. The yand we of this ANSI/TPI 1 Sec2. �nwtig
For more Information see this Job's general notes page and these web sites,
ALPINE. ww►alpine'tw.coml TPI- www.tpVut.orgi SBCA- vw.sbclndustry—Ill ICC, wwwJccsmfemrg
r wo"
Bracing Group Species and Grades)
Group AI
S ruce-Pine-Fir Hem -Fir
#1 / #2 !Standardl #2 1 Stud
73 Stud I L #3 Istandard
Dou las Flr-Larch Southern Pine■■■
#3 #3
Stud Stud
Standard Standard
Group Bi
Hem -Fir
#1 4 Btr
#1
Dou as Fir -Larch Southern Pine■■■
a1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
■wFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values maybe used with these rades.
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 toad from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang,
Attach 'L' braces with IOd (0.128'x3.0' min) nails.
)K For (1) 'L' bracer space nails at 2' o,c,
In 18' end zones and 4' o,c, between zones.
)K)KFor (2) 'L' bracesi space nalls at 3' o.c,
In 18' end zones and 6' o,cbetween 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 detail.
REF ASCE7-10-GAB16015
DATE 10/01/14
DRWG A16015ENC101014
Vertical Len th
No Ilce
MAX, TOT, LD, 60 PSF
MAX, SPACING 24,0'
Gable Stud Reinforcement Detail
ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 160 Mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or, 14n mnh Wind Sm-1- 15' Ill- HPlnht. pnrtlnlly rn it o 4 rvn rP n. tee+ = i nn
S
2x4 Brace
Gable Vertical
Spacing Specles Grade
No
Braces
(1) lx4 'L' Brace r
(1) 2x4 'L' Brace IN
(2) 2x4 'L' Brace rr
(1) 2x6 'L' Brace r
(2) 2x6 'L' Brace ON
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
p
#1 / #2
3' 6'
6' 0'
6' 3'
7' 1'
7' 4'
6' 5'
8' 9'
11' 1'
11' 7'
13' 3'
13' 9'
U
S 1 F
43
3' 4'
5' V
5' 5
6' 9'
7' 3'
8' 4'
8' 8'
10' 7'
11' 4'
13, 1'
13' 7'
H F
Stud
3' 4'
5' 0'
5' 4'
6' 9'
7' 2'
8' 4'
a, a,
10' 6'
11' 3'
13, 1'
13' 7'
O
Standard
3' 4'
4' 4'
4' 7'
S' 9'
6' 2'
7' 10'
8' S'
9' 1'
9' 8'
12' 4'
13, 2'
10,11
#1
3' 8'
6' 1'
6' 4'
7' 2'
7' 5'
8' 6'
8' 10,
11' 3'
ill 8'
13' V
13' 11'
.J
S P
#2
3' 6'
5' 9'
6' 2'
7' 1'
7' 4'
8' 5'
8' 9'
ill 1'
Ill 7'
13, 3'
13' 9'
#3
3' 5'
4' 7'
4' 10'
6' 1'
6' 6'
8' 2'
8' 9'
9' 6'
10, 2'
12, 11'
13' 8'
(U
D F L
Stud
3' 5'
4' 7'
4' 10'
6' 1'
6' 6'
8' 2'
8' 9'
9' 6'
10' 2'
12' 11'
13' 8'
Standard
3' 1'
4' 0'
4' 3'
5' 4'
5' 9'
7' 3'
7' 9'
8' 5'
9' 0'
11' 5'
12' 3'
U
#1 / #2
4' 0'
6' 10'
7' 2'
a, 1'
B' 5'
9' 8'
10, 1'
12' 9'
13' 3'
14' 0'
14' 0'
_P
S P F
#3
3' 10,
6' 2'
1 7' 2'
8' 0'
1 8' 4'
9' 71
9' 11'
12' 7'
13, 1'
14' 0'
14' 0'
U
H F
Stud
3' 10'
6' 2'
6' 7'
8' 0'
B' 4'
9' 7'
9' 11'
12' 7'
13, 1'
14' 0'
14' 0'
O
I�
Standard
3' 10,
5' 4'
5' 8'
7' 1'
7' 7'
9' 7'
9' 11'
11' 11
11' IS'
14' 0'
14' 0'
#1
4' 3'
7' 0'
7' 3'
8' 3'
8' 6'
9' 9'
10' 2'
12' 11'
13' 5'
14' 0'
14' 0'
/
S P
#2
4' 0'
6' 10'
7' 2'
8' 1'
B' 5'
9' 8'
10, 1'
12, 9'
13' 3'
14' 0'
14' 0'
#3
3' 11'
5' 7'
5' 11'
7' 5'
7' 11'
9' 7'
10, 0'
ill 8'
12' 6'
14' 0'
14' 0'
QJ
D F L
Stud
3' 11'
5' 7'
5' 11'
7' 5'
7' 11'
9' 7'
10, 0'
ill 8'
12' 6'
14' 0'
14' 0'
Standard
3' 9'
4' 11'
5' 3'
6' 7'
7' 0'
8' 11'
9' 6'
10' 4'
ill 1'
14' 0'
14' 0'
#1 / #2
4' 5'
7' 7'
1 7' 10'
8' 11'
9' 3'
9' a,
11' I•
14' 0'
14' 0'
14' 0'
14' 0'
d
S P F
#3
4' 3'
7' 2'
7' 7'
8' 10•
9' 2'
10' 6'
10, 11'
13' 10'
14' 0'
1 14' 0'
14' 0'
LD
U
LJ F
Stud
4' 3'
7' 1•
7' 7'
8' 10,
9' 2•
10, 6'
10, 11'
13' 10'
14' 0'
14' 0'
14' 0'
O
I�
Standard
4' 3'
6' 2•
6' 6'
B' 2'
6' 9'
10' 6'
10' ill
12' 10•
13' 9'
14' 0'
14' 0'
x
11
4' 8'
7' 8'
7' 11'
9' 0'
9' S'
10' 9'
11' 2'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 5'
7' 7'
7' 10'
8' 11'
9' 3'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
43
4' 4'
6' 5'
6' 10,
8' 7'
9' 12'
10' 7'
11' 0'
13' 5'
14' 0'
14' 0'
14' 0'
�--I
D F L
1 Stud
4' 4'
6' S'
6' 10'
8' 7'
9' 12'
10' 7'
11' 0'
13' 5'
14' 0'
14' 0'
14' 0'
Standard
4' 3'
5' 8'
6'
7'
8' 1'
10' 3'
10, ill
11' 11-
1 12' 9'
14' 0'
14' 0'
Bracing Group Specles and Grades,
Group A,
S ruce-Pine-Fir Hen -Fir
#1 / #2 istanclaroll 1 #2 1 Stud
#3 Stud 1 1 #3 Standard
Dou las Flr-Larch Southern Plnerrr
#3 #3
Stud Stud
Standard Standard
Group BI
Hen -Fir
al & Btr
#1
Dou las Fir -Larch Southern Plnerrr
#1 al
#2 a2
Ix4 Braces shall be SRB (Stress -Rated Booed),
IN For 1x4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values maybe used with these rades.
L,able I russ Detail, Notes,
Wind Load deflection criterion Is L/240.
Provide uplift connections for 100 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Y.- ' Attach 'L' braces with 10d (0,128'x3,0' min) nalls.
About,
)K For (1) 'L' brace, space nalls at 2' o.c,
able Truss In 18' end zones and 4' o.c. between zones.
Diagonal brace option, )K)KFor (2) 'L' braces, space malls 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 L member length,
diagonal brace for 775# 'L,
at each end. Max web Brace Gable Vertical Plate Sizes
total length Is 14'.#( Vertical Length No S lice
2x6 DF-L #2 or I Less than 4' 0' 2X3
better diagonal 'r +I Greater than 4' 0', but 4X4
Vertical length shown brace] single 8, .l U1TIfi luflJ / less than 10' 0'
In table above. or double cut
41 (as shown) at L 1 '%' to
Pp I Irl°•w / //� + Refer
splice, heel trussmon designfor
upper end, a P P P
16*0
Pam• * •a ~'. Refer to the Building Designer for conditions
Connect diagonal at '� + ° not addressed by this detail.
midpoint of vertical web. Refer to chart jlove,Aor Aax abl ve tl a le' th,
VARNNwe READ AND FOLLOW ALL NOTES [IN THIS DRAVINGI
-IMPORTANT.:FURNISHGITHIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS @ % REF ASCE7-10-GAB18015
Trusses require extreme care In fabricating, handling, shipping, Installin and bracing. Refe" n a
follow the latest edition of BCSI (Building Component Safety Information, by TPl and SBCA) fo s t s _ DATE 10��1 �14
practices prbr to performing these functions. Installers shall provide tenporary bracing Pa BCSI. •,',y C
Unless mated otherwise, top chord shall have properly attached structural sheathing and ba m cha1 DRWG A16015ENC101014
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrolnt f s'p Pi 1 Via.
a shall have 6rsdng Installed per BCSI sections H3, H7 or BID, as applkaWe. Apply plates to ea s
ALPINEthis
truss al position c horn above and n the Joint Details, unless noted otherwise, •.
Refer to drawPnps 160A-Z for standard plate poslSlons. O �� i •e� �'
Alpine, division of ITW Building Components Group Inc, shall not be responsible for y deviatb a0•• i yo
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handUng, shippin •mama„wrow. MAX, TOT, LD. 60 PSF
ANITWCOMPANY Installation 6 bracing of trusses. V
A seal on this drawing or cover page listing this drawing, Indicates acceptance of pnrofessiarol / l® /2G�2.�2.�
514 Earth City Expressway engtreering responsibility solely for the design shown The sultablilty and use of this drnw4g
Suite 242 for any structure is the responsbNty of the Building Designer per ANSI/TPI 1 Sec.?- tilrygggif3l
Earth City, MO 63045 For more Information see this Job's general notes page and these web sites, MAX, SPACING 24,0'
ALPINE, www,alptneitw.coml TPI, www.tpinst.orgl SECA, www.sbcindustry.org, ICG wwwk-afe-li
,8
'T'
Reinforcing
Member
Gable
Truss
Gable Detail
For Let -in Verticals
pproprlate Alpine gable detall for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
.te that covers the total area of
lapped plates to span the web,
2. 2*2X4
2X8
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nallsi
IOd Common (0,148'x 3,',min) Nails at 4' o.c, plus
(4) nails In the top and bottom chords.
Toenalled Nallsi
IOd Common (0.148'x3',min) Toenails at 4' o,c, plus
(4) toenails In the top and bottom chords,
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12035ENC100138,- A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015ENDIOOI18, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
AlB030ENC100118, A20030ENC100118, A20030END100118, A20030PEDI00118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENCI00118, S20015ENDIDOII B /
S11530ENC100118, S12030ENC100116, S14030ENC 30 1001 8,°fry
S18030ENC100118, S2003OENC100118, S20030 01 aw a3UP b10
See appropriate Alpine gable detail for maxim _ - **,',pq
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -nail - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
eb Length Increase w/ 'T' Brace
Examples
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1,00
Gable Vertical = 24'o,c, SP #3
'T' Reinforcing Member Size =- 2x4
'T' Brace Increase (From Above) = 30% = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Reinf,
Mbr, Size
'T'
Increase
2x4
30
2x6
2D
ALPINE
AN ITW COMPANY
514 Earth City Expressway
Suite 242
MIHPORTANTww wFURNISM THISBRAWNGAD AND FTKO ALL OW �CONTRACTORS INCLUDING THL NOTES ON E INSTALLERS ;
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe`" nr�
follow the latest edition of BCSI (Building Component Safety Infornatlon, by TPI and SBCA) If., s typ
practices prbr to performing these iunctlons. Installers shall provide tvmporory bracing pv BCSI. •
Unless noted otherwise, top chord shall have properly attached structural she¢ hIn0 and bo m �ha�
shall hove a properly attached rigid cePing. Locations shown for permanent lateral restraint f s
shell have bracing Installed per BCSI sections B3, B7 or BID, as applicable. Apply plates to ea
of truss and position as shown above and on the Joint Details, unless noted otherwise.
Refer to drawings I60A-2 for standard plate positions.
Alpine, a divlslon of ITV Building Components Group Inc. shell not be responsibte for any deviatb r
this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shlppin
Installation I, bracing f trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional
engineering responsibility solely for the design shown. The suitability and use of this drawing
for ¢ny structure is the nesponslbiUty of the Bultding Designer per ANSI/TPI 1 Sec2.
f �
.'".
f"t l k.1 a
e*
dti
•aa w*** `}'a e
fit V5�26�2�2�
MAX.
MAX, T❑T, LD, 60 PSF
REF LET -IN VERT
DATE 01/02/2018
DRWG GBLLETIN0118
DUR, FAC, ANY
SPACING 24,0'
Earth City, MO 63045
For more Information see this Job's general notes page and these web sites,MAX,
ALPINE, www,alpineltw,coml TPI- •ww,tpinst.orgi SBCA, www.sbc[ndustry.org) ICC, www]ccsafeorg
.T
Relnfo
Meml
Go
Tr
Gable Detail
Fnr I Pi -in VPrtirnl�_
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
Ae that covers the total area of
lapped plates to span the web.
er 2*2X4
2XB
rrovtae connecrtons tor uplit-C speciriea on the engineerea truss aesign.
Attach each 'T' reinforcing member with
End Driven Nollsr
IOd Common (0,148'x 3',min) Nails at 4' o.c, plus
(4) nails In the top and bottom chords,
Toenolled NaRsr
IOd Common (0,148'x3',m1n) Toenalls at 4' o.c. plus
(4) toenalls In the top and bottom chords.
This detall to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 Gable Detall Drawings
A11515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014,
A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014,
A11530ENCIO1014, A12030ENC101014, A14030ENC101014, A1603OENCIOIO14,
A18030ENC101014, A2003OENC101014, A20030END101014, A2003OPED101014
S11515ENC100815, S12015ENC100815, S14015ENC100815, S16015ENC100815,
S18015ENC100815, S20015ENC100815, S200l5ENDIOO8 t 9618tilm 15,
511530ENC100815, S12030ENC100815, 514030ENC t�03 C10 11
516030ENC100815, S20030ENC100815, 520030 RO% Qg g EDI e•wo a•aSee appropriate Alpine gable detall for maxi wF°cq-C-a eZI qr
'T' Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -nail - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member,
eb Length Increase w/ "T' Brace
Examples
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing. Member Size = 2x4
'T' Brace Increase (From Above) = 30% = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Relnf,
Mbr, Size
'T'
Increase
-2x4
3D
2x6
2D
■■nTANr■. FURNISH THISVARNINGIreer �DRAVING TO ALL CwTRACAD AND FGLLUV ALL ETORS INCILUDING THE INSTALLERS ® S DRAVINGI U. �"�� " i REF LET -IN VERT
Trusses require extreme care In fabricating, handling, shipping, hstalling and bracing. Refe `trt.Dng a $ DATE 10/01/14
follow the latest edition of BCSI (Bulding Component Safety Information, y TPl and S16) fo s tya
practices prior to performing these functions. Installers shall provide temporary bracing pa BCSI. • y
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chal;,d �- DRWG GBLLETIN1014
shall have a properly attached rigid ceiling. Locations shorn for permanent lateral rectrolnt f s�j
shall have bracing Installed per BCSI sections B3, B7 or 310, as oppllcable. Apply plates to ea a� rLr
Q of truss and position as shown above and an the Joint Detalls, unless noted otherwise. .' •a + r•
Refer to drawings 16OA-Z for standard plate positions. O
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatb r ♦••a l s�•
AN rIWCOMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hnndong, shippin •soon wa•` t~
Installation 3 bracing of trusses. t5" + MAX, TOT. LA 60 PSF
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional
13723 Riverporl Drive engineering respons0b01ty solely for the design shorn The suitability and use of this drawing Q_ y6t �26�2�2� DUR, FAC, ANY
Suite 200 for any structure Is the responsibility of the BuIldYp Deslgner per ANSI/TPI 1 SecZ SB9p93fIi 6&G�5
Maryland Heights, MO 63043 For more Information see this Job's general notes page and these web sites, MAX, SPACING 24,0'
ALPINE, wwwalptneitw.coni TPD wmtpinst.orgl SBCN wwmsbclndustrymrgi ICC, wwwlccsofe.org
t
Valley Detail - ASCE 7-10: 160 mph,
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Dot Chord 2x4 SP #2N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�* Attach each valley to every supporting truss with:
C2) 16d
box (0,135' x
3,5') nails toe -nailed for
ASCE 7-10
160 mph,
30'
Mean
Height, Enclosed
Building,
Exp, C, Wind
TC
DL=5
psf, Kzt = 1.00
Or
ASCE 7-10
140 mph,
30'
Mean
Height, Enclosed
Building,
Exp, D, Wind
TC
DL=5
psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
30' Mean Height, Enclosed, Exp, C, Kzt=1.00
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web, same species and grade or better, attached with lid box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown In DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
Installation.
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
xww Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord.
All plates shown are ITW BCG Wave Plates, ++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
4X4
3X4
2X4
12 Valle
12 Max.l— Spacing
��X4
2X4
Pitched Cut
Square Cut
f- 8-0-0 max Bottom Chord Bottom Chord
Stubbed Valley ❑ptional Hip
End Detail Joint Detail
Valley
4X4 Toe -nailed Valley/
s*
12
o m n T-usses
12 Max, I
a t 2 o, c.
X3
LLdy I S t
1X3 6-0-0
a 4
�`\(`
3 (Max Spacing) 2X4
5X4
1X3 1X3 SQo-ittutmrfierurrrrpj
�• ''>
Common
20-0-0 (++)°°•. �''�
Trusses —Partial.Planaming
t•
All j,
Supporting trusses 24'
at 2 o,c,
at o,c, maximum spacing.
wgMPITITANT, FIIRNIISH H S BRAVINGEADAND
TO ALLALL NOTES [IN CONTRACTORS IINC�uwNG n E INSTALLFR� ®
Trusses require extreme core In fabricating, shipping, Installing and bracing, Re .j.n
a'' 's
o
L L 30
30
40 P S F
REF VALLEY DETAIL
follow the latest edition of SCSI (Builds Con nent Safet Information, by TPI and SBCA) f $ffife
°
a
TC DL 20
15
7PSF
DATE 10/Ol/2014
practicas prior to performing these functions, Installers shall provltle tanpornry hracing HCSI.a
less noted otherwise, top chord shall have properly attached perm nenl sheathing and b tam SC
shall have a properly attached rigid telling. Locations shorn for permanent Intern: restrain of b
4
�•� 0 ;
BC DL 10
10
10 PSF
DRWG VAL160101014
®
shall have bracing Installed per BCSI sections B3, B7 or B10, ns applkoble. Apply pintas toe h D°
i truss an Ii16D oe shown above in
lon as n above n thv Joint Details, unleee rotad otherwise.
se
�+;
BC LL 0
0
0 PSF
ALPINE
po
for plate pt* o
Refer to draw its plate
Alpine, division of ITV Building Components Group Inc shall of be responsible far y dewla\,PrAl
A �a
ern °
AN ITW COMPANY
this drawing, any failure "to build the truss In conformance with ANSI/TPI 1, or for handing, sh
Installation B bracing of trusses,
A js
®°w•rw®w` `�
��®
T❑T, LD, 60
55
57PSF
DUR,FAC, 1.25/1,331.15
1.15
City Expressway
sent on this drawingg or�cover page listing this drawing. Indicates acceptance of professional
assign ham 7w wIA u drawing
fo�rInan Arr oe She+oely for
i /26/2020
Suite4242
Ibex
rn�'y
responsibility Adding Designer Iof�
I �gt��Yiti
SPACING
24,0°
Earth City, MO 63045
for more Information see this Job's general notes page and these web sltes�
ALPINE, _.alpineltw.comi TPI, www,tphst.orgi SBCAj www,sbcIndustryarg) ICD —.1-safe,org
R
BC
VALLEY FRAMING & BRACING DETAIL
Lumber Size and Grade Minumum Reauirements
GENERAL NOTES
Purlins required V-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'4"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® "CRIPPLE
ripples 4'-0" for 30 psf (TL)'and 20 psf (TD) Max.
:e the Grippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gored between rows.
ITypi
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(**) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
�' �' '"""� " "" `� ��` �" ' 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Tong
nailed w/ 2 -10d (0.148'W") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge
of cripple with 1 Od 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces w/ "T' or scab. Use stress
graded lumber & box or common nails.
,Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
Installed Into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples if cripples fall between
lower truss top chords and lateral bracing is not used.
-Apply all nailing in accordance to current NDS requlre
Nails are common wire nails unless noted otherwise
"WARNUAG— READ AND Fatal ALL H1= ON TFQS DKAVDfri
XWCRTAKTm F'l1RrIISH TFIIS OKAYING M ALL WMACTLRS DKLLMnr. THE
Trusses requF-e rxtrene core In fabricating, handling, shipphg, Ztallkip and M
¢allow the latest edition of BCSI (&Ari g fanponent Safety Inforwatlon,'by TPI a,
practices prior to perfamtrq these functlorm Installers shall proMde tenporarl
shall have a properly attached rlpb crti g. Locations shown for per anent lateral restr tSf
Ord rt� shall have krvcFig hstnlled per BCSI sections on the
Joint or Det is opplkabno dot plates to enap
IIJ(�\\IJI of Inns and cpiang l n as shoes above and an the7or 1110, s, unless le. Apply otherwise.
Refry to drawhgs 166A-Z for standard plate posldom
Alpine, a dNisbn of ITV Bustling Conponents Croup Inc shoe rs not be rpansli" far any devlutk
Mt iTWCDMPANY this ch a 0, eny f.Awe, to bAd the truss In confornonce with ANSI/M 1, or far handling, shy
intonation i bmc ng
A seat an,.th iis,�,drawirg or cover page listing this drawhg, idcates+ acceptance of proFessfonal
For - - hi rely far the design sham Thy :t ,A and — of this t!^a.Y4
13389 Lakefwt Drive mY ti of the DAdF,g DesiOrer' per ANSVTPI IS-2.
Earth City, MO 63045 Fcr rare lnfamotion see this Job's general rwtes ppoape and these web sites
ALPDO wrwnlpineltw.cani TPI, wrwApiistorgl SBCM www.sbclydustrYan'gi 1f3} rwwk sofearo
STATE OF :Sinium
(A)
(B) (**,
TC
LL 20
30
40
54
TC
DL 10
20
7
7
BC
DL 0
0
0
0
BC
LL 0
0
0
0
TOT.
LD.30
50
47
61
DUR. FAC. 1.25/1.15
SPACING SEE ABOVE
REF VALLEY FRAMING
DATE 10/01/14
DRWG VACNV180101S