HomeMy WebLinkAboutTrussREFER TO
PACK FOR
CONNECTION.
1
V-D'
TYPICAL 7' SETBA
CORNERSET LABEL
AND SPACING
G
M 14 G,g p ® 1-73-0,
Total Truss Quantity = 69,
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
SHINGLE RO
6
2A
HEEL 4-3/ 0
�1
PLUMB C
f-
F
NOTE,
MULTI -PLY GIRDER CCNNECTIRL
ALL PLIES SHALL BE FASTEND TOGETHER (BOLTS, NAILS, AND 132 SCREWS)
PRIER TD INSTALATDIN AND BEFORE ANY LDADS ARE APPLIE0. PER THE
SUPPLIED ENGINEERING SHEETS.
NOTE-
DD NOT CUT OR ALTER TRUSSES WITHOUT C@tSENT IF THIS TFFICE BACK
CHARGES V01 NOT BE ACCEPTED WITHOUT PRIER WRITTEN APPROVAL BY OUR
SERVICE DEPARTMENT AT CARPENTER CONTRACTORS 13F AMERICA, DIG
877-293-9487
NOTFi
ALL BEARING WALLS MUST BE ADEQUATELY DESIGNED TO CARRY THE LOADS
IMPOSED BY THE TRUSS OR TRUSSES, AND MUST BE DIPLACE .AND IN SERVIC
BEFORE THE TRUSSES ARE SET IN ORDER TD AVOID REPAIRS
Labeled End Mark
General7--7-1114
Notes
1) to t* dd-d v5* P� 9-
tv M 1 gmn iM up.
2) M A to W 9npeal MARE Flee athnTtAs
8) Ab Waftb 2r O.C. Wee othadm
4) Pw Tn= Plate Yab'bb BC941 tamnena,datitn
V. am X-bait dwA be placW at a
tI.&Mn qw q 15 O.C. 0=0 the epan, to
be Npwtad at n nrmdnan d 21' bebae wch
sbuctim
d torabr BC9-81 addUand bait
ROOF LOADING SCHEDULE
TCLL = 20 PSF
TCDL 7 PSF
BCLL • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
WIND SPD/TYPE=100
ENCLOSED
BLDG EXPOSURE — C
USAGE a RESIDENTIAL CAT H
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FHC 2020
TPI 2014
T—a member design & —ctoe plates
— d.ig�ed forASCE 7-1E and ....a.forces 6om bath components and claddings
and main wind force rcsisbng systems.
These wsses have been reviet ed to cam an
additional 10# psf nonca anent bonom chord live
lead.
FLOOR LOADING SCHELE
TCLL = PSF
TCDL PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS AND UPLIFTS
ARE SHOWN ON ENGD(IMMWG
WALL KEY
8'-8•
® 0
DESCRIFIION INIr. DATE
MM Im n Ale error w 4
nm m tweae m nsa tw Mum
tan ,eawm wuzr na® tas 4IL14
eem nAa ucv tame: r tar ,,,one
IaII mt 711. R,II InV Va,a an M/ 4
le7s to IDr IV1VO
RIi aR LOaee81®1aa YC M 9leene
IfGI MIaO 11LV alllil 111E19iQ ONfln1
LOAD% DESCRIPTION INIT. DATE
Im
to M
Una
,m
,en eAma AM
flWia
eS8
1GAML lrmaf lelf
1nro
1 1 J
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G. FL W.
WINTER HAVEN FLORIDA 33880
PHONE, (800) 959-BBOG
FAX, (863) 294-2488 11
BUILDER D.R. HORTON STATEWIDE
PROJECTCREE[tSIDB /
MODEL 1872/ARU/4EAB i
CCA PROJ/MODEL/ALT
7A6/ 320/167ED
ALT DESC
OTC 3332 HOMESTEAD DRIVE �
LOT 89�— BLOCK
DESIGNER
RFS
PAGE
1
3 29 17
§333988R
1 4 °=1'
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
[iA 5/3 2 0 _.0 RE E K S I D E :�..�._:-..��....�. ...___..�.__...___.....,_.,._�...�.._........_._._..._..��_�:M.:�...�,�__.�
167ED
Lot: r89
.
Address:
...................................... I ..... __.... _...... .._......._................ ..... .................... _..............
JobNumber:N333986
Unit:
Revision Date: New Load #:
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
RH01 0
ALF INE
March 13,20.10 mawculp"M
W Bob: Michaelis
Carp6riter.'C66tr6ct6fs of Amdricia,ldd_
3qo Avenue e Norfhwast
WIht6r.WfVen,,:FL 33880-6201
Re: AlternatiV6 lhsWbtions-. for a single ply carried truss with a ' width Jess than the. hanger width, And
wood, .blobki' n load:�a�6L--forfo-ce�Irno*untdd'.'h*anger'.att 'hi 6nt.
blocking pchiev, e f6j.) desig aQ m ion one ply
supporting girder (Reference detail WA37,02);.
Dear Bob,:
For single prefabricated a rigib ply carried truss with a width le.st than the hangee. width you can, efabripqtedjack
scab .truss: for wood filler bI6ckihgi The chord: sites- ch Qrd..gjrqoes, and to.
bethe. same asthe single .plcarnbd truss. The prefabricated jack :`§dEibtrLji3s(*):WilI have a,minimurn
le gth of 48" and will h itch. of,5/12 ave a. minimum p The single ply carrie&'trqss shall ha Ve:a reaeflon of
3,500# or less. Attadh prefabricate djack:scab,truss. wit4two. (2) towa'of 0.1 28'x3ff"G(in Nails gt'2" O.C. per row,-sta staggered 1*:(See*FdUr6 bql6WI.,.to the Si Jig, Catalog. C-C _.
201:91 page 216 Figyre:3'for more Lnfprmatiom
. FigLfft
Fora single -ply:, M er'that requires wood blocking to,tichleveJUll desigh load valuefor faqe-Mounted
hangersattach. one wood. block (*).to'the backface ofthe single ::ply girderwith the same size: and
grade..asbe: bottom m.. cbbrd. of'tho. si.ndlia. -01y dirder. The,.Ewobd: block I&h*oth to, be such thAtthe'-wood
blodking-extendq to e6qlj� adjacent:pan'point
s `its:(Webs- �ifid bottom -chord intersections): Attach wood
block -rows.-of* ' b. 1 -20,7 X.3.V' Gun Nails at 6" O,C. perro.w, staggered 3. 0" applied W the
6750'Forum Drive Suite 305, Orlando; FL. 3.2*8.21-, (OPO) .5 013
. 21�0'-_(86.442Z78685
mwmal'pineitw-com
Ilk
ALPINE
AN MCOWAW
singleplygirderfbcp; With an additional (20) 0,1287x3'V'Qun
:Nails ateach. panel point applied to 'the,
Wbod'blo&k.fabe ($6e Figtire`2 Please leas6 C6 fer'to the S impsdb Wong. Me-:C6talog C_ C'2019i
.Page 216,. FiO.&EiTfor more information.
Figure %Z'
. . ... ...... I .. .... . . ..... .. .... ....... .. ... .. . . .... ......._........... . ..............
The application ofpr6ftib'ri'catedj'a*ck"*sc6btt'u'ssfbrw'oodfill'e*tabloc'kihg':or wood blocking -to; achieve fUll.
design load value for face mounted ha.ngprs Must be -approved by theha.rdware. m4nufact"Orer.
Ali edge and end: distances, and'. spacihgj . for all ridtil connections must: be sufficient tb'OreVenit-.splitting of
If I can.be of any further assistance,or if you have any,quesfion.s- please7gi.ve -me a cal . I
William R KH k-.P.E.-
Chief Engineer
.Alpine -an ITN -Company-
Engineering .D,Opa0m.ent.
Odando, FL
6750'Foh) M` DdVL-.-Su-ite."305*,:O'*r.la'n'd6, R.32821 - (800)°521-9790 -(863) 422-8685
www�ai`i . pneitw:qpm
Z.,
Ar
ALPINE
M�WCOIVPANY
April 26,':2019,
Mr. Bob Michaelis
Carpenter Contractors -of Atne'rica, Inc.
390.0 Avenue'G Northwest
Wintet H6v6n, FL 33880-6201:
Dea.r. Bob,.
.R6- Str6ngbgck bridging'. on rooftru§.ses.
I understand -there. is some. concern over our recommendations f6rstrdfigback- bridging on roofArusses,
Sfrongback bridging for roof trusses is not.a requirement of:ANS.kTPI 2014.nor is it a requirementlof-the.
.. _.. ; .. _' " , - requirement .... . ... . ! .. .
Building Component -Safety Information (B . J), E�qt strorigback bridging t on-' roof- .-trusses is
recommended.:by-Cbop_Qqbfrbbtdrs of.. America: : Stf6bqOO6_k ...... .serVesjhe:Jo11Qwi1g. twQ
functions:.*
- One, bridging aligns thebottom chords .after are- set n p uniform along the ceiling
line and hOlps' ith".teilingsewmea i i y
Two; bridging reduPes edativd d&flecti*O*'h of adjacent trusses::
Strongback b(idginq.doe's not: prevent or reduce overall individual d6flectiah, especially'any rooftrusses,
* ' y roo trusset,
1eqf
Qf io
..... ... ... .. g. Mqrqffian1/4 .. ........ . ...... ......... .. .. ..... ............ ... ..... ...... .
-
Sfrongback- bridging in roof. trusses doe's not serve Asfern* pbrary..or permanent bracing .and is not
intended to .distribute. or share design loads, between Musses. Consequently,
-no de.si g. d load's have
been accounted .for with this,detail and continuous str(hgback'bYidgiridshoLld hot:56:atached between
common and ,girder trusses.The use of strongback bridging' shall not. `interfere with other' design
-
cbmidetati6nis as specified the Engiheb.r'of Record or the Building: Designer.
The outer ends of the 'Stror�gb�aclkbridging shall be attached.to a wall or another secure end. restraint; or
as.specife6by the Engineer r6f Rebord br:.thd Buildin" 9-136sidridr.
..
Str6n'g*b*ack- bridging -shall be �b- minimum of 2x6 -nominal idrnbor oriented with the depth v0fticaf'.. Attach
with 10d'-pornrnon. nails PJBZ�X&5") nails at each intersecting 'rbernber. When -extending the
strorigbatk bridging overlap by at. arnidmgm of two trusses. The jocatioq of.. th
e: strong. ackbridgin.
maybe specIfied:by:tKe- Truss Manu'fadtuter-,. Engineer of * Redord, or Building Desiidnier., "Please, refdr,.;to
BCS! 'Strong . backing'Provislions" or :to..Alpinp- STR8R-18P,1.014 detail for more.. information. The. graphic
shown (FidUr*e'-..l ) is for gen'Oric illuWAVO pUrpose only.
6750 Forum Drjve:Suite 305, Orl6ndo, FL 32821- (800.) 521-97K.- (863). 422"8685
WWW-.WP*ir)6iK.com*.
4.1
1 11 llr -V..4 U L -L L. . I . J j
Figure-J.,
if I. -Cain bb of any furth&assis.tance' or if you heive: any questions; please; gave. me a call.
Williatir, H.Mck-10.: E**.
Chief'Engi.hee.r
Alpine an ITW. , p ' �CMpany
ErOneednd' Department
-Oel;j:n.do; . FL'3282
-6750 - Forum Drive Suite 3iY6, Orfainidb, FL 32821 - (800). 52-1-9.790 - (8153)422-8685
.S.TR0.NiG3AC,K :�R-IDGI*NG RECOMMENDATIONS
to- ALL scab -on blocks shall:.be cz minimum. 2x4
:BRIDG
BUTT.STRONGBACK ING TOGETHER 'Stress graded -Lu.mber'..'
to, -All stron .91oack bridging .and bracing shio:Ct :be .a.
(� -ol 'stress' gr lui lbor minimum 2x.6 's.tr.. OL ri
Im�-The :0'w-pose of strondb.a.ck bricig1hg Is tc)
AR W1TH'10d:BDX4GUN -develop 'too:cl sharing between l Inclk/idua[ 'tr.
ATTACH SC
(DAMxU'). 14AI S IN-.p ROWS AT 'r?sultlpg 1� -an by6raLk Incrkis�?- In• the
41 4
;SCAB .61 D.C.
NOTE, 'IN LIEU'13F SPLICING AS SHOWN, stlfPne-ss-.:of-the: floor.'' systervii Px6*
LAP**S7RONGBAC *:BRIDGING HEMBERS- ostrngback bridging; .positioned. a�;. :s�.howh In
A FORT'LLAST ONE TRUSS:,SPACING details, is � recommended at 10' =C o.c. . (max,)
.T.RIINGBACK BRIDGING"SPLICE DETAIL.
9TRON(AACk BRIDGING. ATTACHMENT. ALTERNATIVES
AN rmaww
Iva Rivi*rt1we
S016 mo
Ms6lan0 Hotghts, Mo 63U3
W
web
-rms bridging and bracing
t�_Jne 7L 'are sometlme5
mistakenly' �useci:-fnt'erchongie;obly.'' ''Bnqcjh an
Impqr.tantt :s-truct!4rai requirement of :any floor
or roof ',,sy . s.-te . m, Refer to the: Truss. Design
-DraWlng (TDD) for-. the: ,bracing requVOments f6r
each InidIVIdUat .truss component, 'Br1CIqI6g,'
1 particularly 'strongbaCk.-";bridging' .Is-,Ct*:
rec0mm'ehdatlph for *h` truss system to help
control Vibration. In: adaftion: -to :aiding.. in +hL-:
dlstrlbutIon of point Loads b6twd'66 adjacent
:-truss, -s.7t.t1.,om@back bridging serves -to reduce
NG 'bounce.' or rtsl,61.ual from
mpying point as foots.teps.
-d
sW- The Oerforhance of all . floor systems -are.
enhanced by. the. Installatlon of,:strop iqback
-
bridging and therefore :Is. strongly recommencle.cl
by Alpine,
For additional In - fdimutiori regarding
Ong -strongback
bridging,, ref er to '-scs! (Bul(cling Component
Saftty, Information).
V1
r 1�_ bio LL ... PSF REF -STRI
NO. 70861 - TeIDL RSF DATE. W.0i
1. -1
C 9DL. PV* IIRWG.STRB
ILL
.STAT-A E F --.PSF
4�LD. PSF
FAC, 1.100
Tv ffC OE.A44.4FI F. TfiWSS�Gk SMAINiC 13ovA
-PLATriS AND.:
ell AIL 0M ,L:AHPR:
i.3. 4=
w.URN
..::
f
:UI1t}_7 _..
Cracked or Broken
This drawing specifies repairs for a truss withbroken chord t
or web Member.
This design is valid only for sin le ply trusses with 2x4 or '.
2x6 broken members. IVo more tan one break per chord panel i
and no more than two breaks per truss are allowed, s.
Contact the truss manufacturer for any repairs that do not !'
comply with this detall.
(B) = Damaged area, 12' max length of damaged section
(L) = Minimum nalling distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member, Apply one scab per face,
Minimum side member lengths) = (2)(L) + (B)
Scab member length (S) must be within the broken panel,
Nall Into 2x4 members using two (2) rows at 4' o,c„ rows staggered,
Nall Into 2x6 members using three (3) rows at 41 o,c„ rows staggered.
Noll using 10d box or gun halls (0,1281x3', min) Into each side member
The maximum permitted lumber grade for -use with this
detall Is limited to Visual grade 01 and MSR grade 1650f.
This repair detail may be used for broken connector plate at
mid -panel splices.
This repair detall may not be used for damaged chord or web
sections occurring within the connector platy area.
Broken chord may not support any tie -In loads,
s
L L
4' o c
�Typicai
+ 0 + 0 + o + 0
0 + 0 + 0 + 0 +
Stx
agger
= Back Face 10d Box (0.126' x 31, min) Nallsl
= Front Face 2x6 Member - Double
Row Staggerec
Nail Spacing Detail
Member' Repair Detall
Load Duration = 0%
Member forces may be Increased for Duration of Load
Moxlmum Member Axial Force.
Member,
Size
L
SPF-C
HF
DF-L
SYP
Web Only
2x4
12'
6204
635#
730#
B004
Web Only
2x4
18'
975#
1055#
1295#
1415#
Web or Chord
2x4
r
24
975#
1055#
1495#
1745#
Web or Chord
2x6
1465#
1565#
2245#
2620#
Web or ChI ord
2x4
30'
1910#
19600
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36,
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
4395#
4500#
5225#
5725#
Web or Chord
2x4
r.
48
3460#
3540#
4070#
4445#
Web or Cord
2x6
5165#
5280#
1 60950
6660#
L Dletonee
wv;, H L
wnlnun
L 111rUner
e
maVAR41NG1•s READ AND FOLLOV ALL NOTES DH T)IIS DRAVINDI REF MEMBER REPAIR
ne1NPORTANTIa FURNISH THIS DRAVDIG TO ALL CDNTRA UH 1NCLi1DING TW INSTALLERS,
Trusses require ewtrme cart h Pabrlcailno, har4ft, shlppho InetalllrQ and ►"r1no. Refer to and j DATE 10/01/14
roltow the la}.rt reetlon of ]CSI aluildhc Corpanent Safety 1in((ornotlon, by IF, and Sbeh) for safe}y
proetkes prior to perfor,Jno those funcilons. Installers ■hall provks. •tenporor RCLi: p.r 7Cs1.
1ki1►:s natad others64 top chord shop have property attached structural sheatf�ino and bolt"' Chord DRWG REPCHRD1014
shalt have a properly nitaeskd yield cel4 Lemtlohs shown For pernenent lateral r•atroht of robs
n r� shall hove braeine Installed per 1 se 113, V or 330. " aPpucabl►, J*, plates to each face
of truss and position as shown above and on the Joint 9rtats, uMless notedd other wise,
Refer to drawings ICOA-2 Par standard plot. pasltlon..
Alpha, A dMslon of ITV luldln I Componrnts oreup Inc, shall of be rrsponslble for on, devla}Ion fro'
All r1W OJMPANY 4hls �rowing, any Mum io btLld the truss h conformance sit ANSI/TPI 14 or for hand 9A shipping,
hstallatlon L-Wadnc of trussts. ,
A seam this drawing or gave r popcse ILtkp:thls dra.Fp, hdrnies acnPtnncs of professknsl
.r,pin.srMo rrsponsA,AktlY,usolely far the d►slgn shorM1 The s,dtobelty and ucr o1 WIN V.
1338E LekeOopl Ddw for ¢nY siru"i+re k _" rnpansbbRF}Y of ilx 3i,llcQtp >ws>pner per ANSTITPI 1 Sset, v
3389LBkeiro tWye For. non Inforpailon see this Job's general notes ppact 4hd these, web sites, SPACING . ,0' MAX
ALP111F, tw,ai nelts,eans TPI, vwe,tplrrt.orgl sICN Ywsbelnduetryore, 166 vvvJcesafe.org
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3-ld'dltl.�, '®
VNIW.V'd-J A3T1)fA'dBClNn
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sulUMI
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(M)
6)tivos
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IYA
j �xS�mpson Strong Trey' VI/ood£Constructron Cdnnectors.�� � s �, � �'�' ' �°�� S MPSON:
Face-MountHangers and SCL
f
EE
W1
I
IUS2.56/16
- 2% 16
2
Min.
(14) 0.148 x 3
-
70
11,660 11,80,5
1,805
1,425
11,555 1,555
Max.
(16) 0.148 x 3
-
70
',>05 1,805I
1,805
" 55;
' S55I 1.5S5
2Yz x 16
MIU2.56/16
- 29/,6 15'/,6
2Yz
-
(24) 0.162 x 3Yz
(2) 0.148 x 1'/z
230
3,455 3,920
4,045
2,970
3,370 3,480
U314
✓ 29As 10'h
2
-
(16) 0.162 x 3Yz"
(6) 0.148 x 1'h"
970
1,945 2,205
2,375
1,675
1,895 2, 445
HU316 / HUC316
✓ 2a/a 14'/a
2Yz
-
(20) 0162 x 3Yz
(8) 0.148 x 1 Yz
1 515
2 975 3,360
3 610
2,565
12 895 3110
IBC,
FL,
11
M1U2'A ,8, �,
. , �2'hhs" a7Tle
2'/z
-
�(26�.Q16�x;3'!z'',,
- (2)0:148x1?�� }
230
8";745 4,045;�4D45)`3
220
"„
13480�3480',
LA
1 21h x 20 1 MIU2.56/20 1 1 1 • I - 129/61 197/6 1 2Yz 1 - 1 (28) 0.162 x 3Yz 1 (2) 0.148 x 1'/z 1 230 1 4,030 1 4,06014,060 ! 3,465 1 3,495 1 3,495 1
29/,6 x 9Y4 29/,s" wide joists use the same hangers as 2Yz" wide joists and have the same loads.
to 26
I HU210 21"HUG21U 2 ✓" } 3'!a 1` 8tl3As 2Yz Max {18) D 162X 3'h (10)'048"X 3 �,` = r 2680 3,Q20 3 250'"2305 (2,605,E2 800; IBC,
i MIU3.12/11 -"" 31A 11 Ya 2Yz - (20) 0.162 x 3Yz (2) 0.148 x 1 Yz 230 2,880 3,135 3,1351 2,475 2,695 1 2,695 FL,
3 x 117/a LA
i - -HU212-27 HUC212-2 - • ✓---3-' " -1011it "" '2'fz 'i�12x: -'(22) 0.162 x 3Yz'--'(t0)`0.148 9-37 7C ` 3,275 -3,695 3,97D Z820 3,18013,425 '
FL
IBC,
FL
3Yzx5Ya HHUS46 - j 3% 1 51A 1 3 1 - 1 (14) 0.162 x 3Yz 1 (6) 0.162 x 3Yz 1„ 320 2,785 3,155-13,405 2,395 2,715 2,930
HGUS46 1 • • - 3s/a 0. 1 4 1 - 1 (20) 0.162 x 3Yz 1 (8) 0.162 x 3Yz 2,155 4,360 4,885 5,230 3,750 4,20014,500
IUS3.56/9.5
- 35/e 91h
1 2
-
(10) 0.148 x 3
-
7!;
1,185
11,345 ! 1,455
1 1,0201
1,160 1,250
j
MIU3.56/9
I I- 139N 8t3/,6
2Yz
-
(16) 0.162 x 31h
(2) 0.148 x 1 Yz
210
2,305
2,61512,820
1,980
2,245 2,425
U410
✓ 3-/ie 83/a
2
-
(14) 0.162 x 31h
(6) 0.148 x 3
9'0
2,015
12,285 2,465
1,73511,965
j 2,120
i
HUS410
- 139/,6 " 8"/16
2
-
(8) 0.162 x 3Yz
(8) 0.162 x 3Yz
2,990
2,125
1 2,420 2,615
1,820
` 2,070 2,240
HHUS410
- 1 3s/a 9
3
-
(30) 0.162 x 31h
(10) 0.162 x 3'/z
3,565
5,635
6,380 6,445
4,845
5,486 5,545
3Yzx91/z
HU410/HUC410
s s
✓ 3 fib 8 /e
,
2 /z
-
,
(36) 0.162 x 3 /z
(12) 0.162 x 3 /z
�G17,460r,,
'3,235
7,460
7,460
6:415
G
6,415 t1„
HUC0410-SDS
• •
- 3a/6 9
3
-
(12) Ya' x 2Yi' SDS
(6) Y4" x 2Yz" SDS
2,265
4,500
4,50014:500l
3,240
3,240 3,240
HGUS410
• •
- 3% 91A6
4
-
(46) 0.162 x 3Yz
(16) 0.162 x 31/z
4,095
9,100
9,100 9,100
17,825
7,825 7,825
IBC,
LGU3.63-SDS
• •
- 135/s 8 to 30
4Yz
-
(16) 1/4" x 2Yi' SDS
(12) 1/4" x 2Yz" SDS
5,55516,720
6,720 6,720
4,840
4,840 4,840
�q
MGU3.63-SDS
I • •
- 35/a 9Y4 to 30
4Yz
-
(24) Ya' x 21/2' SDS
(16) Y4" x 2Yz" SDS
7,260
19,450
9,450 9,45016,805
6,805 6,805
M
46 See footnotes on p.150.
THA/THAC
Adjustable Truss Hangers
�v��EERFO
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
-1h&THA20-nails-=ed-for joist attachment mris,-ba,driv,:n at ar, ---
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
35W (except THA413) and larger, with no load reduction —
order THAC hanger.
. Codes: See p.12 for Code Reference Key Chart
13/ ' for
THAG422
for
122-2
126-2
THAC422
Face nails Top nails
per table per table
1Yi typical
21/x' for THA422-2
and THA426-2
THA418
2I•- /- I
U G
^w 2;1;
01111"THA29
Double 42.— 2 face nails
Use full table value (total)
Single 4x2 1\.
See
nailertable ��:__
i the double
tabs and install
it into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of headE
® i Double -Shear a
Double Dome Double Shear
Nailing
Shear i Nailing Side View
Side View;
Nailing i _ Do note (Available on
Top View bend tab some models)
.a,
4 top nails
(totali
'4-1 Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
ryplucu r rimev
Top Flange Installation
fer to
dnote 5
p.187
86
;:SIMP$ON
Adjustable Truss Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated loads for the THA29 with 11/2" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1 1/2' nai6 in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
i&I
}.; Simpson Strong, Ties Wood Constructidh Connectors,
(„ P •'T �E Fy
Face -Mount Joist Hangers
�Y This product is preferable to similar connectors because
'v of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
7> •
b
R"
i "e double -shear hanger series, ranging Iron; I ,e liglt-capacity
LUS handers to the highest -capacity HGUS rangers, feature
nnovati;r double -sr - r nailing that distributes the load through
Iwo ^ants on each joist nail for gre-11hersirength, 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 ZMAXI� coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• of desighed T& we e or riai erapplications.
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
0
Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
`K
Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
_z
some models)
1' for 2x's
1W' for 4x's�
H
LUS28
HHUS210-2
�i
MUS28
HUS210
(HUS26, HUS28,
and HHUS similar)
I.--951•"_J
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
a
r.�
19
cc
LUS/MUS/HUS/HHUS/HGUS
Face. -:Mount Joist Hangers (cont.)
Q
Q
Q
1. See table below for allowable loads.
N°
Mtn
He' ght
Ga
D�merisions{m)'
Fasteners
W
iig
Garrymg
Member
---
Carried
Member
Single 2x Sizes
US24 .�
LUS26
25/a `
4'✓a>
18 "-
1 ells
311a
13Ja
(4"Q 148 x 3 `'2)
0;,148 x 3
7 sfic43/a
13/a
, a (4),D 148 x 3 `4)
61 AB x
MUS26
411/is
18
1 s/is
5-Y6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
45/is
16
15/s
53/s
3
(14)
0.162 x 31/z
(6) 0.162 x 31/z
HGUS26',
4sls °'
127
LUS28 . ;
4� s:"
i8 ._'
1 sle
65/a
: ;13/,
(6)=014,8 x 3
{4j'6.148
MUS28
6-516
18
1 sA
613AG
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/z
16
15/8
7
3
(22) 0.162 x 31/z
(8) 0.162 x 31h
HGUS28
6sf6
12
15/a
71/a
5
1 (36) 0.162 x 31/z
(12) 0.162 x 31/z
L`US210 ;",
41/a', j
18 <,
,19�s ,
• 71s
II.F :1;3/a `
(8)„0148
{4); 0:148 z 3
HUS210',i
83/s-;
16 :
piers ..,9
3
`(30),0162x3//z:
{1Q)0:162x31/z.
HGUS210
8s/iu.%
, 2 ,,;:
15/sr,e
,'-;911s
r5
(46) 0162 x 3?Iz'
{16) 0.162 x'3'h
These products are available with additional corrosion
71 protection. For more information, see p.15.
For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
with Strong -Drives' SD Connector screws.
See pp. 335-337 for more information.
ED
aCUS24
.. 435
, 670'
65 =-
,820, .'
, 1>045
,` y 1,
725.. <
' :825 ,
890
; 20„
„360
° .„495 „
-, • 5fi5 „
665'•
7;70:"a,
Q
LUS26
1,165
865
990
1,070
1,355
1,165
935
1,070
1,150
1,475
865
635
725
785
1,000
IBC, FL,
MUS26'
" 1405=:.1
560 .
- } ,rv6
166t3
;.. 810
955
1,090'
,1,180
ti5✓+=
LA
HUS26
1,320
2,735
3,095
3,235
3,235
1,320
2,960
3,280
3,2.80
3,280
1,150
2,350
2,660
2780
2,780
HUUS2fi
_.
r�',4
344`,
4,856,
°' 5,170,
5,390 .:
, t F"a, ,
4,690'„
.5 220 .
, 5 390
,5 390
;?30
e 3;225 ,
,.3;6 k0 ,
, 3,87p
,'3,985'i-!
IBC, FL
Q
LUS28
1 1,165
1,100
1,260
1,350
1,725
1,165
1 1,195
1,360
1 1,465
1,730
1 865
810
1 925
1,000
1 1,270
20,
, 1330 ,
1975=
..
' 125 �
2, r5 "
1 32 s
`_ 1875 <
, 2135 ^
12 255 °
; 2 2 5
, 1,15t'
_ 1; 70 -
-1,455 `
1,575
• 1';955,',
IBC, FL,
LA
HUS28
1,7601
4,095
4,095
4,095
4,095
1,760
4,095
4,Cr..
4,095
4,095
1,480
3,520
3,520
3,520
3,520
HGCIS2$ „
.14
,?275a
- 7,275a
, 7,275 .
, 7,275>°
.,1i6
,:i,2r
: ,i75
7275
.7, 75
1.. 2 }
"5 670
IBC, FL
Q
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,
HUS21U r
2,63
.5;43 ,
5 g5`;
�£t317':
0,8
2,6�5 "f-5a
5„
'"5'80
;"5833
SS L1,
;,-2fi220,
2' 3
2.L S
2, 3
,2,37.',
LA
HGUS210
2,090
9,100
9,100
9,i00
9,10C}
2,090 1
9,100
9,100
%, 00 1
9,100
1 1,5.5
1 6,340
61730
6,730 1
6,730
lK,R.
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
S 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
~ 94
Acute
'side
Opuuny anyie
Top View HHUS Hanger
Skewed Right
hoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
r .y .*' yM.t; �,.' ; r • ,$
<' Simpson Strong Tre®;Wood Construction Connectors,'1 1
These products are available with For stainless Many of these products are approved for installation
10 additional corrosion protection. ED steel fasteners, t with Strong -Drive" SD Connector screws.
For more information, see p.15. see p.21. See pp. 335-337 for more information.
Double 2x Sizes
simpSON;
i
242
4
" ,
31W
-3
0
)06231
0IL!
,
e55-
_3 690
' �780
845'
A070
ED
=LUS26 2
ie 4s/i6
' 18
-
31/6'
.4'/e,
,, 2
4 0.1,62 x 3�h,
{.).
4 0162 x,3'/z
�4
u£+
7,030'
1,170
,,.
1,`265
1'$95
.910:.
885
1005,
,1,090
1;370
HHUS26-2
4s/,6
14
35/16
53/a
3
(14) 0.162 x 31/2
(6) 0.162 x 31/z
1,320
2,830
3,190
3,415
4,250
1,135
2,435
2,745
2,935
3,655
HGUS26-2
49/k
12
3s/16
57/i6
4
(20) 0.162 x 31/2
(8) 0.162 x 31h
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170
4,445
4,795
`LUS28 2,
434g
18
"3'/6?
J °
° 2
(6);0:1fi2 x 31/2
(4) D 162:X31Iz
, E ; t1
1,;315
1490
,1610
2 630,
, 910 :
?:1130
7;280
1,385
, j;745,
'320:162
„
x
6x/
1
265
480,5755
1515
,
3 6704,1
.435
4,C,
,145
0 LUS210-2 ( 67/16 18 31/8 9 2 (8) 0.162 x 31/z 1 (6) 0.162 x 31/z 1 1,445 11,830 2,075 2,245 2,830 1,245 1,575 11,785 11,93012,435
ED HHUS210-2 8% 14 3%, 87A 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 13,5550 1 5,705 1 6,435 16,485 1 6:485 13,335 4,905 1 5,340 1 5,060 1 5,190
HGUS210-2 I 89/16 1 12 3s/,s 93/16 4 (46) 0.162 x 31/z (16) 0.162 x 31/z 14,095 19,100 19,100 19,100 19,100 13,520 17,460 17,82517,825 17,825
Triple 2x Sizes
IBC, F
LA
'HI UJlb,o
4 'fl6
' -lL
4 'hG.
5'l2
>-:_T{
� (2U� U bL X+i h
ro(i5) 1J:16L.X b h '
L;, J�
4,34 U,
�.4,i5DU,
J i (V`
J,3/�
yl i50J;
_s3,�/bu
,4,J iu
4 44J
.9,1,`JJt'
IBC, f
r4
{36) 0162 x 31/z,
(12) 0162)c 31h
3;235
7460°
746D
7460
7460
2 .
t_6 415
.6;415
6,415
6,415
LA
HHUS210-3
83/6
14
4t7A6
8%
3
(30) 0.162 x 31/z
(10) 0.162 x 31/z
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
813/,6
12
4"AG
91/4
4
(46) 0.162 x 3Yz
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825 1
7,825
7,825
1a;-'.
a ,
c> tt 5
zs• ;'
Y r i
.•zP
tit.
,j°r'Rfii
,I t,lr;
IBC, F
Quadruple 2x Sizes
HhUSLb 4 <3 bh11 abs" ;Jhs (LU1UIbLXB(z lijU:IbLX %2. ^L,IJ3 4,3µUi 4i5JU =a1lU O�IJ ,t,tl08 ��;76U 4„!!U; 4,W4 4,/JJ IBC,F
HGUS28-4 71A 12 fish, 73fi6 4 (36) 0.162 x 31h (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA
HHUS210-4 83/6 14 6'A 87A 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL
IBC, F
LA
I 4x Sizes
I 'u11S46 i ,43/a ,18;; 39he: '43/a 2 (4) Q.1'62 x 31h ; ":(4 6" 62 X 31/z_ ;O. t� ';1,030'i 1,170 1;265 1;595, 91 '. �`' 885 • 1;005 1,090. i 1;370 IBC, FL
11HUS46„ `"
4�6°;
14
,35/a,,53fis
.,3
(14),0.162x31r
�.(5)0162K3"/z_
... ,-
'u O
2,830),3190
3415
4;25Q
113��',°2435
Z745,
"2;935,=3;655'
LUS48
I 43/6
18
36/,.
63/4
2
(6) 0.162 x 31/z
(4) 0.162 x 31h
1,060
1,315
1,490
1,610
2,030
910
1,130
1,280
11,385
1,745
IBC, FL,
HUS48
61/a
14
36A6
7
2
(6) 0.162 x 31/z
(6) 0.162 x 3Yz
1,320
1,580
1,790
1,930
2,415
1:135
1,360
1,540
1,660
2,075
LA
HHUS48
61/z
14
3%
71/a
3
(22) 0.162 x 31/z
(8) 0.162 x 31/z
1;760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
67A6
12
3s/8
71/16
4
(36) 0.162 x 31/z
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
ED
11J5410
61/4 °
18
3ihs
MW/
4"2
(S) 0:162 x 31/z'
; (6) 0162 z 8M2
44
1,830
2 075
2'245
2,830
124n''.
1 575.
1,785
'1;930
'2,435;
8316
:1
3ss
Y-
,X✓z
„435
48
bl8
"4
905
5,535
a r
0HUS410 7 a
HGUS410
8?�6°112
'3%/6
9h6
;4�
(46) 0162x 31/z
(16) 0162 X 31h
4�095
9,100m`
91 00
9100
9100
3 520_
7,K
7,825
°7,825
7,825
IB ,AFL,
HGUS412
107/i6
12
3s/a
107/1s
4
(56) 0.162 x 31/z
(20) 0.162 x 31/z
5,695
9:045
9,045
9,045
9:045
4.9O4
7, 80
7,7800
7,780
7,780
HGUS414
117116
12
3%
123116
4
(66) 0.162 x 31/z
(22) 0.162 x 31/z
5,695
10,125
10,125
10,125
10,125
4,900
8,190
8,190
8,190
8,190
i
Double 4x Sizes
Y`HGUS7.37112t 107/6=1=°121.731e10s/61'.4 I156i:0+162x31/i;h'f201'0-162X.31/�1.3835.19:295=19:295I:9295"i19.295�t3.3001=7.995'17995°1..7985�1`7:995I FL
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong -Tie® Connector Selector" software includes
the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
19
.'Simpson Strong-Tie°'Wood Construction Connectors '
4
I
96
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/e". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/z" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/s" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
Finish: Galvanized
Installation:
• Use all specified fasteners; see General Notes
• Can be installed filling round holes only, or filling
round and triangle holes for maximum values
• See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
• HTU may be skewed up to 671/z°. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
Many of these products are approved for installation with Strong -Drive
t
SD Connector screws. See pp. 335-337 for more information.
HTU26
�1/a`maz."gap between erid
truss and carrying membe
HTU Installation for
Standard Allowable Loads
(for 1/z" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
2x Sizes
Typical HTU26
Minimum Nailing
Installation
Alternate Installation —
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
3�ivix' 7zi.Qie, =71s, irertu.�ocn„°1.y.11i2v2:r,
IBC,
5 ,920 2,920 007z4u104oh,Frzt1%"
37/a 17ti3FL,�HTq(Mian.f},a/z ,cu�-c,�3v85 ,HTU28 (Max.) 1 71/a 1 15/a 1 71fis 31/2 1 (26) 0.162 x 31/z I (26) 0.148 x 11/z 1 2,020 13,820 4,315 4,655 5,435 1,7345 3,285 3,710 4,0^v5 14,675 LA
Double 2x Sizes
HTU28-2 (Min.) 37/s 1 3-51s 1 71% 1 31/z 1 (26) 0.162 x 31/z (14) 0.148 x 3 1,530 j 3,820 4,310 4,310 4,310 1,315 2,865 3,235 31235 3,235 1 IBC,
FL,
HTU28-2 (Max.) 71/a 35/16 1 71A6 31/z , _(26) 0.162 x 31/z (26) 0.148 x 3 13,485 11 3,820 4,315 4,655, 5,825 12,995 3,285 3„'1n "' 4 1J5 _ , ^ iu . LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between %" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSI/TPI 1-2014. Simpson Strong -Tie° Connector Selectors software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
0
Z
0
0
U
Z
0
0
F
U)
0
ii
U)
rn
NN
m
0
N
U
C)
U
Z_
Z
Z
d
2
0
U
W
F
0
Z
0
z
0
a
U)
C'
rn
0
N
0
rn
0
N
U
��Simpsdn Strong-Tie°,Wood Construction Connectors ��" ��.� A a� ' �� $ � � f��, N� _ � • � r ��'�
Face-MountHTU
•e•
Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
HTU26 (Min.) 37/a (2) 2x4 (10j 0.162 x 3'/z (14) 0.148 x 1'/z 925 1,470 t.66C 1,? 0 1,875 795, 1,265 11,430 1,510 1,61;,
HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 3'/z (20) 0.148 x 1'/z 1,240 1,470 66f 1,790 2,220 1065 1,265 1,430 1,5_40; 1,910 IBC,
ur`iihtiAa� ti.,.,�y. i3��� ;`r�nin.la�4'x rastnXsz .11� > i.an {.aen 3<,>n �'txcin�-; tsar 94�r isr.bStft s`zaFfi'',; FL, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is'h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
Single 2x Sizes
IBC,
HTU28 (Min.) 37/a 1 1 % 1 71& 1 31h (26) 0.162 x 3'/z (14) 0.148 x 1 % 1,1 i0 1 3,770 3,770 1 3,770 1 3,770 1 955 2,825 2,825 2,825 1 2,825 FL,
HTU28 (Max.) 7'/a 1 1 % I 71/i6 1 31h 1 (26) 0.162 x 31/z 1 (26) 0.148 x 1'/z 11,920 13,820 4,315 14,655 15,015 11,695 2,865 1235 3,420 13,765 1
LA
Double 2x Sizes
HTU28-2 (Min.) 37/a 13-a 1711A6 131/z I (26) 0.162 x 31/z I (14) 0.148 x 3 11,490 3,820 13,980 3,980 13,980 1,280 2,865 12,985 2,985 12,985 I 113IC,
HTU28-2 (Max.) 71/a 1 3V,6 I 71/is 1 3% (26) 0.162 x 3'/z (26)0.148x3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3A90 4,1140 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.
,t 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'/a" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSI/TPI 1-2014. Simpson Strong -Tie® Connector Selector@ software
• includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1112" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
_,Srimpson'Strong-Tie® Wood Construction Connector's, `
%�$IMPSON
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/,s" at 100% of the table load. Specify as an 'X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and '!4` x 214' Tian 2
screws {,Model 7TN2-25234H) for Gi'CMU. Follow all
installation instructions and use the loads from the sawn
lumber or BNP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/,s"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/,s"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
3/,s" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/,s" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/a" is required as shown in Figure 1 far full uplift load.
• Where no uplift load is req! sired, a minimum end distance
of 11/2" is permitted.
Codes: See p.12 for Code Reference. Key Chart
Concealed flanges
HUC410
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
g
23
HU/HUC/HSUR/L
..................... ..... ................................. ........................ _............................. ..................................... .................................................................................................................. ............................ __................................................................ ............................. ... _...... I ..................... _......
Medium -Duty Face -Mount Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
=-I
•'-
IIIGII L '•;
I LUII' L
°'
IUV
- 1VV/1c:i
1uu
TJ
vw..c,
HU26
HU26X
(4)1/4 x 23/4
(4) 1/4 x 13/a
(2) 0.148 x 11/2
335
1,000
335
1,545
k
x 2Ya
�s
(44Ya `
w
760HU
2 400`
HU24-2
HUC24-2
(4)1/4 x 23/4
(4) 1/4 x 13/a
(2) 0.1.48 x 3
380
1,600
380
1,545
HU26=2, (Mm)
HUC26 2
(8)?/a x 23/a )
' (8)1/a x 131e
{4} 0748.xx3
766
2 000
760
3 200'
62)
H6 2{Max26
2
HUCh�
(12} �la x 23/a
{12) Ya x l 3/a
x 3
1 135
3 900
1;135 p
3 950u
1 HU26-3 (Min.)
HU026-3 (Min.)
(8) 1/4 x 23/4
(8)1/4 x 13/a
(4) 0.148 x 3
760
2,000
760 .
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)1/4 x 23/4
(12)1/4 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU28 2'(Mm)
HUC28=2 (Mm) , °'
S10)1Ia x 23/a
(10)1/ix l3la
(4) 0148 x 3
760
2k500 =
760
3725
HU28,2''{Max)
HUC28 2 jMax) 9 -
(14) Ya x 23/a
(14) Yax 13/c
(6) 0148 x'3
11$5
3 500
1,135
4 920
HU210
HU216X
(8) Y4 x 23/4
(8) 1/4 x 13/4
(4) 0.148 x 11/2
545
2,000
760
2,415
HU210-2 (Min
HUG2102 (MIn j
(14)A1/n x 23/a j
(14} Ya x 13/a
(6} 0 i48 x 3
1135
59
3 500 'y'
1;135
4;920:
HU210 2 (Max }
HUC210 2 {Max) x
(18)1l<x 231a
(1$) /a x 7 la
(10) 0148 X 3
1800
4 500 ",
1,$00
.5 085'
I HU210-3 (Min.)
HUC210-3 (Min.)
(14)1/4 x 23/4
(14) Ya x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18) Y4 x 23/4
(18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
V
-
HU
HU212X
1/a x
48
2,500212
i513
,
665i
,
�4,920
C
HU212-2 (Min.)
HUC212-2 (Min.)
(16) Ya x 23/4
(16)1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
HU212-2 (Max.)
HUC212-2 (Max.)
(22)1/4 x 23/4
(22)1/4 x 13/4
(10) 0.148 x 3
1,350
5,085.
1,350
5,085
i
HU212 3 (Mitt }
HUC212 3 (MIn`)
(16)?7<x 2?la
(16)1%a X) 3f4
($} 0148 x 3
1135
4 D00 „,
1135
4 920'
HU212 3 (Max) ',
HUC212 3 (Max) "
(22) ?lax 23/a
t. (22} 1/a x 131
(10) 0148 x 3
1800
5,085
1',800
5 085.
C
U
HU214
HU214X .
(12)114 x 23/4
(12) Y4 x 13/4
(6) 0.148 x 11h
1,135
2,665
1,135
2,665
I HU214 2 (Min) .` ;
HUC214=2 {MIn j ..,
(18),11a x 23/4
t ; {18) Ya x 1'la
(8) 0148 x 3
1 515
4 500 ,'
1,515
5 085
HUC214.2 {Max) e
(24) �%a x 23/a
(24)1/4 x 131a r12)
0148 X 3
9i5
5 085
2,015
5 085'.
j HU214-3 (Min.)
HUC214-3 (Min.)
(18)1/4 x 23/4
(18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)1/4 x 23/4
(24)114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
i HU2J6'' �
HU216X"
, (18) iV4' 3/a
-_ (18) Ya X a/a
`(8) 0148 x-#Y2
� 1515
2 920 ,
1,5 5�
2920
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/a x 23/4
(20)1/4 x 13/a
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HU0216-2 (Max.)
(26)1/4 x 23/4
(26)1/a x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216 3 (Mm) _
HUC216'3 (Mln)
(20)'/a x 231a
�.' (20) Y4 X l%4
{8} 0.148,x3
3 515
�'' 4 920
1,5154
920
HU216 3 (Maxi
HUC216 3 {Max) '
(26) Id x 231a s
9' (26} 1/4 x 131a
`(12) 0148 X 3
2 015
5 085
2 015
5 085
HU7 (Min.)
(Not available)
(12)1/4 x 23/4
(12)1/4 x 13/4
(4) 0.148 x 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16) 1/4 x 23/4
(16) 1/4 x 13/4
(8) 0.148 x 11/2
1,085
3,485
1,085
3,485
HU11 (Min.)
(Not available)
(22)1/4 x 23/4
(22)1/4 x 1 Y4
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(30)1/4 x 23/4
(30) Y4 x 13/4
(10) 0.148 x 11h
1,445
3,735
1,445
3,735
HU14 (Nlm }
(Not available)
(28)1%a x 23/a
(28) Ya x 3/a
{8) 0148 x 1?h
y7 515
3 485
1,5 5
3 485
38
STAGGER JOINTS - TYF. RAISED HEEL ROOF TRUSSES
B/SKI PLAN
UPLIFT/SHEAR ANC
EACH TRU55 - SEE
PLAN
aaaa■I�aaaaaaa��a�iaaaa■a�
�a�laaaaa�aaa�a��
` 1
■I_I■■I.I
aa�a�aaaaa�aaaa■aaaaara
IBBON BOARD- SEE
GHEDULE FOR SPACING d
ASTENING TO TRUSSES
MASONRY WALL-
B/SKI SEE PLAN
NOTE: ADDIL FRAMING'NOT }'
SHOWN FOR CLARITY
RAISED HEEL TRUSS E3EARINGQ t
SCALE: NTS SKI
ROOF SHEATHING- SEE
SOFFIT/FA5CIA- SEE ARC[
RAISED HEEL ROOF TRUSSES
-SEE PLAN
Lu
N
RIBBON BOARD -
SEE SCHEDULE
FOR SPACING d
FASTENING TO w
N
TRUSSES
WALL SHEATHING -SEE PLAN 47/
--
MIN. 15/32' CDX PLYWOOD OR
1/16' 055 WITH 8d GUN NAILS
(0.131' X 2 1/2') a V O.G. TO
UPLIFT/SHEAR GYP. CEILING-
RIBBON BOARDS
ANCHOR EACH SEE PLAN d
TRUSS- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRUSS
MA50NRY WALL -
BOTTOM CHORD
SEE PLAN
RAISED HEEL TRUSS BEARING(D
SCALE.NTS SKI
RIBBON 5GHEDULE.
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
vult=1(.5 MPH
(2) 12d GUN (0.131' X 3')
(Vasd=128 MPH)
2X4 SPM
24.
TO EACH TRU55, (4)
EXP. S,
NAILS AT JOINTS
ENCLOSED
vult=180 MPH
(2) 12d GUN (0.131' X 39
(Vasd=13S MPH)
2X4 5PF'2
I6'
TO EACH TRUSS, (4)
EXP. G,
NAILS AT JOINTS
ENCLOSED
a
U DO
�Uz�
z"d0
w
i Q < x
w w
a zp w
n�
w Z
°-ne
3
U
SHEET TREE:
RIBBON O'DUL FOR
RAKED NEEt ROOF TRUSSES
5HEET INFORMATION:
JOB NO: B"116
DATE ISSUED: 11.110.16
DRAWN BT:
REVIEWED OY:RS
SK.1
ALPIN-E
AkVV COMPAW,
January IQ)- 2'U2'G
.Carpenter -,,,C'dhtr8ict'or-s of America, Inc.
3900 0'0 Avenue 6, N.W.
Winter Haven, FL',33B80'6ZQ,1
Dear Matt.
It'has, dom"e,to myattention that some questions were ere raised . concerning 5:/8," diameter
holes; drilled th"ru theth 6rdls(Wide face) of sys4,2gqblp',qndtru a trusses" to.. ],low for
threaded fod§U8e&,fdr' "tie- ddw.ns'a"lf these gable ends'are,over continuous support.
t618 he h-arc-dPil I led4b6utAh&--Ceiif erfin-e-of
face no'close: -than- 4.'1:0,.`,C--"" thbilvda�aglng.,'4ny- �onneetdr'p 'o "W1 lat8r.vertical webs then
n.o,-repair l,s.req4tr-ea.,The truss only sugOo.rts.'feet I �of flbdt lbads.,andnd additional:
load'..
If ,y,6u' have any. questions;. please "I' ase give me a;:call
Sincerely,
4.1
8 -6 6'$ .7
STATE * OF
6760-�F6rumbriVqj S1,p' Re �3Q5,Priqp0q, FL 321.821-(800 �21-97 0,--(863) 422=8685
:Ns docuT' of has boon e1e*a9G* signed
to See#ed L"Ang a DQU Signatm. PI'd OO
cries w th%A o od inei signaturo nwst be,
YedAed E3ft #m Qrigind BI6CtJomversion.
COA #0'278
03/10/2021
No, 7tiM
STATE OF
4•
�ti�`�jfiQx�
ALPINE
AN1iW COMPANY
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone. (800)755-6001
www.alpineitw.com
u
I}% forinati'd�5: -
Pa `e:, „
16ustomer.Carpenter Contractors of America
Job Number. N333986
Jqb Desrriphon: ?A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV:D
Address: _
Job Enghiee.Ang C0tejria:
Design Code: FBC 7th Ed. 2020 Res
IntelfiViEW Version: 20.02.00A
JRef#.• 1XX89750067
tend Standard: ASCE 7-16 Wind Speed (mph): 160
Design Loading (pso: 37.00
Building T e: Closed
This package contains general notes pages, 27 truss drawing(s) and 4 detail(s).
jtem
13rawing4ug0 er
Truss
1
069.21.1302.24968
Al
3
069.21.1302.25124
A2
5
069,21.1302.25094
A4
7
069.21.1302,25625
A6
9
069.21.1302.25812
A10G
1`1
069.21,1302,25483
A9
13
069.21.1302.257`1.9
131
15
069.21.1302.24749
C1GE
17
069.21,1302,25671
MV01
19
069.21.1302.25764
EJ7A
21
069.21.1302.25577
EJ7S
23
069.21.1302.25406
CJ5
25'
069.21.1302.25344
CJ3
27
069.21.1302,21437
HJ7
29
GBLLETIN0118
Yj
VALTN160118
ttept
t3rawr%g jVupitt
2
069.21.1302.24796
AM
4
069.21 : 1302.25030
A3
6
069.21,1302.25062
A5
8
069.21.1302.24703
A7
10
069.21.1302.25514
A8
12
069.21.1302.25562
A11G
14
069.21.1302.25656
B2GE
16
069.21,1302.25750
V4
18
069.21.1302.25452
MV02
20
069.2.1.1302.24922
EJ7
22
069,21.1302.25437
CJ5A
24
069.21.1302.25827
CJ3A
26
069.21.1302.25358
CJ1
28
A16015ENC160118
30
VAL180160118'
Floriiia Certificate of Product Approval #FL1999 Printed 311'012021 1:50:56 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may_ be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or 1310, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. org.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC 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.
Vl�_RT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1.
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.orq.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com.
Page 3 of 3
SEQN: 49802 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T18 /
FROM: RWM Qty: 8 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.24968
Truss Label: Al SSB / YK 03/10l2021
6'1 "7
6'1 "7
12'8"15 19A"
6'7"8 67"1
=5X5
E
38'8"
25'11"1 32'6"9 38'8"
67' �' 6,7." i 6'17
�1'+ 10, + 9'4" + 9'4" + 10, +1'�
10 19'4" 28'8" 38,8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 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
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI 5td: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defi/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.208 K 999 360
VERT(CL): 0.361 K 999 240
HORZ(LL): 0.076 J - -
HORZ(TL): 0.131 J
Creep Factor: 2.0
Max TC CSI: 0.531
Max BC CSI: 0.793
Max Web CSI: 0.428
VIEW Ver: 20.02.00A.1020.20
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
as applicable. Apply plates tc
drawings 160A-Z for standard
Alpine, a division of ITW Buildin
truss in conformance with ANSI/
listing this drawing indicates aca
drawing for any structure is the re
For more information see these web
TPI:
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1660 /- /- /936 /301 /432
H 1660 /- /- /936 /301 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1446 - 3039 E - F 1102 -1959
C - D 1324 - 2761 F - G 1324 - 2761
D - E 1102 -1959 G - H 1446 - 3039
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2656 -1166 K - J 2199 - 829
L - K 2199 - 848 J- H 2656 -1147
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 520 -130 K - F 512 - 724
D - K 512 - 724 F - J 520 -130
E - K 1316 - 593
deviation from this drawing, anyfailure to build the
of trusses. A seal on this drawing or cover page
Dr the design shown. The suitability and use of this
ALPINE
MMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 3:
SEQN: 498031 COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T23 /
FROM: PFH Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.24796
Truss Label: A1A SSB / DF 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
1 �
zrr'1z
I s�2
T10"14 12'1•12 1T10"a 19'4"
T1o"t4 42"14 + s'8"8 1'S" 2
5X5
F
26'6"4
5'478
3072
4'2"14
38'8"
7'10•'14
E �
T2 4X4
g4X4 T3
12 D H
6 w9
5X5 5%5
c II
R N
B J A + K 8'8"
4X6(A2) =5X14 =5X8 QP =6x8 =5X14=4X6(A2)
38'8"
T11"5 4'0"11 5'10"4 1'7")0
7'11"5 12' ' 4 19'S 14 I'
I --I� -
21'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.87 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
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;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
+ Bottom Chord section between vertcials may
be removed.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
5'8"
26'8"
4'0"11
30'8"11
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.201 E 999 360
VERT(CL): 0.375 E 999 240
HORZ(LL): 0.100 L - -
HORZ(TL): 0.186 L
Creep Factor: 2.0
Max TC CSI: 0.739
Max BC CSI: 0.793
Max Web CSI: 0.865
VIEW Ver: 20.02.00A.1020.20
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1518 /- /- /936 /301 /432
J 1518 /- /- /936 /301 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.1
J Brg Width = 8.0 Min Req = 2.1
Bearings B & J are a rigid surface.
Bearings B & J require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1366 -2665 F - G 1495 -2370
C - D 1312 - 2278 G - H 1355 - 2399
D - E 1328 - 2355 H - 1 1311 - 2276
E - F 1493 - 2326 I - J 1366 - 2665
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - U 2299 -1067 M - L 2298 -1049
U - T 2297 -1068 L - J 2300 -1048
R - N 1841 - 595
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - T 315 - 446 F - N 1047 - 722
T - R 2100 - 905 N - M 2114 - 888
E - R 387 - 251 M - 1 319 - 451
R - F 1050 - 747
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
vrequire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
ent Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
CriiCrBCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly
d rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10,
. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Flefer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing4of trusses. A seal on this drawin or cover page
1is drawing indicates acceptance of professional engineering responsibili�tv1� solely for the design shown. The suitability and use of this
for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
ALPINE
ANMCO.-
6750 Forum Drive
Suite 305
Orlando FL, 32821
more
TPI:
AWC:
SEQN: 49804 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T17 !
FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25124
Truss Label: A2 SSB / DF 0311012021
6'1"7
6'1"7
12'"15 19,
6' !8 6'3"1
=5X5
E
2611"1 32'6"9 38'8"
6'11"1 6'78 6.1"7
38'8"
�1. 10' } 18'8" I 10, +1'�
10' 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 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.208 K 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.361 K 999 240 B 1660 A /- /936 /292 /427
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 J - - H 1660 /- /- /936 /292 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.131 J Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Br g Width = 8.0 Min Req = 2.0
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.531 H Brg Width = 8.0 Min Req = 2.0
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.793 Bearings B & H are rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.427
0 /10 0 Members not listed have forces less than 375#
FT/RT:20
Loc. from endwall: not in 9.00 ft () () Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
B - C 1415 - 3039 E - F 1069 -1960
Lumber
C - D 1292 - 2761 F - G 1292 - 2761
Top chord: 2x4 SP #2 N; D - E 1070 -1960 G - H 1415 - 3039
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - L 2656 -1142 K - J 2199 - 804
be equally spaced. Attach with (2) 8d Box or Gun L - K 2199 - 824 J - H 2656 -1121
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 520 -130 E - K 1314 -596
for (2) CLR'S where shown. Scab reinforcement to be D - K 517 -723 F - J 520 -131
same size, species, grade, and 80% length of web
member. Attach with 0.128x3"gun nails @ 6" oc. K - F 518 - 723 faroautrs�r c�
Loading '
Truss passed check for 20 psf additional bottom chord
live load in areas with 42%high x 24"-wide clearance.'
Wind e 4
a
Wind loads based on MWFRS with additional C&C f} .�
member design. e
Wind loading based on both gable and hip roof types.88 'a
T 0
s��eamoe. sror�°��,'�y 9d
• COA° ..
03/10/2021
**WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices poor to pertormuig these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,. top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attachetl ri id ceiling Locations shown for permanent lateral restraint o webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to A LP I N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANI CCMPANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engsneering responsibilittyy solely -for the design shown. The suitabilify and use of This
drawing for any structure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.or ; SBCA: sbdndustry.com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49805 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T16 /
FROM: RWM City:
2 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25030
Truss Label: A3 SSB / DF 03/10/2021
T1014 17' 30'9"2
7'10"14 9'1„2 4'8" 9'1"2
=5X5 =5X5
D E
38'8"
7'10"14
T2
12 T4
6
C5X5
5 (a) (a) F
o)
W
W1
B G
A H Iw'
4X6(A2) =_6X6 82 =6X6 B3 =6X6=4X6(A2)
�1 10
10,
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 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
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1; B2,B3 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
91.1-M
9'4"
1 9'4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
9'4"
28'8"+
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.183 J 999 360
VERT(CL): 0.309 J 999 240
HORZ(LL): 0.068 1 - -
HORZ(TL): 0.116 1
Creep Factor: 2.0
Max TC CSI: 0.759
Max BC CSI: 0.739
Max Web CSI: 0.592
VIEW Ver: 20.02.00A.1020.20
03/10/2021
10, 1'
38'8"�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1716 /- /- /940 /309 /385
G 1716 /- /- /940 /309 /-
Wind reactions based on MWFRS
B Big Width = 8.0 Min Req = 2.0
G Brg Width = 8.0 Min 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 1592 - 3121 E - F 1617 - 2927
C - D 1617 - 2927 F - G 1593 - 3121
D - E 1280 - 2045
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2718 -1300 J - 1 1979 - 765
K - J 1979 - 785 1 - G 2718 -1280
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 501 - 443 E - 1 837 - 441
K - D 837 -441 I - F 501 -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 safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSL Unless noted otherwise, top chord shall -have p[operly 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 ?fates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$gComponents_Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI/TPI.1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawinq or cover pa a 675o Forum Drive —
listing this drawing indicates acceptance of professional engineering responsibilitfy� solely -for the design shown. The suitability and use of This
drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49806 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T15 /
FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25094
Truss Label: A4 SSB / DF 03/10/2021
7'1014 15, 238 30'9"2 38'8"
7' 10"14 T 1 "2 8'8" TV-2 T. 10" 14
�1' + 10,
10,
5X5 ZZ 5X5
D T3 E
9'4"
19'4"
38'8"
9-4"
28'8"
10, +1'�
38'8"
f0
ro
Loading Criteria (psf) .
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.194 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 1694 /- /- /938 /319 /344
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.333 J 999 240
BCDL: -. 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.068 1 - -
G 1694 /- /- /938 /319 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.116 1
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: psf
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 2.0
Soffit: 0.00
5.0
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.939
G Br Width = 8.0 Min Re
9 q = 2.0
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.744
Bearings B & G are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Rep Fac: Yes
Max Web CSI: 0.496
Bearings B & G require a seat plate.Members
Loc. from endwali: not in 9.00 ft
FT/RT:20(0)/10(0)
not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
o n
LUmuer
Top chord: 2x4 SP #2 N; T3 2x4 SP #1;
Bot chord: 2x4 SP #1; B2,B3 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
C - D 1748 - 2859
F - G
1729 - 3051
D - E 1464 - 2203
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
B - K 2649 -1413
J - 1
2086 -1029
K - J 2086 -1048
1 - G
2649 -1393
Maximum Web Forces
Per Ply (Ibs)
Webs Tens.Comp.
Webs
Tens. Comp.
C - K 405 - 360
E - 1
712 - 314
K - D 712 - 314
1 - F
405 - 360
Y �q 9 •p
° ®. Hajg O}q(V 1
e ° i
+
a
0 ° +
a
COA�,N�L
�a�msee►ee►ya'
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face, of truss and position as shown above and on the Joint9Detailsi unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSIlT PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawingor cover page
listing this drawing indicates acceptance of professional en sneering responsibility solely or the design shown. The suitability and use Nis
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com: TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or
ALPINE
ANMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 49807 / HIPS
Ply: 1
Job Number: N333986
Cust: R 8975 JRef.*1X3L8975o067 T14 /
FROM: RWM
Qty: 2
7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
DrwNo: 069.21.1302.25062
Truss Label: A5
SSB / DF 03/10/2021
6'9"4 13'
19'4" 25'8"
31'1012 38'8"
12
6'4" 6'4"
62"12 6'94
�5X5 1112X4 =5X5
D E F
12
6 N"2X4
C
02X4
o
G
'O
W3
Z
B
A
H
a 3
I8 8„
4X6(A2) =6X6
=5X8 =_ 6X6 =4X6(A2)
38'8"
10'
9'4" 9'4"
10,
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 7-16
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.220 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(CL): 0.382 E 999 240
B 1665 /- /- /931 /699 /303
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.075 J - -
H 1665 /- A /931 /699 /-
EXP: C Kzt: NA
Des Ld: 37.00
HORZ(TL): 0.130 J - -
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 2.0
Soffit: 0.00 BCDL: 5.0 psf
FBC 7th Ed. 2020 Res. Max TC CSI: 0.535
H Br Width = 8.0 Min Re
9 q = 2.0
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h
TPI Sid: 2014 Max BC CSI: 0.797
Bearings B & H are a rigid surface.
Spacing: 24.0 " C&C Dist a: 3.87 ft
Rep Fac: Yes Max Web CSI: 0.565
Bearings B & H require a seat plate.
Loc. from endwall: not in 9.o0 ft
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 1934 -3031 E - F 1860 -2498
C - D 1844 - 2775 F - G 1844 - 2775
Top chord: 2x4 SP #2 N;
D - E 1860 -2498 G - H 1934 -3031
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Loading
Chords Tens.Comp. Chords Tens. Comp.
Truss passed check for 20 psf additional bottom chord
B - L 2643 -1613 K - J 2172 -1247
live load in areas with 42"-high x 24"-wide clearance.
L - K 2172 -1267 J - H 2643 -1594
Wind
Wind loads based on MWFRS with additional C&C
Maximum Web Forces Per Ply (Ibs)
member design.
Webs Tens.Comp. Webs Tens. Comp.
Wind loading based on both gable and hip roof types.
C - L 385 -333 K - F 470 -357
L - D 573 -188 F - J 573 -188
D - K 470 - 357 J - G 385 - 333
#g$utra�ury�aatrara
E - K 536 - 353
�cry�• ��`�o
�a«Dees• 1,�} 'IMIrP�i
��� ®®e'
i
Q
$
qg1
�
Y1 9 ffi
�(q
8 Y 0 g�p�'�+�
�`�®e8ffi�, •qP p09 � d
� ali t10t, %
03/10/2021
--vvAKNINUi KtAL1 ANU 1-ULLUW ALL NO I ES UN I HIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an fabricating,
for safety practices prior to performing these functions. Installers shall provide temporary
BC-S1-Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 83, B7 or B10
e. AppT, plates to each face of truss and position as shown above and on the Joini Details, unless noted otherwise . Refer to
6OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
deviation from this drawing, any failure to build the
of trusses. A seal on this drawing or cover pa e
or the design shown. The suitability and use of This
ALPINE
drawing for any structure is the responsibility of the Building`Desi
For more information see these web sites: Alpine: alpineitw.com: TPI:
ANMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 49808 / HIPS
Ply: 1
Job Number: N333986
R8975 JRef:1X3L89750067 T12 /
FROM: RWM
Qty: 1
7A5/320,167ED RH01 / 1672/ARIA/4EAB ELEV.Do:
TD,,FN069.21.1302.25625
Truss Label: A6
/ WHK 03110/2021
5'9 19, 27'8" 3210"12 38'8"
5'9"4 5'2"12 8' 8'8" 5'2"12 5'9"4
=5DX5 =5E5 =5F5
T3
T 12
6 � � 2X4 W 2X4
C
o (a) (a) G
n W3 0
io
B H
A
<"s 11_e'6"
4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
38'8"
10' 9'4" 9'4" 10,
10' 19'4" 28'8" 38'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.203 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BOLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.378 E 999 240 B 1518 A /- /918 /701 /263
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 J - - H 1518 /- A /918 1701 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.120 J Wind reactions based on MWFRS
Mean Height: 15.00 ft B Br Width = 8.0 Min Re
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 9 q = 1.8
TCDL: 4.2 psf
H Br Width = 8.0 Min Re
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.832 9 q = 1.8
Load Duration: 1,25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.731 Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.575
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 2112 -2720 E - F 2286 -2573
C - D 1978 - 2450 F - G 1982 - 2452
Top chord: 2x4 SP #2 N; T3 2X4 SP #1; D - E 2329 -2603 G - H 2108 -2718
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - L 2374 -1780 K - J 2081 -1495
be equally spaced. Attach with (2) 8d Box or Gun L - K 2074 -1505 J - H 2371 -1756
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 462 -70 K - F 591 -598
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web D - K 635 -662 F - J 461 -62
member. Attach with 0.1284" gun nails @ 6" oc. E - K 734 -496
_,®,yq$$it1Lt01lipltt+l/ 1P
Wind
A
��'.�
Wind loads based on MWFRS with additional C&C `��• ®o•�°iII9°• ••
Vol
member design.°.e\a
Wind loading based on both gable and hip roof types. R� "• °
0.7,08 9
m
r D `
p �
eP fii i V yp,
Elko 1 p
He Out
03/10/,'
**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 for
and'SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural 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 Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANIMCOWANY
truss in conformance with ANSI 1, or for handling, shipping,, installation bracin trusses. A
and of seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en meering responsibili(� solely or the design shown. The suitability, and use of This
drawing for any sgr'ucture is the responsibility of the Building�esigner per ANSI/T�l 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49809 / HIPS
Ply: 1
Job Number: N333986
: R 8975 JRef:1X3L89750067 T9 /
FROM: RWM
Qty: 1
7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
No: 069.21.1302,24703
[D,
Truss Label: A7
/ WHK 03/10/2021
9' ' 21'8" 29'8"
9. 871741 8' 9,
6XT2 6 =5p5 ==
4ET34 '6X6
F
,2
6
T
o (a) W (a)
v W5 in
N
B G
A
J H I 8,8"
4X6(A2) =6X6 =_5X5 =6X6 =4X6(A2) 1
38'8"
10' 9'4" 9'4" 10'
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 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 J 999 240 B 1518 /_ /_ /900 f703 /222
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 /- /- /900 /703 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.140 I - - Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
G Br Width = 8.0 Min Re
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.906 9 q = 1.8
BCDL: 5.0 psf
Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.794 Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: 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)
GCpi: 0.18 Plate Type(s): I Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 2172-2622-- E - F 2160 -2395
C - D 2160 - 2395 F - G 2172 - 2621
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2774 -3079
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - K 2256 -1787 J - I 3036 - 2492
be equally spaced. Attach with (2) 8d Box or Gun K - J 3034 -2506 1 - G 2256 -1766
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 687 -389 E - 1 869 -765
for (2) CLR'S where shown. Scab reinforcement to be K - D 866 -763 I - F 688 391
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" bun nails @ 6" oc.��ttsutruuieJttvffJt
Wind
Wind loads based on MWFRS with additional C&C a ,e*.°°dO
E°
member design. o`oa ,+
°v
Wind loading based on both gable and hip roof types. ,3 a
m +
7108 1s
r
p t
a
0 a
COA ONA �
03/10/2021
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information,
by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary _
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, 67 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joini Details, unless noted otherwise. Refer to
drawings
160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildincQ Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the RNMCO...
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawingor cover page
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for -the design shown. The suitabiliy and use of This 6750 Forum Drive
drawing for any structure is the responsibility of the Building -Designer ANSUfPI 1 Sec.2. Suite 305
per
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49827! HIPS
Ply: 1
N333986
Cust: R8975 JRef:1X3L89750067 T25 /
FROM: HMT
Qty: 1
F,7A5/,u20mber:
167ED ,RH01 f 1672/ARIA/4EAB ELEV.D
DrwNo: 069.21.1302.25812
Label: A10G
/ YK 03/10/2021
7' 17' 26'4"
31'8" 38'8"
7' 10, 9'4"
5'4" 7'
12 ttl 8 T2 =8X10 =H1014
CDT3 E
=6X6
T4 F
T 6�
T
W ED
o (a)
m
(a)
i+)
B
A
o
G `*
2
H
4X6(A2) B1 1112X4 =5X5 1112X4 =6X8 1115X5J
=5X5 =3X6(A1)
26'4"
12'4"
4'10"4 5' 5'8" 3'8"
5'0"8 7'3"8 V'
7'1"12 12' 17' i 264"
31'4"8 38'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection,in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.147 M 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.278 M 999 240
B 1751 /_ /_ /_ /806 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - -
J 4100 /- A /- /1843 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 10.51 ft HORZ(TL): 0.101 K
G 256 /- /- A /134 /-
NCBCLL: 0.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
Wind reactions based on MWFRS
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.785
B Br Width = 8.0 Min Re 2.
g q = 1
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.979
J Brg Width = 8.0 Min Req = 5.7
G Brg Width = 8.0 Min Req 1.5
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: No Max Web CSI: 0.870
Bearings B, J. & G are rigid surface.
Loc. from endwall: NA FT/RT:20(0)/10(0)
Bearings B, J, & G require a seat plate.
GCpi: 0.18 Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tefis.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP SS;
B - C 1493 -3260 C - D 1247 -3005
T4 2x6 SP #2 N;
Bot chord: 2x4 SP #2 N; B1 2x4 SP #1;
Webs: 2x4 SP #3; W6 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
B - N 28-12L - K 2-1334
N-M 2884 -1292 K-J 791 -1817
be equally spaced. Attach with Box or Gun
nails(0.113"x2.5",min.). Restraintnt material to be supplied
M - L 2810 -1334 J - 1 791 -1817
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
C - N 617 -100 E - J 1938 - 3930
same size, species, grade, and 80% length of web
D - K 1588 - 3143 E - I 2067 - 872
K
member. Attach with 0.128x3" gun nails @ 6" oc. *at4tt€ltattsurrrrorrf7i
- E 2681 -1062 1 - F 372 -487
Loading i
Zb°�m�s•9°,• '�F�
.
#1 hip supports 7-0-0 jacks with no webs.
Wind
Wind loads and reactions based on MWFRS. a°
Wind loading based on both gable and hip roof types. ?
r
° •
s °
,•4 �T t3
°
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information, by TPI and SBCA) toy saty to these functions.
of BCSI (Building
practices prior performing Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attachetl rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, ---
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard Refer to General
plate positions. job's Notes page for additional information.
A LP I N E
Alpine, a division of ITW Building Components Group Inc. shall not.be-responsible for any deviation from this drawing, any, failure to build the ANR COMPANY
truss in conformance ANSIrI PI 1, for handling,
with or shipping,. installation and bracing of trusses. A seal on this drawln or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional engsneering responsibilitty� solely or the design shown. The suitability and use of Phis
drawing for any structure is the the Building -Designer Suite
responsibility of per ANSI/TPI 1 Sec.2. 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49810 /
FROM: RWM
SPEC Ply: 1
Qty: 1
7'10"14
T10"14
�1' + 10,
10'
Job Number: N333986
,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
Truss Label: A8
13'10" 16'8"� 21'4"
5'11'2 210 4'8"
5X5
D
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
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
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
91-30lY
9,4„
19'4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Cust:R8975 JRef:1X3L89750067 T11 /
DrwNo: 069.21.1302.25514
SSB / WHK 03110/2021
27'8" 32'6"2 '1 38'8"
6'4" 4'10"2 6'1"14
9,4„
28'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.220 L 999 360
VERT(CL): 0.410 L 999 240
HORZ(LL): 0.068 K - -
HORZ(TL): 0.127 K
Creep Factor: 2.0
Max TC CSI: 0.881
Max BC CSI: 0.744
Max Web CSI: 0.994
Ver: 20.02.00A.1020.20
��"•---•rySJfO
v
708 1
r e
0 qq jn�pp
COAL 8/ON AL
03/10/2021
**WARNING*"' READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
)er BCSI sections B3, B7 or 1310,
Hess noted otherwise. ffeferto
T !P
EQ=
in
10, 1'�
38'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1515 /- /- /920 /695 /320
1 1518 /- /- /916 /697 !-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1852 - 2648 F - G 1655 -1995
C - D 1866 - 2456 G - H 1826 - 2444
D - E 1240 -1492 H - 1 1946 - 2706
E - F 2048 - 2513
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2290 -1492 L - K 2498 -1741
M - L 2446 -1670 K -1 2358 -1608
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - M 409 - 357 F - K 610 - 632
M - D 1664 -1210 G - K 768 - 442
M - E 1241 -1466
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/TPI 1, or for handling, shipping,, installation and bracincciiof trusses. A seal on this drawingor cover pa a _..
us drawing indicates acceptance of professional enppsneering responsibility solely -for the design shown. The suitabiliy and use of this
for any s ructure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2.
information see these web sites: Alpine: alpineitw com• TPI: tpinst orq• SBCA: sbcindustrycom; ICC: iccsafe orq• AWC: awc orq
ALPINE
ANR COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 49811 / SPEC Ply: 1 Job Number: N333986 Cust: R8975 JRef:1X3L89750067 T21
FROM: RWM Qty: 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25483
Truss Label: A9 SSB / WHK 03/10/2021
4"3
7'1131"" T 18'8" I 281, 298" 38'8"
710 02 64'
6X6
D
�1' + 10' + 9'4"
10' 19'4"
fCf4iiy
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRI3 or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
9'4"
28'8"
Defl/CSI Criteria
PP Deflection in too Udefl U#
VERT(LL): 0.292 E 999 360
VERT(CL): 0.544 E 846 240
HORZ(LL): 0.073 D - -
HORZ(TL): 0.137 D -
Creep Factor: 2.0
Max TC CSI: 0.879
Max BC CSI: 0.773
Max Web CSI: 0.845
VIEW Ver: 20.02.00A.1020.20
03/10/2021
T�
co
o �
v
10, 1
38'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1514 /- /- /909 /694 /320
H 1516 /- /- /903 /698 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
H Brg Width = 8.0 Min Req = 1.8
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 1838 - 2648 E - F 2437 - 3069
C - D 1857 - 2461 F - G 1887 - 2379
D - E 3122 - 3805 G - H 1897 - 2600
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2290 -1467 K - J 2821 - 2050
L - K 1836 -1131 J - H 2232 -1497
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - L
404 - 352
E - K
1795 -1982
L - D
598 - 307
F - J
697 - 665
D - K
2451 - 2042
J - G
727 - 446
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing 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 Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPP II NN
Alpire, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANR COWANY
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracing of trusses. A seai on this drawing -or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional enpsneering responsibili(� solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49828 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T4 /
FROM: HMT Qly: 1 ,7A,' 20 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25562
Truss Label: A11G / YK 03/10/2021
T10"14
T10"14
13'10" 20'8"
5'11"2 6'10"
5XD5
26' 31'8" 38'8"
5'4" 5'8" 7'
>[:�_,-__--_5X<5
6`-5X10(SRS) -4X10 �5X5
E F T4 G
T^
co
B H io
q� N\J
=3X6(A1) III2X4 =5X10 1112X4 L 1114X4K =4X6=3X6(A1)
5X5
21'
61
7'11"512 3'10"4 V 5'4"8
i T11"5 14' f 20912 + 248" 'I' 26I 31'4"8
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T4 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to 56 plf at
27.73
TC: From 28 plf at 27.73 to 28 plf at
31.67
TC: From 56 plf at 31.67 to 56 plf at
39.67
BC: From 20 plf at 0.00 to 20 plf at
27.73
BC: From 10 plf at 27.73 to 10 plf at
31.64
BC: From 20 pit at 31.64 to 20 plf at
38.67
TC: 177 lb Conc. Load at 27.73
TC: 161 lb Conc. Load at 29,60,31.60
TC: 214 lb Conc. Load at 31.64
BC: 126 lb Conc. Load at 27.73,29.60
BC: 489 lb Conc. Load at 31.64
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.031 G 999 360
VERT(CL): 0.059 G 999 240
HORZ(LL): 0.013 0 - -
HORZ(TL): 0.024 O
Creep Factor: 2.0
Max TC CSI: 0.753
Max BC CSI: 0.884
Max Web CSI: 0.669
Ver: 20.02.00A.1020.20
12'8"
7'3"8 1'
38.81,
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL.
B 782 A /-
/- /376 /-
M 1016 /- /-
/- /452 /-
K 1681 /- /-
/- /807 /-
H 903 /- /-
/- /436 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
M Brg Width = 8.0
Min Req = 1.5
K Brg Width = 8.0
Min Req = 2.3
H Brg Width = 8.0
Min Req = 1.5
Bearings B, M. K, & H are a rigid surface.
Bearings B, M, 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 523 -1085
E - F 389 -158
C - D 271 - 542
F - G 518 -1166
D - E 277 - 546
G - H 679 -1396
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - 0 894 - 402 J - H 1184 - 553
O - N 890 - 403
Maximum Web Forces Per Ply (Ibs)
tgtctsstotneatrtyyl7j�f�
Webs Tens.Comp. Webs Tens. Comp.
AA,a'+ �a
yq
C - N 264 - 582 F - K 831 -1371
N E 813 362 F J 1757 797
a;'•.�r
- - - -
E - M 513 - 875 J - G 439 - 244
a=''b�.r!°d+
0
°
°eS 0
��•eeaset�tbs9��,�,�\1�
03/10/2021
**WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary _
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached riclid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Applgy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Flefer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinTcLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of This
drawing for any sgr'ucture is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orn Orlando FL, 32821
SEQN: 498121 COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T29 /
FROM: RWM Qty: 3 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25719
Truss Label: 81 SSB / WHK 03/10/2021
T10"14 13'10"
T10"14 "i" 5'11"2
21'
1' Tl1"5
7'11"5
6'0"11
=4X4
D
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pfin PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf; NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
Des Ld: 37.00
EXP: C Kzt: NA
NCBCLL: 10.00
Mean Height: 15.00 ft
Building Code:
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
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
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
20'10"4
26'4"
5'5"12
rn
T
3K
5'4" j
7' 5'4"
2126'4"
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl U#
Gravity Non -Gravity
VERT(LL): 0.034 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.062 J 999 240
B 845 !- /- /554 /191 /280
HORZ(LL): 0.013 J - -
H 1051 /- /- /542 /186 /-
HORZ(TL): 0.024 J
K 185 /- /- /121 /59 /-
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.664
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.620
H Brg Width = 8.0 Min Req = 1.5
Max Web CSI: 0.557
K Brg Width = 8.0 Min Req = 1.5
Bearings B, H, & K are a rigid surface.
Bearings B, H, & K require a seat plate.
Members not listed have forces less than 375#
VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 693 -1221 D - E 520 - 694
C - D 539 - 679
H.
i tm' a
���jtrr/°� (�8 �q
f10i
®<4iAY1
m
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-J 1015 -550 J - 1 1011 -551
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - 1 448 - 579 E - H 625 - 903
I - E 586 -174
96. P
COA
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildingp�Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANf CCWANV
truss in conformance with ANSI 1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional encLsneering responsibilitty� solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49813 / GABL Ply: 1 Job Number: N333986 Cust: R 8975 JRefIX31-89750067 T27 /
FROM: RWM Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25656
Truss Label: B2GE SSB / WHK 03/10/2021
7'8"9
1� —
I— 310" - i- 2714 —{ 1-- P2 i I— 2 0"4-4X4
H
14
6'1"14
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: In to 2h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
-
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
Ail plates are 2X4 except as noted.
Loading
Gable end supports 8" max rake overhang. Top chord
must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
20'8"
7'10"2
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
2T8"
13'10"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.021 O 999 360
VERT(CL): 0.040 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: 0.220
Max Web CSI: 0.147
03/10/2021
Ve r: 20.02.00A.1020.20
4'8" — J 1'8" -1
♦Maximum Reactions (lbs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 209 /- /- /104 /69 /290
B* 79 /- /- /43 /17 /-
Z 256 /- A /213 /99 /-
AA 57 /- /- /53 /26 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
B Brg Width = 248 Min Req = -
Z Brg Width = 8.0 Min Req = 1.5
AA Brg Width = 16.0 Min 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 handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building .
Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for ermanent lateral restraint oywebs shall have bracin installed per BCSI sections B3, B7 or B10,
as a I cab5e. --Apply plates to each face ovtruss and position as shown above and on the Join Details, unless noted otherwise. Refer to A LP I N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildingg Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the au rtwmMvn
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 ineering responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: -Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821
SEQN: 49814 / GABL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T28 /
FROM: RWM Qty: 1 ,7A5/320 ,167ED ,RH01 / 16721ARIA14EAB ELEV.D DrwNo: 069.21.1302.24749
Truss Label: C1GE �SSB / DF 03/10/2021
47'
4'2"
�-- 2'
(TYP)
�— 27' —^{ =4X4
D
8'4"
4'z"
12
6
C E
0
B F
A G8'8"
J H
2X4(A1) =2X4(A1)
�— 1
8'4"
8'4"
8'4"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pfin PSF)
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or*=PLF
TCLL: 20.00 -
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.003 1 999 360
Loc R+ / R- / Rh / Rw / U / RL
B* 185 /- A /135 /87 /59
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.005 1 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.001 H - -
F* 185 /- /- /135 /87 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.003 H -
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
B Br g Width = 24.0 Min Req = -
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.160
F Brg Width = 24.0 Min Req = -
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.089
Bearings B & H are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.092
Bearings B & H require a seat plate.
Loc. from endwall: Any
FT/RT:20(0)/l0(0)
Members not listed have forces less than 375#
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lurnuer
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Loading
Gable end supports 8" max rake overhang. Top chord
must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
adz.- .,Ff7�r
rl
�r
nth ¢ Qgs��„,wa•moCas®•��,��i
e
V
0. 0� �
03/10/2021
-WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _
as applicad e. Apply -plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE�
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANR COWANY
truss in conformance with -ANSI PI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawing or cover paTe 6750 Forum Drive
listing this drawing indicates acceptance of professional enpmeering 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/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49815 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T7
FROM: RWM Qty: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.26760
Truss Label: V4 / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.59 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 it
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SIP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
1'11"8 3'11"
1111,18 1'11 "8
12
6 F�' = 4X4
B
A 4X4(D1)=4X4(D1) C
14'11"3
D
3'11"
3'11"
3-11"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std:. 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.004 999 360
VERT(CL): 0.007 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.003
Creep Factor: 2.0
Max TC CSI: 0.070
Max BC CSI: 0.098
Max Web CSI: 0.000
03/10/2021
EW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 75 /- /- /32 /6 /6
Wind reactions based on MWFRS
D Brg Width = 47.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI-(Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide. temporary,
bracing per BCSI: Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Aline, a division of ITW Buildingg Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the aN mvcorun�v
tr ss in conformance with ANSI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawin or cover pare 675o Forum Drive
listing this drawing indicates acceptance of professional en ineering responsibilitty� solely -for the design shown. The suitabiliffy and use of this
drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 498251 VAL Ply: 1 Job Number: N333986 Cust: R8975 JR&AX3L89750057 T5 /
FROM: RWM Qty: 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25671
Truss Label: MV01 SSB / WHK 03/10/2021
1112X4
B
12
6 F7�- T
N
4X4(D1) iv
A
9'11"13
CD
1113X6
4'1"11
4'1"11
4' 1 "11
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or *=PLF
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
D* 75 /- /- /50 /27 /22
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.003 C -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
HORZ(TL): 0.006 C
D Brg Width = 49.7 Min Req = -
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
Bearing
g A is a rigid surface.
Soffit: 0.00
BCDL: 5.psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.354
Members not listed have forces less than 375#
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.260
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.151
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/l0(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
�wnuc
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
)er BCSI sections B3, B7 or B10,
nless noted otherwise. Refer to
a division of ITW BuildinggComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the
conformance with ANSIITPI 1, or for handling, shipping,, Installapon.and bracingcLof trusses. A seal on this drawing or cover page
1is drawing indicates acceptance of professional enQneering responslbilit� solely for the design shown. The suitabiligy and use of this
for any s ructure is the responsibility of the Buildingg-DDesigner per ANSI/TPI 1 Sec.2.
a information see these web sites: Alpine: alpineitw.com: TPI: tpinst.ora: SBCA: sbcindustrv.com: ICC icrsnfe orn• AW awr. nrn
ALPINE
A" nW rAA1P
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 49816 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T6 /
FROM: RWM City: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25452
Truss Label: MV02 SSB / WHK 03/1012021
12
6 � 1112X4g
4X4(D1) T
A N
T
r
10'11"13
CD
1112X4
i 2'1"11
2'1"11
2'1"11
Loading Criteria (psl)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
Des Ld. 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
%AiA%/C
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
**WARNING** READ AND FOL
**IMPORTANT** FURNISH THIS DRAWING
Alpine, a division of ITV
truss in conformance w
listing this drawingg indi
drawing for any sfructui
• For more information see
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 C
HORZ(TL): 0.001 C
Creep Factor: 2.0
Max TC CSI: 0.057
Max BC CSI: 0.054
Max Web CSI: 0.041
VIEW Ver: 20.02.00A.1020.20
'VOW.- H. @�
0
S
u
a a ,
i t
r�
siO4e*sac•�ppy ••® •,���q��
COA
03/10/2021
ALL NOTES ON THIS DRAWING!
LL CONTRACTORS INCLUDING THE INSTALLERS
installing,and bracing.. Refer to and follow the latest i
of
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 75 /- /- /45 /10 /13
Wind reactions based on MWFRS
D Brg Width = 25.7 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
Terai notes page Tor aocnional information.
not, be responsible for any deviation from this drawing, any failure to build the
g,, installation and bracin of trusses. A seal on this drawin or cover page
Bring responsibili{{�� solely or the design shown. The suitabilif9y and use of this
signer per ANSIlrPI 1 Sec.2.
TPI:
ALPINE
"_c0__
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 498171 EJAC Ply: 1 Job Number: N333986 Cust: R8975 JRef:1X3L89750067 T3 /
FROM: RWM Qly: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25764
Truss Label: EJ7A / WHK 03/10/2021
T
2'4" 7'
7'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.1 B
Wind Duration: 1.60
Lumber
Top chord: 2x4 SIP #2 N;
Sot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
PP. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.012 D
HORZ(TL): 0.021 D
Creep Factor: 2.0
Max TC CSI: 0.918
Max BC CSI: 0.504
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
r ��Qgmeasm90 ap®" iN� I,
1
0.7$
0
a
COA ib$�Na�O. ca
03/10/2021
C
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 425 /- /- /360 /168 /237
D 125 /- /- 167 /- /-
C 161 /- /- /112 /160 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properirY attached structural sheathing and bottom chord shall have a properly -
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10,
as applicabgle. Applgy plates to each face, of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildi nTcL Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the -
truss in conformance with ANSI1TPl 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawing or cover pa 4e 675o Forum.Drive
listing this drawingp indicates acceptance of professional enpineering responsibili(t�� solely -for the design shown. The suitability and use of this
drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw com• TPI: tpinst or ; SBCA• sbcindustrycom• ICC• iccsafe org; AWC• awc.org Orlando FL 32821
SEQN: 49818 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T8 /
FROM: RWM Qty: 14 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.24922
Truss Label: EJ7 SSB / WHK 03/10/2021
C
7'
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /- /249 /108 /208
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.015 D
D 125 /- /- 173
Des Ld: 37.00
EXP: C Kzt: NA
0.028 D -
C 174 /- /- /128 1169 /-
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ItHORZ(TL):
TCDL: 4.0 psf
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.720
B Br Width = 8.0 Min Re 1.5
g q =
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.507
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Bearing B is
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
Bearing B requires a seat plate.
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20
Lumuer
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
i
1�� �9 ®tla�00tlY Yq♦ J
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o s
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oleo ♦
COA" ` ONAL
03/10/2021
"'WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
`"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracingq 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 Joins Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of lTV1l-Buildin$ctComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the .. -.- RNMCOW—
truss in conformance with.ANSIITPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page --- 675o Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibilittyy solelyorthe design shown. The suitabiliFy and use of )his
drawing for any structure is the responsibility of the Buildingesigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al -ineitw.com; TPI: tpinst.org; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821
SEQN: 498191 EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T1 /
FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIAI4EAB ELEV.D DrwNo: 069.21.1302.25577
Truss Label: EJ7S / WHK 03/10/2021
T
2X4(A1)
B
L 7-
7-
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.016 C
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
HORZ(TL): 0.030 C
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.738
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.513
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall: not in 9.00 it
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
%W H.
M
Fl
a � a°� t c✓ m �'
e
v
Y
`®sb^ssaiano'Oe'�t�4a`
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03/10/2021
12'2"11
M
O
M
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 270 /- /- /179 /71 /186
C 126 /- /- /76 /-
/-
B 177 /- /- /132 /171 /-
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface:
Bearing A requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properiv attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7- or B10, as applicable. App7gy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANf CG-AW
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en meering responsibility solely -for the design shown. The suitabiliply and use of this
drawing for any structure is the responsibility of the BuildingUesigner per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49820 / JACK I Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T32 /
FROM: RDP Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNc: 069.21.1302.25437
Truss Label: CJ5A SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacinq: 24.0 "
C
11'2"5
12
6 M
<V �
B
m
T a'$N
D
A = 2X4(A1)
2'4" 4'1 1"4
T 4' 11 "4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft -
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.006 D
HORZ(TL): 0.008 D
Creep Factor: 2.0
Max TC CSI: 0.736
Max BC CSI: 0.220
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
�� � •®apwmm�..ome 1/�� �rf.
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03/10/2021
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care
Component Safety Informatior
bracing per BCSI. Unless note
attached ri id ceiling Location
as applicabgle: Apply plates to
drawings 160A-Z for standard
Alpine, a division of ITW_Buildinq_Comoonents Group Inc. shall
ring for any structure is tt
more information see these
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 358 /- /- /322 /155 /181
D 85 /- /- /46 /- /-
C 102 /- /- /66 /104 /-
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#
not be responsible for any deviation from.this drawing, any failure to build the
i g,. nstallation and bracincLof trusses. A seal on this drawing or cover page
enng responsibilitty�r solely -for the design shown. The suitability and use of This
;ignerper ANSI/TPI1 Sec.2.
I: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
P E A
AN M COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 49821 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T2
FROM: RDP Qty: 5 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25406
Truss Label: CJ5 KID / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacinq: 24.0 "
C
11'2"5
12
6
M
m
N c`7
M
B
A $'8"
1, + 4'11"4
4' 11 "4
Wind Criteria
Wind Sid: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SIP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.549
Max BC CSI: 0.257
Max Web CSI: 0.000
03/10/2021
Ve r: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /- /200 /88 /152
D 89 /- /- /51 /- /-
C 118 /- /- 185 1116 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
""WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
brac'mg per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for ermanent lateral restraint otYwebs shall have bracininstalled per BCSI sections B3, B7 or B10, _
as applicab59e. App?y plates to each face oF?truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE�
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any_deviation from this drawing, any failure to build the MN COWANY
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIrrPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 498221 JACK Ply: 1 Job Number: N333986 Cust: R 8975 JR&AX31-89750067 T20 /
FROM: RDP Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25827
Truss Label: CJ3A SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
$pacing: 24.0 "
101
10'2"5
12
6
B rn
8,8„
N
D
A=2X4(A1)
2'4"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
2' 11 "4
2'11 "4
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.003 D
HORZ(TL): 0.004 D
Creep Factor: 2.0
Max TC CSI: 0.773
Max BC CSI: 0.244
Max Web CSI: 0.000
Ve r: 20.02.00A.1020.20
�vw�q,
b ��fi i'samaawe sQ �,~�:
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03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 308 /- /-
/304 /153 /128
D 45 /- /-
/34 /13 /-
C 34 /- /-
/44 /42 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
*`WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to A LP I N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN IW�OMPAW
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitrvy solely -for the design shown. The suitability and use ofc is
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49823 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T22 /
FROM: RWM Qty: 5 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25344
Truss Label: CJ3 SSB / WHK 03/10/2021
V
2X4(A1)
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 it
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf
in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
T
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
03/10/2021
10'2"5
rn
c�
CV
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 171 /99
D 50 /- /- /27 /- /-
C 63 /- /- /44 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
`*WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing 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 Joint Details, unless noted otherwise. Refer to A LPI N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in conformance with ANSI 1, or for handling, shipping;, installation and bracin4q of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engsneering responsibilitty� solely for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49824 /
FROM: RWM
JACK I Ply: 1
City: 6
Job Number: N333986
,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
Truss Label: CA
Cust: R 8975 JRef:1X3L89750067 T24 /
D rwNo: 069.21.1302.25358
SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
43
r
12
6 � C
1, 11 "4
11 "4
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.000 D
EXP: C Kzt: NA
Mean Height: 15.00 ft
Building Code:
BCDL: 4.psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwail: Any
FT/RT:20(0)/l0(0)
GCpi: 0.18
Plate Type(s):
Xnd Duration: 1.60
%nrnvr=
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
`ems„a�a . o•�q �AJ � �1�, r 7�r%^��•:
O
s ep �^ prt['.ti>
COA LP�tt3$NA �xat+Y+✓'1
03/10/2021
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 A /- /145 /76 /45
D 11 A2 A /14 /10 /-
C - /-15 A /29 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
—WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building — -
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have �ropedr attached structural sheathing and bottom chord shall have a. properly
attached r! id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as.applicabgle. Apply plates to each face of truss and position as shown above and on the Joint9Detasls, unless noted otherwise. Defer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincL Components Group Inc. shall not. be resp. onsible for any deviation from this drawing, any failure to build the ANmvmAwANv
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional encLsneering responsibilitty� solely -for the design shown. The suitability and use of this
drawing for any sQructure is the responsibility of the Building -Designer per ANSI/BPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821
SEQN: 49826 / HIP_ Ply: 1 Job Number: N333986 Curt: R 8975 JRefA=89750067
FROM: HMT Qty: 3 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.21437
Truss Label: HJ7 KD / WHK 03/10/2021
5'3"5
5'3"5
9'10"1
4'6"l 1
(7
12'2"3
12
4.24 S 2X4
C
v
m
ih m
v
B
T
4'3 A 8 8
FE
2X4(A1) =4X4
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
�-- V5"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.0E;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") nails at bottom chord
9'22
9'2"2
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPIStd: 2014
Rep Fac: No
FT/RT:20(0)/l 0(0)
Plate Type(s):
' 9'1l
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.040 F 999 360
VERT(CL): 0.076 F 999 240
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C
Creep Factor: 2.0
Max TC CSI: 0.546
Max BC CSI: 0.416
Max Web CSI: 0.260
03/10/2021
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 /-
E 364 /- /0 /- /84 /0
D 214 /- /- /- /177 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
**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 saety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610, _
as applicabgle. Apply plates to each face of truss and position as shown above and on the Joini�Details, unless noted otherwise. Refer to ALPINE�
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the AN II VICOWANY
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solelyorthe design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/T�l 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
Gable Stud Reinforcement Detail
ASCE, 7-16: 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 12n moh Wind R-ml. IS, Mpnn Wolnh+ P-+b,ll„ r'-lr. A ['...,. �„re n vim+ - inn
S
2x4 Brace
Gable .Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace w
(1) 2x4 'L' Brace w
(2) 2x4 'LBrace w
(1) 2x6 'L' Brace w
(2) 2x6 'L' Brace x
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
,
S
#1 / #2
3' 10'
6' 7'
6' 10,
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
0)
U
#3
3' 8'
S' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
H F
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 11.
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Q
Standard
3' 8'
4' I1'
S' 3'
6' 7'
7' 1'
8' ill
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 111
7' 10'
8' 2'
9' 4'
9' 8'
1 12' 4'
12, 9'
14' 0'
14' 0'
J
S P
#2
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
d
r
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U
_
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
-
S P P
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
U
I_ I [
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
QJ
O
f�ll
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10, 5'
10, 10,
12, 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13, 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10,
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
QJ ,
,
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10' 10'
11, 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P P
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
�f
U
LJ P
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
I�
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
.--I
r
D r L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'1
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6' 1
12' 0'
13' 7'
14' 0'
14' 0'
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 diagonal at
mldoolnt of vertical
AN FFW COMPANY
11
Earth% City% Expressway
I I Suite%242
I I Earth%City,\ MO%63045
About
18'
L
'L' Brace End
Zones, typ,
2x6 DF-L #2 or
better diagonal
'r"
bracel single
8,
or double cut
(as shown) at
upper end.
RL
141, NN Refer to chart irk
vwWARNING1" READ Arm FCLLDV ALL NIITES IN TMS DRAVDxa 3
"DWI]IRTANTo FURNISH THIS DRAWING Ta ALL CCNTRACTCRS MM D)ING THE INSTALLERS,,
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref a t4
,Ro. the latest edition of BCSI aluRding Component Safety Information, by TPI and SBCA) fo sr
:actices Prlor to performing these functions. Installers shall provide temporary bracing pe B
,less noted otherwise, top chord shall have properly attached structural sheathing and bo ,
,all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f
,all have bracing Installed per BCSI sections B3, B7 or B30, as applicable. Apply plates to ea "
truss and position as shown above and on the Joint Details, unless noted otherwise.
.fer to drawings 16OA-Z for standard plate positions. '
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatL
Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ships
•tallatian & bracing of trusses.
A seal m this drawing or cover page listing this drawing, Indicates acceptance of professional
gineering responsibility solely for the design slam The suitability and use of this drawing
r any structure Is the responsbNty of the BWmng Designer per ANSI/TPI I Sect.
For more Information see this Job's general notes page and these web sites,
ALPINE, ..walpineitw,coml TPI, www,tpinstorgi SBCA, www.sbcindustry.orgi ICC, wwwJccsdfe.org
Bracing Group Species and Grades,
Group At
S ruce-Pine-Fir Hem -Fir
#1 / #2 Standard #2 Stud
#3 Stud #3 11standard
Dou ins Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Standnrd
Group BI
Hem -Fir
#1 & Btr
#1
Dou Las Fir -Larch Southern Plnewww
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
wwFar Ix4 So, Pine use only IndustrinL 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these rndes.
bable I russ Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3,0' min) nails.
ill For (1) 'L' bracer space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones.
)KN(For (2) 'L' braces, space nails at 3' o,c.
In 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 807 of web
member length.
Gable Vertical Plate Sizes
�= a flli
Vertical Len th
No S lice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11' 6'
3X4
Greater than Il' 6'
4X4
Refer to common truss design far
peak, splice, and heel plates,
•+ ": Refer to the Building Designer for conditions
lab: ye ti+ le'~ th, .not addressed by this detail.
REF ASCE7-16-GAB16015
a DATE 01/26/2018
0 R � � DRWG A16015ENC160118
MAX, TOT, LD. 60 PSF
a��,,�a(�/10/2021
4QQQaa@11I MAX, SPACING 24,0'
'T
Reinfo
Memt
Ga
Tr
Gabe Detail
For Let -in Verticals
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
Lte that covers the total area of
lapped plates to span the web.
el 2*2X4
2X8
Provide connections for uplift specified on the engineered truss design
Attach each 'T' reinforcing member with
End Driven Nnilsi
10d Common (0,148'x 3,',min) Nails at 4' o.c, plus
(4) nails In the top and bottom chords,
Toenailed Nallsi
10d Common (0.148'x3',min) Toenalls at 4' o.c. plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015END10011 th31Vft0U%,
S11530ENC100118, S12030ENC100118, S14030ENC 30 1001 ��
S18030ENC100118, S20030ENC100118, S20030E O1 301 iI10 4
c�° ot° wO•
See appropriate Alpine gable detail for mnxirr�`r1 ek0-; aAb9zogr
'T' Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
elo Length Increase w/ 'T' Brace
Example)
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o,c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
-
'T' Relnf.
Mbr, Size
'T'
Increase
2x4
30
2x6
20
oWURTANT" FFI�SN naS DRAVDC TAND O °ALiL�CONTR�ACrTORRS �uDM THE msra.Lms� DU ; Q. 6 REF' LET -IN VERT
Trusses require extreme care In fabricating, handUng, shipping, InstalUng and bracing. Ref tti�pt14
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fors*t)Vjw 0 DATE 01/02/2018
practices prior to performing these functions. Installers shall provide temporary bracing pe. BCSL •
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chollo
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f ss S P11 0 • !'S� DRWG GBLLETIN0118
shall have bracing Installed per BCSI sections B3, B7 or BIO, as appllcable. Apply plates to 1, a
of truss and position as shown above and on the Joint Details, unless noted otherwise. ice. a • �'�✓
A PI Refer to drawings 160A-2 for standard plate positions. ®s t{ ` r &
Alpine, a divlsion of ITV Building Components Group Inc shall not be responsible for any devlatio r ssso%a efo•
41
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippl trauerF• MAX, TUT, LD, 60 PSF
AN IIW COMPANY Installation & bracing of trusses. �v?
A seal on this drawig or cover page Ustig this drawYg, Indicates acceptance of professional 114
\ \ 514%Earth\ City\ Expressway enginee ing responsibility solely for the design shown. The suitability and use of this drawing � �10/2021
\\Suite\242 For any structure is the responsibility of the Building Designer per ANSVTPI I Seca DUR, FAC, ANY
\ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sltesi
ALPINEe www.alpineitw,coml TPIi w"Apinstorgi SBCAi www,sbcindustryorgl ICO wwwlccsafe.org MAX, SPACING 24,0'
Valley Detail -. ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
vTop Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�"' Attach each valley to every supporting truss with)
535# connection or with (1) Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph. 30' Mean Height, Part, Enc.
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00
Or
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc,
Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max,
2X4 X4
I— 8-0-0 max
4X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web, same species and grade or better, attached with lOd 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 withl
properly attached, rated sheathing applied prior to valley truss
Installation.
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used In lieu of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
Square Cut
Bottom Chord
Vallev
2X4
Stubbed Valley
End Detail
SP°'G et�at4r1'rrm@�u}'a rr rr
aaraonos °° mmOn Tf Usse
.®
"VARNMM READ AM FUUMV ALL NOTES IN THIS WAVM
—WMTANTww FURNISH THIS DRAVING TO ALL CONTRACTORS INCLUDM THE INSTALLERS
Trusses require extreme core In fabricating, handling, shipping, InstalUng and bracing. Refer 2a
follow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) for U
Practices prior to performing these functions. Installers shall provide temporary bracing per
Unless noted otherwise, top chord shall have properly attached structural sheathing and boltshall haven properly attached rigid ceRing. Locations shown for permanent tnteral restraint
shall have bracing Installed per BCSI sections 113, B7 or III , as applicable. Apply plates to each n4
of truss and position as shown above and on the Joint Detafts, unless noted otherwise.
PI Refer to drawgs 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not he responsible for an deviation
this drawing, any failure to bulld the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN rrW COMPANY Installation & bracing of trusses.
A seal on this drawing or cover page Usti g this drawng, Indkntes ncceptonce of professlorwl
\\574\Earth\City\Expressway engineering respor�glty solely for the design shorn The sultab" and use of this drawing
\ \ Suite\ 242 for any structure Is the respons60.1ty of the BuAding Designer per ANSI/TPI 1 Sec:Z
1 \ Earth\ City,\ MO\ 63045 For more information see this Job's general notes page and these web sltesi
ALPINE www.alpineitw,coml TPB www.tpinst.orgl SBCAi www,sbclndustryorgt ICO wwwrccsafearg
s
4 t
°
i
W(iAL
n-- hjt9 10/2021
TE--LL 30
TC DL 20
BC DL 10
BC LL 0
TOT, LD, 60
4X4
❑ptional Hip
Joint Detail
24'
Partial Framing
Plan
30 40PSF REF VALLEY DETAIL
15 7 PSF DATE 01/26/2018
10 10 PSF DRWG VAL180160118
0 0 PSF
55 57PSF
AC. 1.25/1.3311.1511.1'
�ING 24,0'
Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
3"' Attach each valley to every supporting truss with:
(2) 16d box (0.135' x 3,5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on
supporting truss material at connection location)
170 mph for SP (G = 0.55, min.),
155 mph for DF-L (G = 0.50, min,), or
120 mph for HIT & SPF (G = 0.42, min,),
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses,
Bottom chord of valley trusses may be square or
pitched cut as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max, I
2X4 X4
8-0-0 Max iw'
4X4
20-0-0 (++) Wj
Supporting trusses at 24' o,c, maximum spacing,
—VARMM— READ Alm Fd1DV ALL N=S ON TMS BRAVI11,10 Ur
e-WMTANTw■ FLWMSH THIS BRAVING TB ALL COMACTMS INCLl1DING TM INSTALLERJI
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) F
practices prior to performing these functions. Installers shall provide temporary brndng B
Unless no otherwise, top chord shall have properly attached structural sheathing and b of
shall have a properly attached rigid ceiling. Locatlons shown for permanent lateral restrain of
shall have bracing Installed per BEE sections B3, B7 or B10, as applicable. Apply plates to e4h'
of truss and position as shown above and on the Joint Details,
c unless noted otherwise. an/�
I �I Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inshot[ not be responsible for y devlatli
this drawing, any follure to build the truss In conformance with ANSI/TPI 1, or for handling, ship;
AN If W COMPANY Installation S bracing of trusses.
\1514\Earth\Ci \Ex Expressway A seat on this drnw6g or cover page listing this drawing, Indicates acceptance of professional
tY P y englneeNng responsibility solely for the design shown The suitability and use of this drawing
\\Suite\242 for any structure is the respons ity of the BuK*V Designer per ANSI/TPI I Sect.
\\Earth\City,%MO\63045 For more
Information see this Job's general notes page and these web sites,
ALPINE www,alpineltw.conl TPB vww.tptnst,orgi SBCA, www.sbcindustryargi ICC, wwwlccsafe arg
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of
web, sane species and grade or better, attached with 10d box
(0.128' x 3,0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
Installation,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
WWX Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
Square Cut
Bottom Chord
oe-nailed Valley
10 Max, 12
X4 LV\i
\ SQo� TA111101
0
4 `
o f Yr
2X4
Stubbed Valley
End Detail
Optional Hip
Joint Detail
24'
H.
•,•• Common T usses i Partial Framing
• 1
•• at PAOo,c, Plan
+i ar
LL 30
30
40PSF
REF VALLEY DIET
TC DL 20
15
7 PSF
DATE 01/26/2018
Q Z
BC DL 10
10
10 PSF
DRWG VALTN160118
.e
•+ c
BC LL 0
0
0 PSF
� 1
TOT. LD. 60
55
57PSF
/10/2021
DUR.FA-C.1.25/1.331.151.15
SPACING
24,0'
I VALLEY FRAMING & BRACING DETAIL
I•.
R
EIC
1�2
of
Lumber Size and Grade Minumum Requirements
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 41-01' for 30 psf (TL) and 20 psf (TD) Max.
ce the crippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gored between rows.
ITYp)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(••) 816d face -nails
Rafter to sleeper or blocking
5 16d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
3 16d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
un -�. ....�......... ......... ..-................
GENERAL NOTES (NOT REQUIRED IF SLEEPERS ARE USED) 13. Collar beam to raker 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long NOTE: 16d (0.162"xis") COMMON NAILS
Trusses without sheathing applied must be evaluated accordingly. nailed w/ 2 -10d (0.148"4") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge
Purlins should overlap sheathing one truss spacing minimum. of eriPple with 10d 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length.
In cases that this is impractical, overlap sheathing a minimum Cripples over 10'-0' long requre two CLR's or both faces w/'T' or scab. Use stress
of 6", and nail upwards through sheathing into purlin with a graded lumber & box or common nails.
minimum of 8-8d (0.131"x2.5") common wire nails. -Narrow edge of cripple can face ridge or rafter,
Effects of not providing sheathing below a valley set as long as the proper number of nails are
must be evaluated by the building designer. installed Into ridge board
This drawing applies to valleys with the following conditions: -Install blocking under rafter if sleepers are not used.
Spans (distance between heels) 40'-0" or less -Install blocking under cripples If cripples fall between
-Maximum valley height: W-0" lower truss top chords and lateral bracing Is not used.
-Apply all nailing in accordance to current NDS requirements.
Maximum mean roof height: 30 feet Nas are common wire nails unless noted otherwise.
-ASCE 7.05, 140 mph, Enclosed, Cat II, Exp 8,1-1.0, Knt-1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, K:t=1.0 __ __MM H.
ENS`•..
shmWiTNff FTFM TM MAWD& To ALLl°1UKTR CMn u4CLUBDG Tic DWAUMs.s ;
(�}0. 7f)86� �
TC LL 20
30 40 54
REF VALLEY FRAMING
Trusses requ1-e extreme eons in fnb jc u`V, h—fling, WppFq, InstnlWp and bracing • Refer. to erw�
or.*
DATE 10/01/14
follow the latest edition of BCS1 �ldl•„ COM anent safety Infrratlon, by TPI and SWA) fo_to
Proetices prir to Perfo"Ing these functions. Installers atoll Provide tenporary bracing pe=
♦
TC DL 10
20 7 7
DRWG VACNV1801015
unless rots otherwise, top chord shalt have properly attached st--tural sheaving and botSon ci4d
shall have a PraWAY attached Nyd eenhg. Locations shown for Pennnent lateral restroJntW webs
salt hove bracing Installed per BCSI sections B3, 37 or B10as applicable. Apply to fa •
STATE OF
BC DL 0
0 0 0
LEI f— ll \ I
ptates eug h
of truss and posltlan as shown above and on the Joint Details, unless noted otherwise. ..
Refer to dra•igs 16CA-Z forstandard plate Positions. i
e
• �Q•
• •
•
BC LL 0
0 0 0
AN RINOOMPAtty
Alpine, n division of ITV Binding Components rra.p Inc. shall not be responsible fr arry drvW
tt drv.%, any failure to build the teas In conformance with ANSLIM 1, r for hordkw, shpp
Installation o bracing of trusses.
�. ~_
•• � ORtOP••r•��'�
•e.O R I'C
TOT. LD.30
50 47 61
A zed an this dvwiig r cover peat US - We this d-nweindic
ates cates acceptance of �
solely fr the alewn The suttaber and m of this drawip
f°r°"t' `' e"`t"'�1f e�°n'�h' °p�" �� De�"'e' Per n sse2
�.
Gv
� N �.. �'`;pO`�
DUR. FAC. 1.25/1.15
13309 Wkeiont Drive
Earth City, MO 63045
Fr none iKomation see this ,Jobs general mt�a r tr "Vj MC. we� fees
ALPgFi weeAlp nfamami n s ewthistRrti 's $BC.A� wlw.
t
SPACING SEE ABOVE