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4'-4' 14'-0"
1.14
39'-8'
0 NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE BACK CHARGES
WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE
Total Truss Quantity = 60 DEPARTMENT AT CARPENTER CONTRACTORS OF AMEtICA, INC. 877-293-9487
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND
ARCHTECTURALS SUPERCEDE THIS DOCUMENT.
I
Tn
Ln
R07M TO B.
PNX FM
CWNECTIOHIJ
r-r
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
SHINGLE ROOF
PLUM
REVIEWED
�`�� �cvl7✓U�
I111DT5oo. D
Reviewed for Code
Compliance
Universal Engineeft
Sciences
Labeled End Mark
-1,10
%r General Notes
1) AN pwdd a� g*hmN+ tap pwP� F—
d b+lu dWgm
2)1msdrp.
to ulriam oNsNu
3) N Gas opW q h 24' O.C. who aft
num
4) Pr Tnas pleb fmBhab BC9-01 .ra—111301
pm,,.- X-hafq raadd bra placed d a
tOM&M yaiq 15 0.11 ams to Wa% to
b t, -I at a madmarn of 20' bdans aaci
x-1.ao. tbaynat Bw *ueAm
. rir fa BC9-B1 for any odtdwd haft dAd
ROOF LOADING SCHEDUL
BLPSF
L 'SF 0 P C
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION 1.25 %
MIND SPD/T1'PI= 160
BLDG EXPOSURE - C
USAGE - RESIDENTIAL CAT II
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2017
TPI 2014
Truss member deli & <onnator plates
art designed for ASCII 7-10 and I ..im—
forces 6om both components and claddings
and ma�tein wind fore misting systems.
These masses have been d to carry ao
additiona110Npsfrwn-can tbonom chard lire
load
FLOOR LOADING SCHEDU
TCLL PSF
TCDL PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
AIL REACTIONS AND APLTFIS
ARE SHOW ON ENGDiEE WG
PALL I{Ei
® 0
a 1
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE 0. FL Y.
WINTER HAVEN FL13RIIIA 33880
PHONE, (Sam 959-8806
FAX. 4863) 294-2409
BUILDER D.R. HORTON STATEWIDE
PROJECTCREEESIDE
MODEL 1828/CALL/4EBB
CCA PROJ/MODEL/ALT
7A5/ 182ED F
ALT DESC
OTC 3309 THnUff CDt
LOT 74 BLOCK
DESIGNER
PAGE
RFS
1
33117
fi334502L
' 4 a=1'
00
I
21'-4' 4'-4'
39'-8'
DW IS A 7M= PLAOE)OR PLAN ITS MEN= ID AID m I E D=&UTM OF M=E& ENGDE M= UMWDIDS NO AROCTECIM" SWIMF➢E 7la2 DR m f.
CM ES M PLAN DE CMACAMM 7R= MA MSEMM PARR AnWAR EN LA DWALAMM DE M=M LM D)91= r ARt1U[IEC"M IX IMMUERM DE DDi MM SUPERM ESTE MMMNM
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PIRA LL Am lAT T/IplA7 bfV=a r3 UE M= a TM=EL T 3EM
a� _ �" A'�O1aAocm�iri �newe mram awrw Iv us
,rm� sdnrm u warn mmeerue a.
r� �r � rrta ! ae im Taaas =
00
Ln
REFER M EN L
PAO( FOR
CONNEMON.
0
r-o•
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
SHINGLE ROOF
PLUM
0
• W`r8wW for Code
Compharlce
u Enuumilng
aconces
Total Truss Quantity = 60
Labeled End Mark
i
General Notes
1) N PWON dwd bum. flat - aM BN
gr6- hM ttrf tap dwd parody ported W-
2) 1A Iwbe'— to be C , H&26 utere Moire
,tote&
3) N b m e 06V is 24' QC udeta Mail
note&
4), f1tf Tnm Plde froMde BL9-BI mmemw&r"
pemwwt x-b,oenp d,mtd be pfomd at a
mmumn rpmig 15' = mom the Rm, I.
be tepmted d a mmi u of 2C bedmit amh
H® . ;jth,, Lddeft
adddwd b,odrg
ROOF LOADING SCHEDULE
TCLL 20 PSF
Bq1 = 0 PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
HAND SPD/TYPE 180
BLDG EXPOSURE = C
USAGE = RESIDENTIAL CAT 11
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2017
TPI 2014
Truss member delim 8: w�aior plates
decided for ASCE 7-10 mdmmdm�
forces Gam both wmponmts. and cleddmgs
and main wind force resisting systems
• These Gasses have bem reviewed m carp' ®.
additional lOk psfnoncoaemrenrbotrom chord hve
load
LOADING SCHEDUL
[F—LOOR
LL = PSF
DL = PSF
DL = PSF
TAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS AND UPLIFTS
ARE SHOWN ON ENGINEERING
WALL KEY
® 0
LOAD/ DESCRIPnON [NIT. DATE
M ALit M Muir
N OAR 1Q6T MR TAVttm
NO -CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE (L M W.
WINTER HAVEN FLORIDA 33880
PHONE, (800) 959-8806
FAX, <863) 294-2488
BUILDER DR BORmN STA wim
PROJECT CREEESIDE
MODEL 1828/CALI/4EBB
CCA PROJ/MODEL/ALT
7A5/ 320/182ED F
ALT DESC
OTC 3309 TRINITY CIRCLE
LOT 74 BLOCK,
DESIGNER
PAGE
RFS
1
DATE
33117
LAN3
34502L
SCALE
14 "=1'
.m
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
b"OiiTON i STATEWIDE
E7A5�320
Lot: 74 � Block: � _� Unit: �....w_,M_. �.w.�..�
�,^ F.-............. ..,.......
Address: 3309 TRINITY CIRCLE
JobNumber: N33450
........
• 2
......._..............................................._. _......
Revision Date: New Load #: RH01
CARPENTER CONTRACTORS OF AMERICA, INC
a"dema for cWe
3900 AVENUE G. N.W. Comphanm
UWmnW Endo
WINTER HAVEN, FLORIDA 33880"�`
PH (800) 959-8806 FAX (941) 294-7934
Em
ALPINE
March 1*3, 1019 M n* COMPMV
Mr. Bob: Midfi aells
Ca*ht&CO.htractors of Arn&rick Ind.:
3600 Avenue. G Northwest,
Winter HaVeh, FL 33.860-6201
'Re: AlternatiV6 installations for ai single ply carried truss with a width less than the. hanger width,
and
wood .btoi*ingto-achi-eve full. design .load for g value face-mo.unted.han eratt. ac . hm6fit "'on a.: one ply
.su,p Porting girder (Refet6nde detail WA37;-02)..
Dear Bob,
Fot a single Ply carried truss with awidth les's than'the hanger. Width you can ihst.111 a prefabricated jack
scab .truss; (*)for wood. fil,1er,bl66,k.ihg..The chord sizes, chr0grad s, and. Alpine. :c6nn6ct connector plates) to
be thd. same as the single : ol'Y c;��tiedtr.o,§s'.ThboTof6b'hdatddj'a*ck'§daibtruss Will have a.minimuM
-
,length of 481and will have minimum pit6h.of 5/12.. Thee single. ply carried truss shall hav6...g reaction of
odes:s: Attach prefabricatedjack:scabtruss:vAtI14wo (2) rows 0.128" x3ff"Gtin Nails at
2"
0 C per row; -staggered 1".(See, Flgurd I beld*)- P16 refer to-th' S, ng�Tie Catalog C-G'
ase e impso.n Stro,
2019i page 116. Figure 3 for more information:
A
FJgdre-,1
For a single p at quir6sWOodbi6ckihot6.i�dhii�V6..fUlidEi�igi load VWU& for face -mounted
�itderit re n
Y
�hanaerg.attacfi one wood. block to the back face of the: single ply girder'With the same size and
grade as the' bottom chord ,',O.f the .single -ply girder.. The.-WP6.d: block length'to bd.such thatthe'wood
blocki,hg:.extends toeach adjacent -panel points .(Wdbsafid bottom chord intersections): Attach wood
block tWo:-(2)'rows, ,-qf 6.128�. x3...O" Gun Nails at E" 0Q�. per row, staggered 3.applied to. the
' W
6760; Forum i).6veSuite 305,.Odando
vww.alpinebwoom
ALPINE
ANffWCOMMM
single ply girder face; with an additional (29) 0,1*287x3 W GO N6ils at each panel ppinf appl
ied tothe,
Wood blookfade, ($eo 14' g.- 2 below). Please t6fer to the Simpson Strong -Tie:C6talog C-C�201:9, 4 rq. e O.W
-pagd 21.6, Fi&6.1 for more e information.
Figure 2'i
........ .. ... ...... . .. . . . . ........... I - ------- . .. . ... . ... .
The application of prefabricated jack :scab truss f&*6od filler blocking of wooddbliocking to, achieve full
design load value for face-mo.urited hangers must be ;approved by the: hardware manufacturer..,
All 6ddjb. and end distances, and spatingfor all nail b6nnections must be sufficient to prevent<splitting of
"Wood.;
If I can be. of any further assistance, or if you . have any questionsi pleas al, . 1.
please me a c
,jam f
STATE
Wilkirn H.. krfck)?.E.
Chief Engineer.
Alpine an ITW Company
Enginoering.I36partment
Orlando; FL
6750 F6rutW Drive. Su1te:106:0*r*1and6.'.FL3.2821 - (800)5211-.9790 - (863) 422-8685
Www.alpingitW.0001
ALPINE
WWCOM"Y
April 26', 2019
Mr. Bob Michael - is
Carpenter Contreidtort of AmericEf, Inc.
390.0 Avenue_ Q., Northwest
Winter Haven, FL 33880-62011
-Dear Bob,
Rb- Str6ndbabk bridgirig..6h fboft. ru . ss . es.
I -understand -there it some 6orit&n over our t6cdrbh1&ndati6hs for strb6gbadk b(idgipg*ort. roof trusses..
,9frongb.jckbridging for roof trusses is n,ot,.a- requirement pf'ANSkTPI 2014, nor is it a requirement,of the
Building Component Safety Information (SCSI). But strongback. bridging L on roof: ,trusses is
9
recommended by. Carpphtet. Coiihtractdrt- of. America*. s8trohgbabk btidgitig.serves the. following t uo.
functions:.
Y
One, bridging aligns - the bottom -chords �afterthey are. set so the are uniform, along the ceiling
—
tine, 4
an e ps"With`dOilihg'serviceability
Two, bridging reducesrMativd d6fiectioh:of adjacent: trusses:
, rtiusses.
Strongbadk bridging".does- not: prevent or f6duc0a:overall individual deflection, especially any rbo f
t "preffiml.. inch _._______.__.__ .__ qO.*
._._.__ I I..,-.---.--......-----.,..--.--,.� _. I ........... . .... . ........ . ... . ........... � . . ........... .............
_$irongback- bridging in roof. trusses does not serve as tempbramy:' 6r'p&hna'fi6nt bracing and is not
intended re. design load Busses. Consequently, d6sigh loads ' have
to.distribuie. or share s� '6etweeh ir
been accounted fo.r:Wdh this detail and dontihUbLis-.'strohgbiick:bridging should not .be :attached betweeh:
shall n de common and' girder Trusses' The. use strongback bridging, ot..interfere with other si n
considerations as, specified, *:bythe Engineer of Record or the Building. Designer.
Theouter ends of *th6 strongt:iackbridging shall be. aft9ched to. a wall or another secure end. restraint, or
as SpOrled"by.thb Eridlheeir* of Record 6f the Building.136§ijhdr.
Strofigbeck bridging shall tie minimum :of 2x6 nominal lumber oriented with. the depth vertical Attach
with f6d common nails '(0.162N1.51) nEflis at each intersecting member.. When extending the
-
stton back bridging overlap: by at a. minimum of . two .trusses, . . � of i .he.. , " b k b"
.9 ..s. Thestrong ac.. ridging.
maybe: specified by;t e Trus Manufactura,. Ehgihe&?of Redord, of Building Desjgn6r. Pleaserefe1o
t Alpin.'. 8TRIAR-1.8,kTO14 detail for re
BC 'Strangbackina Provisions or o.. a. more information..The graphic:
shown(Fig-bre. 1) . is for*de'n6ridJIWtrdtiv0 purpose only,
6760 Foirurn Drive:8uite 805, Orlando; A.32821- (800) 521-9790.- (863) 422-8685
www4alolneitv4dom'
ALPINF:�
. AW.ffWCrlU-AW
Figure 4.
If Lcatn.b6 of any further -assistance` or-Wypu'Have' any questions, pleasa-give me O:call,
Wiliam. He:Kndk.
Chief'.E.ngi,deer
Alpine an ITW..C.qrnpany
E gDepartment
pgineeinih
.QdOda, FL 32P.,
6760 Forum -Drive S'ui*'te*.3.05*, Od'6'n'do','FL 32821 -; (800) 521-9790'- (8153).422-8685
STR0NG3.ACK BRIDGING RECOMMENDATIONS
TOGETHER
'BOX/9M!'
ROW. AT
DET
STR0NIJ-BAtk.
AN "W<nM*W
YtTt4llpt70r1 L. i ifils i
.M"*xft cove' p, x. tk.** :V.dft..&GO-Th
Vi,-sk4wokmUtwm,awcWcepwtcoh
13723Riimbri Drive IPyomnK..1SbUQ 200 R. _(jrwt6?t wW the
Maryland FleipAtr,M083047 M
Im,A(L scab77on blocks shali,,be; a. mlnimum,:2` 4�
'stress grqded lumber,'
imp. -Alt. strongback bridging and bracing
Ing shall . :be: 'a
minimum 8x,6 'stress, g� 6 r 610.0 1uHe4,.1
Mo-The purpose of strondback:.brlddlhg, Is to
-develop ."load sharing between
'the:
system,
. 'n.divi*OUb( truss
es,:
resulting In an ;overat( Increase In -the
s+Iffnessof" thef(6or. syster2x6
strongback brldgIn showj in
details, is recommended at 10' "0'* o.c. CMax,>-
Ims-Thg terms "WrICIgIng I and 'bracing' ,b.., ''racI
ng .,are sometimes
mistakenly used::Interchange;ably. * 'Brad!og''' 19 -an
Important'
t structural requirement of any.. floor:
or roof'system, Refer.Ao theTruss. Design
I)rqWIng (7111)). TqrL tile; .bracing "-.quWments
-each IndivIdUbA -truss component.* 'Bridging;'
particularly 4stron - gbaek..:";b.rl..clgln*g-.1�S.: a�-
rec6mm-ehda,tjon; for 'a truss. system to help
C.Ontr9l.villara"floh. In: addlitl6n:. to aiding,:'in the;
.distribution of point lbads 1301*466 adjacent
truss, •strongback ,brIqq.I'nq.1 serves
sto reduce
'bounce' or resloluai vlbidtion resulting: from
moving point ldqdssuch
as footstieps.
The performance: of all floor -systems are
enhanced by. the. Instaltatloh of s+r-on'g6ack-
brIdgInb .and -therefore :Is'strongly recommended
by Alpine,
For additional lqioe.-matl6h i.-�egq.rdlng stro6gbock
bridging, refer to BCSI GuAdln'g Component
Safety Information),
LL .P.S;F I
T-et- j
No.. 70861 -. -S� - tP9F
la D L PtFi I
TA .
A. PSF
R E.G-OMMM E."NI DED, SHOR
.. . ........ ..
ING- DETAIL
94.
-f4 AR-141JING. W'RE v -sF.- kw_-&� -i3F -ON" gA'
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SING
A tuu 1580
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'lauod ua,{o.dq aq;. ul4�lM aq }snw (S) 4q.Oual .lagwaw qv:)S
(9) + (Ma) = (syj# Gua1 uagwaw apls wnwludW
•aDv4 ,Jad gvns auo lddy-Aaclwaw paBowop sv, sauna s
put /apv,a8 razls awns 's aagwaw apls 9xZ oM} .ao yxa oMl = (S)
(g) oa.av paBowop -4o apls 4:roa uo anut5,91p Bulllvu wnwlullq = (-I)
uol}oas paBowop fo 41.8ual xvw ,BT lta.ao paBtwoa = (g)
ou o n s,a oda,a Auv .lo .l"n 7v nulow�ssmjq. aq!,IM oAvlduoo
p panto jv a.4o ssn.�a.�4ad slvajq cm} uv4:} a.4lw�ouqput
lauod p ao4o ,aa� ){oa aq auo uvuu� a,Jow o s.Jagwaw ua>'loaq 9xZ
.�a trxB 4}1M Sass nu} Rld a'l uls aof �luo pllon sl u6lsap s141
•.iagwaw qaM uo
p,ao4n uas{ojq 4a.Im ssn.e!. n uoj suloda.,; salflpads 6ulMv,ap sl41
ua>10ja J0 pa>JDn.,43
. ... .1 . . .
:.LEY F)RAW-NnA
Radii
BOARD
(zxi)
pu,lrw r "IF
PLLMSEAM. EVERY TtORQ
1R,0F RAFTERS
1 Fvto-s
-06cm
a Kal 1==
VALLE)
"R0'b.'V.PLA-N--
F
Mid , if uo urtin with a
.8 03'.31" 21", - row eqggdtt.l•-,4ati-Aicia elfte'bFkafter,
f tjiin
iis;16ni,i6;thafr45pee;cLuKaberof.nalls am
ova tiodif b
CR&
-s b* �.d
t y
-lni&fl'b� �16d,yQei rafter Ifs(eapers,are.not usq4,
"".valley -AO1319 all ND9 Tequlrer
-Maximum "jkrj*rdb Thelght; 3.0-feet Njjl(4k#0 06frjj�6ri Wlre-pails uhloAi; tibted
Wrnjh,.Wosed,*61? 11,
14.
-0 1. ' . . . .1 ... . 7 'ExP a-Kal-1.0
..rA',M;l)�f-uMo?ASCE' -1
L� WU �.j— d a. k�d hg. r4t.
crP ):TV
AKTrW
q6X -P.L W:uFtkq *W.,*q
0M
- TRU]�'S
TRU9,% UNDER VALLEY -FRAMING
VAL�EfY RAFTEWOR RIDGE
CEq. *,.CAVP.PLt
+Crfp0let,41-D1!'1dr-30 psf (TL)Artd -20 Pof (TD) max:1
`-a�wt�..Crip -f.16roc,h Spa 'Pe
44atcrlplitatocatlons are
.2! b" OG:(TyFf)
nails
ea,ch slaeper.ktnm
J.
7-
4, 5 16d toe-nBlls
Pbft&t6r-.TWo-2X6 sleepers.' 416dtM-ealli
S. -Ste•epdi td.tr.ai' 4*16d tddThaili
3 ISO td6mills.S. PAQe:bohrd:tia-r.cof bldck Us
4 16d toe-TW
tD-tr.ids. 42,(id.t6gj%4jLs
.-Pudid to. (TW), Is
.9. Thise.a.: klb�6;8. nt 4'I6dAoe,-0*ll$
4 Or-rr�ij 1i
SLEEP
fa
tkg-
OMARS USFDj .13. .hirual"#101! t6f 4 16CYtde-nalls.
NOT.E-.1 . 40MMbN NAILS
be•90% of ano jp
M§
Z6,'*.Sb 46 54 RV
yA
'TC DL IP ZQ 7 '? DATE.' 10
BC b-L 0 -0 11RW-0*
OTATe, .Lj, 0 .0 0
'.
At,
-T5b 4-7 61
LD.30
ROP
INN
.140 '--!M ARM, I
rG
Simpsion,Strong-TieO Wood Construction 'Connectors
Face Mount Hangers I Joists, Glulam and SCL{ 1
...... .............._.._.._.........................._.... .........._..._...........................-....-....._................._..................................__.................-._.................._..........._.......... ............................
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
0
IUS2.56/16
21/2 x 16 MIU2.56/16
U314
HU316 / HUC316
Min.
(14) 0.148 x 3
-
70
11,660
1,805
1 ;,,805
11,425
1,555
115,551
• -
25A 1
16
2
jMax.
(16)0.148x3
-
70
1,805
1,805
1,805
11,55D
1:555
1;555
• -
29tis
157AG
21/2
-
(24) 0.162 x 31/2
(2) 0.148 x 1 Yx
230
3,455
3,920
4,045L2,970
3,370
3,480
✓
29tis
10'h
2
-
(16) 0.162 x 31/2"
(6) 0.148 x 11/2"
970
1,945
2,205
2,375
1,895
2,045
✓
29tis
i4'/e
21h
-
(20) 0.162 x 31/2
(8) 0.148 x 1 Y2
1,515
2,975
3,360
3,610
2,895
3,110
IBC,
•' =
'29fs
�7Tls
2?h�°,-
(26):dM62x3Yz'
„(2)0*48x,1Yz
230
3745
4,045
4045
3,2203,480
�3,480',
FL,
LA
l nuomihuu,5io _� • +' 4iis _ :E4%0 ;,,L%2 r- (LU)U. "/-kP);U.-140,VlV2, 1`JDID;40,10 IOr'lou I dAlU`.L;AD,p Z'ovo','J.,ilu{
21/2 x 20 MIU2.56/20 I I I. I 129/is I 197Ats 21/2 1 (28) 0.162 x 31/2 (2) 0.148 x 11/x 1 230 14,030 4,060 4,06013,465 3,495 13,495
2`14s x 91/4 NG" wide joists use the same hangers as 21/x" wide joists and have the same loads.
to 26
i MIU312/11nuc<=1u c1. 3A 1%a� 2/2 nax.=, tlb�;u.locx3iz;.. tluluavbx i,;ra Z,nuu .a.u�u zaul�, uo. 4,nua Z,bU' IBC,
3 x 117A ' 1 - (20) 0.162 x 31/2 (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL,
HU212-2 / HUC212-2 • ✓ 31A 109Fs 21h Max. (22) 0.162 x 31h (10)0.148x3 1,79; 3,275 3,695 3,970 2,820 3,180 3,425 LA
nUusds
-HGUS3,
LGU32
HHUS46
31/2 x 51/a
HGUS46
I HUS48;'.
31/2 x 71f - -HHU848
HGUS48
• - 13%1 51/s 1 3 1 - (14) 0.162 x 3'/z (6) 0.162 x 31h 1,3 '0 2,785 3,155 3,405 2,395 2,715 2,930
• - 135AI 06 1 4 1 - I (20) 0.162 x 3Yz (8) 0.162 x 3'/z 2,155 4,360 4,885 5,230 3,750 4,200 4,500
FL
IBC,
FL
IUS3.56/9.5
13%
91h
1 2
-
(10)0.148x3
I -
70
1,185
11,345
11,455
1,020
11,160
11,250
MIU3.56!9
-
39,tis
81%
21/2
-
(16) 0.162 x 31/2
(2) 0.148 x 11/2
210
2,305
12,615
2,820
1,980
2,245
2,425
U410
•
✓
39A6
8%
2
-
(14) 0.162 x 31/2
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
1,965
2,120
HUS410
-
3%
81546
2
-
(8) 0.162 x 31h
(8) 0.162 x 31/2
2,990
2,125
2,420
2,615
1,820
2,070
2,240
HHUS410
• •
i -
35A
9
3
-
(30) 0.162 x 31/2(10)
0.162 x 31/2
3.565
5,635
6,380
6,445
4,845
5,486
5,545
31/2 x 91h
HU410/HUC410
• •
• ✓
3%
85A
21h
-
(36) 0.162 x 31/2
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
6,415
6,415
6,415
HUC0410-SDS
-
39/is
9
3
-
(12)1/4" x 21/z" SDS
(6)1/4" x 21h" SDS
2,265
4,500
4,500
4,500
3,240
3,'240
3,240
HGUS410
• • I
-
3%
91/16
4
-
(46) 0.162 x 31h
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
7,825
7,825
7,825
IBC,
LGU3.63 SDS
-
3%
8 to 30
41h
-
(16) Y4" x 21/2" SDS
(12)''A" x 2W' SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
MGU3.63-SDS
• ,
-
35A
91/4 to 30
41/21
-
(24)'A" x 21h" SDS
(16)1/d' x 21/2" SDS1
7,260
9,450
19,450
9,450
6,805
6,805
6,805
146 See footnotes on p.150.
_ -
_ r
SIMPSON
THA/THAC
Adjustable Truss Hangers
oRee
7
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
Install top and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
the THA29, nails used for joist attachment must be driven at an
angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 112" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
35/e" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
for
;422
for
l22-2
s2e-2
THAC422
Face nails- Top nails
per table per table
4422.2
5-2
THA418
2E 'l �I
a•
'14
�w
THA29
Double 42- 2face nails
Use full table value (total)
Sing°..._:4nai
ls
Se4((total)
nailer table
�' Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of heads
® Double Double Shear Dome Double -Shear
Nailing
Shear Nailing Side View
Side View; €
Nailing Do not (Available on
Top Viewer bend tabs some models)
'ti' 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
iyNicai i n�ca
Top Flange Installation
'er to
tnote 5
p.187
186
A
THA29 18
15/a
9"/16
5'/a
11/2
—
(2) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
1 525
1,750
11,750
I 1: 50
450
1,330
1;330
1,330
27A6
—
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2,610
2,610
2,610
450
1.985
1;985
1,985
`THA213' .18.;1/a'
s
s
13tis
1
5,h
2 q
_
_{40148X3-:
(2)0.14$ t3
(4)0118x1/z
THA218 18
1 s/a
17346
51/2
2
—
(4) 0.148 x 3
(2) 0.148 x 3
(4) 0.148 x 1112
11460
1,460
1,4160
1 10
1,110
1,110
IBC,
THA2184' 16-'3%
-
17'%
8-
2 -.,,,
(4)0162x3,1/z'(2)4162X3�Iz
..
(6)0148x3
�-
1��i�1
1,995
_
ilrj 5
E
49(l
,"a15,
�916'
FL,
THA222-2 16
3%
,22 s
8
2
1—
(4) 0.162 x 31h
(2) 0.162 x 31/2
(6) 0.148 x 3
—
11960
1,995
1,995
—
1.490
1,515
1,515
LA
THA418 116 1 3% i 171A 177A 1 2 1 — 1(4) 0.162 x 31/2I (2) 0.162 x 31/21 (6) 0.148 x 3 1 — 1 1:96011,9951 1,995 1 — 1 1,4901 1,515 1 1,515 1
THA426 114 1 3% 1 26 1 77/a 1 2 1 — 1(4) 0.162 x 31/21 (4) 0.162 x 31/21(6) 0.162 x 31/21 — 12,435 12,435 1 2,435 1 — 12,095 12,095 1 2,095
FL
THA426-2 114 1 7% 1261A&I 9a/4 1 2 1 — 1(4) 0.162 x 31h1 (4) 0.162 x 31/2 1(6) 0.162 x 31/21 — 13133013,3301 3,330 1 — 12,865 12,865 1 2,865
THA29 118 11 % 19"/i6 151/a I - 1 91% 1 — 1 (16) 0.148 x 3 1 (4) 0.148 x 3 1 525 12.26512,21651 2,265 1 450 1 1950 1 '1950 1 '1950
THA218 18 15/a 117-A6 51/2 I 1173/is 1 (18) 0.148 x 3 (4) 0.148 x 3 1 855 12,490 12,450 1 2:45011 1735 12105 121035 1 2105
., Ih 6,�3' 595 2,8 2,64v22! 0162X o0GTHA218 2 16 171%841tiIBC, a
FL
THA222-2 16 31% 22aY,i 8 1 1 141,4s 1 1(22) 0162 x 31h1(6) 0.162 x 31/2 1,855 3,310 13,310 1 3,310 11,595 2,845 2,fi45 2845 LA
THA418 116 1 3% 1171/21 77/s I — 1 106 1 — 1(22) 0.162 x 31/21(6) 0.162 x 31/21 1,8551. ;31013,31,11 3,310 11595 12;845 12,045 1 2;84i;
THA426
14
3%
26
' 77/a 1
161/16 1—
(30) 0.162 x 31h
(6) 0.162 x 31h
1,855
4,415 14,480
4,480
1,595
3,795
3,855
3,855
THA422=2'
14
..
71/4 ,
22111+e`9a%a
..
- —
16aJis
(30).0:162 x 31Jz
(6) 0:1'fi2 x 31/2
1$55
517015
520
`5 520
t 595
4 445
4 745
--.4745
FL
THA426-2
14
1 71/4
261/s
9s/4
—
18 1
(38) 0.162 x 31h
(6) 0.162 x 31/z
1,855
5,520 1
5,520 1
5,520
1,595 1
4,745
1 4:745
1 4,745
1. Uplift bads have been increased for earthquake or w nd 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 1 V min.
top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-ply 2x carrying member.
For 42 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation loads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation, loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted 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.
a
L'
187
SIMPSON
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers
2G���EREO
LU
This product is preferable to similar connectors because
of a
) easier installation,. b) higher loads, c) lower
installed cost, or a combination of these features.
The double -shear hanger series, ranging frorn the fight —capacity
LUS hangers to the highest -capacity i iGUS hangers, feature
innovative double -shear nailing that distributes the load through
twopoint; on ;;ach ost nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX9 coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• Not designed for welded or nailer applications.
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
l u Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
some models)
1/efOr4%
=e
C: O:
4 t,
LUS28
HHUS210-2
MUS28
C o
..a
o_
b: s
fir.•
HUS210
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
i
O
U
N
C
O
U
N
N
3
f—
.a
N
M
193
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers (cont.)
I*
ED
0
1. See table below for allowable loads.
Model
Heel-
Hellow
Ga.
Dimensions
Fasteners,
Member
Carried-
Member
Single 2x Sizes
LUS24
2 5W��
I 9A6
3 1/8 r
13/4
(2� 0.14$0
IUS26
41/4
I9/6
4/a,
4,
-x: 3
(4, x
MUS26
41M6
18
19/16
5%
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
45A6
16
1
5%
3
(14) 0.162 x 31h.
(6) 0.162 x 3112.
HGUS26
'4*6:'-
12_
'l
5
P0Y0162 k3�W`
'(8) 0.162,x 31A
LUS28:
AN
1 9A,
8 'X 3',
(4) 0.148 x 3'
MUS28
65/,G
18
1 IA6
613J16
2
(8) 0148 x 3
(8) 0148 x 3
HUS28
61/2
16
1 %
7
3
(22) 0.162 x 31/2
(8) 0.162 x 3 Ih
HGUS28
69A6
12
1 %
7 I/a
5
(36) 0.162 x 31/2
(12) 0.162 x 31/2
LUS210
K-,
18,
1 IN
71IN
;14!
0.148 x 3 ,
,J4) 0.4,48,x,Iz,
,H�S210
'6 ,
1%
X
(36) 61 6Z ' 2l Mij
(10)A 6 3 1/2
HCUS210
89A6`�-��
2
1
91/
x 81h]
116),0.162k3lh
Single 2x Sizes
These products are available with additional corrosion
protection. For more information, see p. 15.
For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
with Strong -Drive® SD Connector screws.
See pp. 335-337 for more information.
1,070 1,150 1 1,475 1 865 1 635 1 725 785 1,000 IBC, FL,
I rRO, I -AiI '1 1 LA
1,150 1 2,350 1 2:660 1 2:780 1 2:78"
(91
-§T
4!340,�
4,i)5
S75
�'4 690 690
5,220�
5,390,
5 39
7
80
3;225
61,0 31
87(1,14
3,985
IBC, FL
1,165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1,465
1,730
865
810
925
1,000
1,270
12)
'T 7 5'
8,
36 4'2,�!�t
1,270,'
1,455
_'1,575 '1-1,,
;35
IBC, FL,
LA
760
4,095
4,0 95
4,095
4,005
1�7 60
1
4,095
4,095
4,095
4,095
1,480
3,520
3,520
3,520
1 3,520
7" 2 76,`
0'
7,27
-7,2M
37
C '0
3;82aft
3,915,
T -4,250��
IBC, FL
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 1.500
IBC, FL,
a,,450'�
-I)
5"7015:
"036`:]
635
5,3?5
OjF33-C
- 5,83-0 ,1,112,22,&
2,330
1'2;45-5`1�
0-_
LA
9,100
5_1 a
9,100
1 9,100
Z000
1, 00
, 9,110 0
1 0J00
0
1.100
545
6,340
6,730;
6:730
6,730
IBC; Ft.
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
17
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
M, ti
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
Acute
• The joist must be bevel -cut to allow for double shear nailing
side
A(
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45o. Allowable loads are:
00
HGUS Seat Width Joist Down Load Uplift
Specify angle
W < 2" Square cut 0.62 of table load 0.46 of table load
Top View HHUS Hanger
W < 2" Bevel cut 0.72 of table load 0.46 of table load
Skewed Right
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
6dist must be bevel cut)
All joist nails installed on the
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
outside angle (non -acute side).
W > 6" Bevel cut 0.85 of table load 0.41 of table load
194
�o!
LUS/MUS/HUS/HHUS/HGUS
These products are available with For stainless
it additional corrosion protection. steel fasteners,
For more information, see p.15. see p. 21.
SS
Fl
Many of these products are approved for installation
& with Strong -Drive`'' SD Connector screws.
See pp. 336-337 for more information.
Model
min.
Dimensions (m)
"Fasteners (in.)
DF/SP Allowable
Loads
SPF/HF Allowable Loads-.
Code
No.-'
Heel
Height
Ga.
W-
Carrying `,
Member
Carried
Member -
.Uplift
(ifi0)
Floor
(100)"
Snow Roof
(115) (i26)
Wind:
(160)
Uplift
(100)_
Floor=
(100)
Snow
'(11-
'Roof
(125),
Wind
(160)
Ref.
Double 2x Sizes
L US2d-2".-
2/4'"=
'
1S
3,h.
'
,
3/s
':'-2
{ } � �
4 `0.162:x3h
(2) 0.162 x3'h
�,�.
„804.a
905
�980
.1;245,
355..
=690 .
780 :
845'
"1,070'
LUS26 27"
06 "
18 "
31A
47/a,
2
.,(4)0.162 x 3!h +-
(4)t0.162;x 3'n
{;i)t�u,
1;030
7,170;
:1,265,
:1,595'.
910
"885 _
1;OQ5=
"1,090
1,370
HHUS26-2
45A6
14
35A6
53/a
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
1,320
2,830
3,190
3,415
4,250
1,135
2,435
2,745
2,935
3,655
HGUS26-2
49A6
12
35A6
57AG
4
(20) 0.162 x 31/2
(8) 0.162 x 31/z
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170
4:445
4,795
LUS28 2 :,
49
146 "
18
31/s
7
'2
(40.162"x 31h ,
(4) 0.162rx 3'/2
,06
1315.
1490
1 610
2 030
910
1130,
1�,280
1,385
1,745
IBC, FL,
HHUS28 2
' 6sA6,
14 !
3%
71/4
3 •
(22) 0.162 x 31h .
(8) zO.162 x 31h
170
4 265.
4 810
5155
5,984
1,515
3;670
4;135
"4,435
`5,145
LA
HOUS28-2
06
12 °
35As
7-ns
:4
:(36) _0,.162 x 31/2.
(12) 0.162 x 31h
3,235
74,60
7460
7460
7460�,
2,7801
6 415:
6,415.
"6,4151
6,415
_.
LUS210-2
' 6716
18
31A
9
2
(8) 0.162 x 31/2
(6) 0.162 x 31/2
1,445
1,830
2,075
2,245
2,830
1,245
1,575
1,785
1,930
2,435
HHUS210-2
81A
14
35A6
87/a
3
(30) 0.162 x 31/2
(10) 0.162 x 31h
3;550
5:705
6,435
6,485
6,485
3,335
4,905
5,340
5.060
5,190
HGUS210-2
89A6
12
35A6
93/16
4
(46) 0.162 x 3Yz
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
9,100
3,520
7,460
7,825
7,825
7,825
Triple 2x Sizes
'HGUS26-3,
49�6'
12
41�6
51/2
'4
(20)i0:162k31/2
::(8)0:162x3Yz
2;(55
d3d0'
d850
5,170
5575
1,555.
3,730
°4,1Z0-,4,445,'4,795',
IBC, FL,
HGUS28-3 "'
"67IA6
12
41�i6
71/4
5 '
36) 0162 x 3;1h.
(12) 0:162x 3Yz
3;2351.
7460
7,480
746D
7460:
"2,780
6,415-
;6,415
6,415
`6,415''
LA
HHUS210-3
83h
14
4'ti6
87/s
3
(30) 0.162 x 31/z
(10) 0.162 x 31h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
8111;
12
415A6
91/4
4
(46) 0.162 x 31h
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
HGUS2723 '
105ie'
.12
41 s
10?/a,
4
(56);0,162 x'3'h
(20)0.162'X 3'h
r,f 8s,
,fl1q,
^47
a, 4
,9;045
`;900:
7,78
8 ,
7.780
7.780'
IBC, FL,
LA
HGUS214-3'
1251
12.
415i,
1 123/4
' , 4" '
' (66) 0.162 x 31h
(22) 0.162 x 31h"
5;695.10,125
1,0,=125
16;125
10,125
1,900"
8,190
8,100
, 8,190
.8,190
Quadruple 2x Sizes
HGUS26 4
51h
12 ;
69A6
57A6
A "
(20) 0.162 x 31/z
8) 0,162 x 31/2
2,155
4 340`
4 850
5`'170
5;575
1,855
"3,730
4,170:
4,�45'':
4,795
IBC, FL
HGUS28-4
71/4
12
60A6
73A6
4
(36) 0.162 x 3Yz
(12) 0.162 x 31/2
3,2351
7,460
7,460
7,460
17,460
2,780
1 6,415
1 6,415
6,415
6,415
LA
HHUS210-4
83/s
14
6'/s
87/a
3
1,30) 0.162 x 31h
(10) 0.162 x 31/z
3,405
5,630
6,375
6,485
6,485
2,930
4,840
1 5,485
5,575
5,575
FL
HGUS2104 '
: 9,'/4s
12
6gA6
9'f6,r
4
:(46);0.162'x3Yi`
(16)0.162x31h
4;095,
AIM9100
9;1D0
•9;100;
3,520
'7,825
:7,825"
7,825
7,825''
HGUS212-4"_
103a.'
12
69A6
105/a
',4 .
�(56) 0.162 x'3'/2;
(20)0.162x 31h
„F03
9,(..1:,
�.) �,
3,04�
•9,035:
,900
7780
l6il
F;rBO
:78D'
IB 'AFL'
HGUS214-4,
-125a
12 ;
68A6
12We
- 4
_(6B).0.162 x 3?h`
(22) 0.162 x 3W
5;095
10,125,
J,0,125
10;125
10;125
4,960.
-8 710
8,710'
83
8,716
4x Sizes
LUS46:' _.
4%
18
39A6
41/4
:2
(4)'0.162x31h',
(4)0.162'x31/2
1;06^u
1030
1170
1265
;1,595:
910
885
1,005'1,090',
1,370':
IBC, FL
HGUS46
-06
12
3%
061
4 __
(20) 0.162 x 31k
(8)' 0.162 x 3'h
2,155
4,340
4 850
5170
5 575
1,855:
3,730
4,170
4:445
4,795 `
HHUS46 - 'a
' 06 '
14,
35/s
'5316
' 3 . ,
(14) 0.162-x 31h
(6) 0.162 X 31n
1 3 d:*
....
2,830;.
,�,
3190 ._
3'415
4 25'0'
r .
1,135'
2,435:
2,745
2,935`:
3,655'
LUS48
43/8
18
3%
61/4
2
(6) 0.162 x 31h
(4) 0.162 x 3Yz
1,060
1,315
1,490
1,610
2,030
910
1,130
1,280
1,385
1,745
IBC, FL,
HUS48
61'A
14
39A6
7
2
(6) 0.162 x 31/2
(6) 0.162 x 31/2
1: 320
1,580
1,790
1,930
2,415
1,135
1,360
1,540
1,660
2,075
LA
HHUS48
61h
14
3%a
71A
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
1,760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
67As
12
35A
71A6
4
(36) 0.162 x 31/2
(12) 0.162 x 31/2
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
LUS410=
.6 W` "
18
39A6"
81/a ..
= 2
(8) 0:162 X 3Yi
:.
(6) 0.162rx 31h
14r
1 830j
2,075
:2,245"
.2;830
1,245
1-;575
J;785
1,930
2,435'
HHUS4 i0 '
`, 8%
14
3%
9-1
P 3 "
(30)`0.162 x 31/2°
(10) 0.162x 31h
.3;556
5705
643
d 4ba
f 4ua
3,265
4,905
5,535
51575
°5,575
HGUS410
8346
12
3%
91A6
4 :
(46)'0.162'x 31/2
"(16) 0.162 x 31h
4;095
9100
6 r
9100
, .
9100
_
9100'
3,520
-7,825'
7;825
;7,825':
7,825
IBC FL,
LA
HGUS412
1071s
12
3%
107As
4
(56) 0.162 x 31h
(20) 0.162 x 31h
5,695
9,045
9,045
9,045
9,045
4:900
7,'• 80
780
7,780
7,780
HGUS414
I 117A6
12
1 3 %
1123461
4
1 (66) 0.162 x 31/z
(22) 0.162 x 31h
5,695
10,125
10,125
10,125F10,1
251
4,900
1 8,190
8,190
8,190
8,190
Double 4x Sizes
HGUS7.3WIT , 06"; -
12-
7%
8sA6-,°
4 "
(46) 0.16-2'x 31/2
(16) 0.162:x 3'h
3'A30
A9,095,
9,09b ,9 095,
_9,695'
2,950
7,820'
'7,820
7,820?
7,820
HGUS7.37 /12 :107Ac:
12
731s
10%6
4
-(56): 162 x 311
(20) 0.162 x 31h
3;835
9 295-
9 295 9 295
"9,29530 '
3,0
7, 995s
7,995,
7,995
:9,995:
FL
HGUS737/14` 117As
A
73h
12a16
-4
(66),0;162.x31/2,-(22)0.162x31/2
$DSD
10500
105001'0,50010,500
4,370
1 903W;9,030"
9,030.9,030''
1. Uplift bads 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 loads. For less than minimum heel height, see technical bulletin T C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may Emit alowable loads in accordance with ANSUTPI 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 21/2' nails in the header
and 0.162" x 31/2" 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 listed diameter by length. See pp. 21-22 for fastener information.
195
luT,
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/s". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/z" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is'/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 Min. heel
HTU28 or HTU210 on a 2x6 carrying member height
for additional uplift capacity per table
Options:
• HTU may be skewed up to 671/2°. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong-Drivee SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Many of these products are approved for installation with Strong -Drive,,
SD Connector screws. See pp. 335-337 for more information.
HTU26
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
aa�
9
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
Model Min
Heel
IHeight
_
Dimensions (in:j Fasteners (m)
Carrying Carried
W s H B " Mert(ber Member
Uplift
(160,
DF1SP Nllowable
Floor • Snow
(100)::': (115),
loads
Roof Wind
;
,�125) (16Dj,
SPF/HF Allouuabte Loads'. "
.Uplifts Floor - :Snow Roof . Wind,Ref,
.(180), "{i00) (115) '(125}° (160)'
Code
Single 2x Sizes
HTU26,
� '371x..,
15Ia:'',
57%e
3?h
'(20)0:162x31/z
,(i])'014611/2;
64t)
� 2,670
_2,670-
1,6f0`
.2,670
,-5o�;i
Ii'S'
-"two'
15/a"
5mr,
-31/z
j (20) 0.162 x 31,z ;
(14) 0.148,x"1 r/z`.
1,250
2,940
3 200
3 2D0
, 3;200;
1,075
1,852'"
HTU26 (Max.)- "
511 :
"1$/a"
57tie
-31 -
(20) 0.162 x 3Yz `
(20)=0.148 x 11h
;1,555{
2,9�Dil„
�. 1,,,
., , $Q,
,4ip10;i
' 1,335`
2,M0 :
;r �57
; �130
.3,450 i
IBC,
HTU28 (Min.)
37/a
15/a
71,56
31/z
(26) 0.162 x 31/2
(14) 0.148 x 11/2
1,235
3,820
3,895
3,895
3,895
1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
1 %
71/a
31/2
(26) 0.162 x 31/2
(26) 0.148 x 11h
2,020
3,820
4315
41r,55
5,435
1,735
3,285
3,1710
4,005
4,675
LA
HTU210(INIn.)..
.S?la
1�f `
91Ine
31/2
(32)_0.16201/2
J14)�.14811M
<.�>330
1 ,3�6G`�4��3�,.;,OCt„
„fr„pu"
1,145
3,225
'_ ,22a"��
3225-
:3;2�5
HTU210 (Max.)
9?!4 '
,15/e'j
V/,e
31/z':
(32) 0 162.x 31h ..
(32i-0.148 x 11h
, �;315
„4,700 ';
, s11d
, ,7 0
:5(995
2,65.D
4,Q4,5'
-7,Go�,�"-
,"9R
5,155
Double 2x Sizes
.HTU26-2'(Mir.) -
3'/a
"
3 ,ia
7
1.5 5s
1
3 /z,.
1
"(20) 0162 x 3 /2
i4 0:'"48x3
f( )
i:515,, 2;940"'
',��0:'�,N80-;
3;910..
1,305
1,850"'
`2090
,2255
2465
HT026-2,(Max.)
51h .
"3%4
57ha
31h'
." (20)=0162 x 31/z
: ';(2Qj°0:148"x 3
, 2,175 c 2,94Q„
., ��f '
3 ."
480 ,
" 1,870'''
"2,530",
° � 05o ,
3" Q 0":
3,855'
HTU28-2 (Min.)
37/8
335e
71tie
31/2
(26) 0.162 x 31/2
(14) 0.148 x 3
1,530 3,820
4,310
4,310
4,310
1,315
2,865
3,235
3,235
3,235
IBC,
HTU28-2 (Max.)
71/4
35Aa
71/is
31h
(26) 0.162 x 31/2
(26) 0.148 x 3
3,485 3,820
4,315
4,655
5,825
2,995
3,285
' 3.71 0,:
9 h�a5.
5,0,10 =
LA
HTU210 2 (Min:)
` 3?%"
3 B'
`91Se
.31.h'
; (32).0.162 x 3;h.
- (:14j 0.148 x 3-
,1;755 .1.4,705;
.�i,$15--
-.4815
:4;815.
1,510'=
`:3,530
-3,610
1:3,610:,
3,610
HTU210=2 (Max)
".9'14 --
3aie`
=91Ia,
31�z'�
`(32) 01�62 x 31h
` (32) 0148 X 3
z,110 ' 4,705:-
,n glfa,
, s,130
,t3; 6
13 535_;
4,045.
7.Yno
�'==4 933 •
"5,6( 5
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between W and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie' Connector Selector' software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable upfrft 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.
196
SIMPSON
HTU
Face -Mount Truss Hanger (cont.)
Many of these products are approved for installation with Strong -Drive°
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation table Tor zx4 ana Lxb uarrvina Member
HTU26 (k4in.) 1 3'/a 1 (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 1'h 925 1 1,470 1 1,660 11,790 I I t875 1 795 1 1,265 430 1 1::540 1,615
HTU26 (Max.) 51h I (2) 2x4 1 (10) 0.162 x 3'h (20) 0.148 x 11h 1,240 1 1,470 1 1,660 I 1;790 1 2,220 1 1,165 1 1,265 1 11430 540 1;9'10 IBC,
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 Isted diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads C1211 Maximum Hanger Gap)
Single 2x Sizes
HTU28 (Min.)
37/a
15/a
7'IA6
31/2
(26) 0.162 x 31/2
(14) 0.148 x 11h
1 110
3,770
3,770
_� ...,.. �
3,770
...._ ,...
3,770
::
?55
2,825
2,825
2,825
2,825
IBC,
FL,
HTU28 (Max.)
71/4
15/e
7 Me
31/2
(26) 0.162 x 31/2
(26) 0.148 x 1'h
1,920
3,820
4:315
4,655
5,015
1,695
2,865
3;235
3.490
3,765
LA
H"T11210 (Min)
3rh__
-sus
9h6
. 3'h "
(32) 0:162 x'3'/z
'{14} D148 x"1'?h°
1250
3 600
3 6Q0
3 6QQ
3 600
""1075 "
'2;700
> 2,700
2,700',
2,700
HTU210 (Max.) `,
911a ""
15/a ,
" 9'/s
3'h '
t(32) 0 i62 x>31%z"
(32)"0.148 x 1?h 13,25,5
" 4"705
5 Q20
5 02Q'
0 020
2 8(
:3,530
3 765
3,765
; 3 765
Double 2x Sizes
H, 1426 2"(tv11n.)
3rla ;
34Ss
° 5�fs,
, 91h(20) 0.162 x 3f%z
(14) 0148 x o" !
1 51a
2 e40
a t3
3 500
3 500
1 305
°2;205�
2,205.
2,205
' 2,205
HTU26 2 (Max:)
51iz ^
' 3afie.
"5+he
3'6" j,(20) 0162 x'3112
(20}0148 x 3-`,1
910
3 500'
3 000
i 6,45 "
2,205
2,205
" 2,205
; 2;205',
HTU28-2 (Min.)
37/a
3%6
71%;
31/2 (26) 0.162 x 31/2
(14) 0.148 x 3
1,490
3,820
3,980
3,980
3,980
1,280
2,865
2,985
2,985
2,985
IBC,
HTU28-2 (Max.)
71/4
3a/ia
7'tis
31/2 ( (26) 0.162 x 31/2
(26) 0,148 x 3
3,035
3,820
4,315
4,655
5520
2,610
2,865
3:235
3;490
4,140
FL,
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'h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Imit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector" software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
197
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/16" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/,6" 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 1c' x 2 •° Titers 2
screws (Model' TN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or EiA,iP 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 3/16"-diameter hole to the specked embedment
depth plus 1/2".
• Alternatively, drill the 3/,6"-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
3/6" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16" x 41/2" drill bit is also available (Model MD818412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/6" is required as shaven in Figure 1 for full uprft load.
• lr:,'here no uplift load is required, a minimum end distance;
of 11 z" is pen-nitted.
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
237
HU/HUC/HSUR/L
. ................. ................................................... . .. . I .............. . . . .. ...................... . .. ........... ..................................................................................................................................
Medium -Duty Face -Mount Hangers (cont.)
1* These products are available with additional corrosion protection. For more information, see v. 15.
HU26
HU26X
(4) 1/4 x 23/4
(4) 1/4 x 1 3K
(2) 0.148 x 11/2
335
1,000
335
1,545
V HU2
'flU28X,
{6)1/4 x 23/4
(6} ?%4 X13/4
40.1 8
5
4 2� 00
HU24-2
HUC24-2
(4) 1/4 x 2314
(4) 114 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
HU26-2 (Min.,)
,HUC26-Z
(8)_'A K,2� 7,]
3/
4,xt 4,,
0.1
760
200
HU26-2 (Max.),
H066-
13
11�4 X /4
(6) Q .148xl,
,.43 3
4�
4_0
"
1�13
3;950.
HU26-3 (Min.)
HUC26-3 (Min.)
(8) 1/4 x 2 3/4
(8) 1/4 X 13/4
(4) 0.148 x 3
1 760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)1/4 x 2 -A
(12) 114 x 13/4
(6) 0.148 x 3
1 1,135
3,000
1,135
3,950
HU210 HU21OX (8) 1/4 x 2 1/, (8) 1/4 x 1 (4) 0.148 x 1 % 545 2,000 760 2,415
I k
HU210-3 (Min.)
HUC210-3 (Min.)
(14) 114 x 2%
(14) 1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18) 1/4 x 2 3/4
(18) 1/4 X 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
10) A/VkT/W��,
4;x 13/4
(6) 0.14&,RII/�
0
1 13
2 i 6 6 5,;
..................
HU212-2 (Min.)
HUC212-2 (Min.)
(16) 114 x 2 3/4
(16) 1/4 x 11/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(2 2) 1/4 x 2 3/4
(2 2) 1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU214
HU214X
(12) 1/4 x 2 -1/4
(12) 114 x 13/4
(6) 0.148 x 11/2
1,135
2,665 1
1,135
2,665
H U 21 472(Min-.).'
�U__
C214-2 (Min.)-
2,
7 �(18)! 4�"A �A
1 .148x3 ,,,
_'(8) 0'
.....
. ....
.............
. ....... .. . .
HIU214-2#,6-�V
HU 214-2 (Max.),-
C
(24), 14 X 2Y4
(24),1/4 k 13/4
-tl 2) 0.148 x 3,
`��2 015
��'5 085'.
2;t1i5
5 085',
HU214-3 (Min.)
HUC214-3 (Min.)
(18) 1/4 x 2 3/4
(18) 1/4 X 13/4
(8) 0.14.8 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(2 4) 1/4 x 2 1/4
(2 4) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
PIU216
HU216X
(18) '/4,k
�13
1�8) 1/4 k 14
YO.148-x
-7515 .,
.. ...
........ . . ......
HU216-2 (Min.)
HUG216-2 (Min.)
(2 0) 1/4 x 2 3/4
(2 0) IIA x 11/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(2 6) 1/4 x 2 1/4
(2 6) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU7 (Min.)
(Not available)
(12) 1/4 x 2 3/4
(12) 1/4 x 1114
(4) 0.148 x 1112
545
2,980 1
760
2,980
HU7 (Max.)
(Not available)
(16) 114 x 2 3/4
(16) '14 X 1314
(8) 0.148 x 11/2
1,085
3,485
1,085
3,485
FIU9 (Min.)
(Not
(18 W 2Y4
(1/4 x, I
0148 x.1 /2
1A135
.
3'230
.........
H09 Max
j
Not available(24�i��:'X
Q,
x 1,1/4�,,,
,(,10) OJ 48 x .1.
4 5'
i �,,735
5�i��
HU11 (Min.)
(Not available)
(2 2) 1/4 x 2,1/4
(2 2) 1/4 x 13/4
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(3 0) 1/4 x 2 1/4
(3 0) 1/4 x 13/4
(10) 0.148 x 11/2
1,445
3:735
1,445
3,735
238
STAGGER JOINTS - TYP.T
UPLIFT/SHEAR ANC
EACH TRUSS - SEE
PLAN
aaa�a�aaaaaaa■aaa�aaaaaara
B/SKI f'
NOTE: ADD'L FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARING A
eCALE: NT8 SKI
RAISED HEEL ROOF TRUSSES
PLAN
ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRUSSES
-SEE PLAN
SOFFIT/FASCIA- SEE ARCH.—\
O
W N
RIBBON BOARD-
< Q 3
SEE SCHEDULE
w U z LL
FOR SPACING /
0 w t7 i
d5SON BOARD- SEE
FASTENING TO
w N
UU Q
CHEDULE FOR SPACING /
TRUSSES
W 8
ASTENING TO TRUSSES
z O
WALL SHEATHING -SEE PLAN
-=
z
MIN. 15/32' CDX PLYWOOD OR
CL
w3
l/I6' OSB WITH Bd GUN NAILS
U
(0.131' X 2 1/2') B 6' O.G. TO
UPLIFT/SHEAR GYP. CEILING -
SEE PLAN
ANCHOR EACH SEE PLAN /
TRUSS- SEE PLAN SCHEDULE
a
DO NOT FASTEN RIBBON BOARD
o
INTO END GRAIN OF ROOF TRUSS MASONRY WALL-
BOTTOM CHORD
SEE PLAN
o _
�••REVISF
RAISED
HEEL
TRUSS BEARING/" B
SCALE: We SKI
RIBBON 5CHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
vult=165 MPH
(Vasd= MPH)
(2) 12d GUN (0.131' k 3')
EXP.. B
1
2X4 5PF'2
24'
TO EACH TRUSS, (4)
,
ENGL05Ep
NAILS AT JOINTS
vult=180 MPH
(2) 12d GUN (0.131' X 31)
(Vaed=139 MPH)
EXP. C,
2X4 5PFw2
IW
TO EACH TRUSS, (4)
ENCLOSED
NAILS AT JOINTS
Q r2 )I',
WC3 0
SHEET T1 LE:
aew onu wa ` '
waeone oov.wuu 'f�i,'I.;f I�,'
SHEET INFORMATION:�,�',I. tl
wF no: ..," ,:IJ''Q!v?.
SK.1
ALPINE
, ALPINE
January 10) 2020
Carp'enter 'Contractors of America, Inc.
3900 Avenue G, NW
Winter I Haven, FL 33880-62-01
Dear Matt -
It has* come to my attention that some questions were raised concerning 5/ W . 'diameter
holes. drilled thru the. chords. (Wide face) of SY542 gable end trusses to allow for
threaded rods usedfor "tie'downsi" Ifthese ends are over continuous support.
with one.face. fully sheathed and the holes are drilled about the centerline of the . wide
fare no close than 4" O.C. without damaging. any connector plates or vertical., webs then
no repair is required. The truss only. supports 2'feet of floor loads and.no additional
load..
If you Piave any questions, please give me a call.
Sincerely,
C- . �A
No. 86367
STATE OF
0
F
,,��,� LpRtpp.,
--N
Y
6750 Forum Drive, Suite - 305, Ortan'
do, FL 32.8r2l - (800) 521 -9790 - (863) 422-8685
wwwaJp1ne!tw..c61m
IN%dnr.nmaw ham 1w-en adecunnihAtyy
sr�neusirrilat3iitatSi�aattsre. Printed'
capes w4hoular ofigila: siQnaturemvst
be veried using the anginal efectranic ALPINE
versim.
�{ COA #0 278
07/29/2020
N, 7fifi '
i
STATE OF
4,
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www.alpineitw.com
.. " . " .
Pe a 1;
Customer.' Carpenter Contractors of America
Job Number: N334502
Job Descri Lion: 7A5/320 ,182ED,F ;RH01 / 1828/CALI/4EBB ELEV.D/F
Address:
t5 0 Yneerl
ar.
Cr eria
y
Design Code:
FBC 2017 RES
IntelfrVIEW Version: 18.02.01 through 18.02.01A
JRef A 1 WXd89750080
Mind Standard:
ASCE 7-10 Wind Speed (mph); 160
Roof Load (psf): 20.00- 700- 0.00-10.00
Building Type:
Closed
Floor Load s : None
This package contains general notes pages, 21 truss drawing(s) and 2 detail(s).
Item";= "
,DrawN ing umber
Truss
1
211,20.1245.46032
Al
3
211.20.1245.46047
A2
5
211.20.1245.46264
A4
7
211.20.1245.46155
A6
9
211.20.1245.46405'
A10
11
211.20.1245.46404
A14G
13
211.20.1245.46484
B2GE
15
211:20.1245.46483
C2GE
17
211.20.1245.46249
EJ2
19
211.20.1245.46108
CJ3
21
211.20.1245..46421
HJ7
23
GBLLETIN0118
Item
Drawing Niarritaer"
Truss
2
211.20.1245.46467
A1A
4
21`1.20.1245.46311
A3
6
211.20.1245.46109
A5GE
8
211.2M 245.46280
A8
10
211,20.1245.46015
Al2
12
211.20,1245.46498
131
14
211.20.1245.46016
C1
16
211.20.1245.46218
EJ7
18
211.20.1245.46031
CJ5
20
211.20.1245'.46156
CJ1
22
A16015ENC101014.
Flo lificate of Product Approval #FL1999
Printed 7/29/2020 1:07:51 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 610, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www.icc-es.ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling caWmust be taken to prevent breakage during all handling activities. ,
r �
: Page 1 of 3
'f.1
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 longterm Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. [CC: International Code Council; www.iccsafe.or4.
3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO
63043; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEON: 101714 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXd89750080 T10
FROM: RWM Qty..
16 7A51
320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1245.46032
Truss Label: Al KID / YK 07/29/2020
6'1 "7
6'1"7
12'11"15 19,10" 267"!
6'10"8 + 6'191 + 6'10"1
�'+ 10' i
10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Loading
Truss passed check for QO psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
5X5
E
39'8"
9'10"
19,10"
91101,
29'8"
33'6"9 39'8"
6'108 617
10, 1'
39'8"�
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.222 K 999 240
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.385 K 999 240
B 1709 A A /961 /308 /445
Snow Duration: NA
HORZ(LL): 0.081 J - -
H 1710 A A /961 /308 A
HORZ(TL): 0.140 J
Wind reactions based on MWFRS
Code / Misc Criteria
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 2.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.616
H Big Width = 8.0 Min Req = 2.0
TPI Std: 2014
Max BC CSI: 0.982
Bearings B & H are a rigid surface.
Rep Fac: Yes
Max Web CSI: 0.527
Bearings B & H require a seat plate.
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
WAVE
VIEW Ver: 18.02.01A.0205.19
B - C 1488 - 3151 E - F 1102 - 2027
C - D 1387 - 2871 F - G 1387 - 2872
D - E 1102 - 2027 G - H 1488 - 3153
07/29/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Alpine, a division of ITV
truss in conformance w
listing this drawingg in
and use of this drav
For more information see this
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2756 -1187 K - J 2276 - 889
L - K 2276 - 863 J - H 2757 -1187
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 539 - 206 K - F 485 - 745
D - K 485 - 744 F - J 540 - 206
E - K 1361 - 646
ing Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
iI�I PI 1, or for handling shipping, installation and bracing of,trussesA seat on this drawing or cover pa e ,
s acceptance of proTesstonaf engineering responstbility solely for the design shown. The suit9ablltty
r any structure is he responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
feral notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.o% SDCA: www.sbcindustry.com; ICC: www.iccsaf
ALPINE
m mCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101705 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1VJXd89750080 T25 /
FROM: RWM Qty: 1 , A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1245.46467
Truss Label: A1A KD / WHK 07/29/2020
T
1�
T11"2 1 13' 1T1"12 19'10" 23'8" 31'8"14 39'8"
7'11"2 T 5'0"14 4'1"12 2'8"41 i 3'10" -i- 8'0"14 T11"2 -I
=5X5
F
39'8"
F1' 8'19 4'10"7 111"141'11"14 6"" 8'0"11 T11"5 1�
8'1"9 13' 14'1 1417' 23'8" 31'8"11 39'8"
L4
'0"2
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00 D
Des d::
Mean Height: 15.00 ft
.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N :T1 2x4 SP #1:
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3 :W6, W8, W9, W11 2x4 SP #2 N
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
" BC TO BE REMOVED IN FIELD AFTER TRUSS
INSTALLATION IN AREA SHOWN.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE, HS
0
Defl/CS1 Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.304 P 999 240
VERT(CL): 0.568 P 831 240
HORZ(LL): 0.131 K - -
HORZ(TL): 0.244 K
Creep Factor: 2.0
Max TC CSI: 0.790
Max BC CSI: 0.979
Max Web CSI: 0.988
VIEW Ver: 18.02.01A.0205.19
g�,�ma®4om,
r
COA #
07/29/2020
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /961 /308 /445
1 1556 /- /- /961 /308 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.2
1 Brg Width = 8.0 Min Req = 2.2
Bearings B & I are a rigid surface.
Bearings B' & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1431 - 2748 F - G 1352 - 2068
C - D 1829 - 3524 G - H 1201 - 2104
D - E 1428 - 2553 H - 1 1445 - 2776
E - F 1514 - 2530
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2376 -1108 ' L - K 2402 -1133
Q - M 3085 -1311 K - 1 2405 -1134
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - S
512 - 993
M - F
1687
- 881
C - Q
771 -228
M - L
1746
- 618
S - Q
2594 -1210
F - L
520
- 425
Q - D
1079 - 502
L - H
458
- 686
D - M
646 -1221
**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 propperly
attached rigid ceilin Locations shown forpermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 910, 1111611111,
as applicable. App�y plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Build inc� Components Group Inc. shall not be responsible for any deviation from this drawing,anv failure to build the AN mvcon+vnrn
truss in conformance with ANSI 1, or for handlin shipping, installation and bracing of,trussesA seal on this drawing or cover paqe, , 6750 Forum Drive
listing this drawingq indicates acceptance of ro) essionar engineering responsibility solely for the design shown. The s fflabllity
and use of this 1-awing for any structure is the responsibility of the Building Designer per ANSIlTPI 1 Sec.2. Suite 305
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.icesafe.org Orlando FL, 32821.
SEQN: 101706 / HIPS Ply: 1 . Job Number: N334502 Cust: R 8975 JRef:1 WXd89750080 T9 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1245,46047
Truss Label: A2 / YK 07/29/2020
12'6"15 19' 20' 27'1"1 33'6"9 39'8" i
6'5"1 1'6�
�1
Loading Criteria (pst)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
10,
10,
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 it
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W4, W5, W6 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.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
:5X5z5X5
E F
39'8"
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.172 L 999 240
VERT(CL): 0.321 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K
Creep Factor: 2.0
Max TC CSI: 0.480
Max BC CSI: 0.856
Max Web CSI: 0.669
VIEW Ver: 18.02.01A.0205.19
'prr
ay°a®••rae
p0
q1
70%81
0
" 7
a
COA Xf �8N�
1 _1
39'8'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 !- A /964 /309 /428
1 1556 /- /- /964 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
I 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 1511 - 2800 F - G 1123 -1779
C - D 1415 - 2521 G - H 1415 - 2521
D - E 1123 -1779 H - I 1511 - 2800
E - F 1093 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1206 L - K 2030 - 941
M - L 2030 - 911 K - 1 2444 -1216
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
M - D
508 -192
L - F 548 - 381
D - L
482 - 683
L - G 482 - 683
E - L
548 - 381
G - K 508 -192
07/29/2020
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Issas require extreme care in fabricating, handlin shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building
mponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
king per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
ached ri id ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or B10,
applicable. Apply plates to each face of truss and position as shown above and on the Joinf-Details, unless noted otherwise. Refer to
wings 160A-Z for standard plate positions.
,ine, a division of ITW BuildincLQComponents Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the
as in conformance with ANSI/TPI 1, or for handliri shipping, installation and bracing of,trussesA seal on this drawing or cover pa e ,
ing this drawing,indicates acceptance of pro) esslonar engineering responsibility solely for the design shown. The s iNabllity
J use of this drawing for any structure is the responsibility of the Building Designer per'ANSI/TPI 1 Sec.2.
more information see this job's general notes page and these web sites: ALPINE: www.alpineltw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf
ALPINE
nnnwcouPAW
6750 Forum Drive
Suite 305
Odando FL, 32821
SEQN: 101707 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1VUXd89750080 T2 !
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1245.46311
Truss Label: A3 / YK 07/29/2020
Loading Criteria (psf),
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
61"7 12'11"15 19'10" 246" '4" 33'6"9 39'8"
6'17 6'10"8 6'10"1 4'9'2"9 6'17
=5X5
E
133
1114X4
20'8" i5'8" i13'4" —�
�,1 10'0 1'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1 :B3, B4 2x4 SP #2 N:
Webs 2x4 SP #3 :W3, W4, W5, W7 2x4 SP #2 N:
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
WARNING! This truss is not symmetric, but its exterior
geometry makes erection error more probable.
It is imperative that this truss be installed properly.
9110" 4'6" 5'4" 10, 1'
19,10" 24'4" {- 29'6" 39'6" '{-
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.042 M 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 871 /- /- /627 /188 /445
Lu: NA Cs: NA
VERT(CL): 0.082 M 999 240
Snow Duration: NA
HORZ(LL): 0.013 J - -
N* 323 /- /- /150 /67 /-
HORZ(TL): 0.024 C
H 508 /- /- /445 /164 /-
Code / Misc Criteria
Creep Factor: 2.0
Wind reactions based on MWFRS
Bldg Code: FBC 2017 RES
Max TC CSI: 0.968
B Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.797
N Brg Width = 68.0 Min Req = -
Rep Fac: Yes
Max Web CSI: 0.550
H Brg Width = 8.0 Min Req = 1.5
Bearings B, N. & H are a rigid surface.
FT/RT:20(0)/10(0)
Bearings B & H require a seat plate.
Plate Type(s):
Members not listed have forces less than 375#
VIEW Ver: 18.02.01A.0205.19
WAVE
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 636 -1330 G - H 255 - 579
C - D 532 -1037
H.
E t
• * s
s'DOB I
as 7w`
e°
°r
COA `�����* ea✓s
07/29/2020
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - M 1138 - 554 K - J 847 - 668
M - L 743 ' - 371 J - H 484 -153
L - K 861 - 695
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 558 - 225 K - F 861 -1602
D - L 512 - 723 F - J 573 - 306
L - F 785 -304 J- G 408 -484
**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 sheathinq 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 oftruss and position as shown above and on the Joint -Details, unless noted otherwise. Refer to'
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSIII PI 1, or for handlin shipping, installation and bracing of•trussesA seal on this drawing or cover pa
�e .
listing this drawing indicates acceptance of pro esslonar engmeerina responsibility solely for the design shown. The sui ability
and use of this Qnawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
ALP NI E
ANMCOMPAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101708 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1VUXd89750080 T8 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CAL114EBB ELEV.D/F DrwNo: 211.20.1245.46264
Truss Label: A4 / YK 07/29/2020
7'10"14 17'"2 i 22'8"
7'10"14 f 9'1 518"
�1' + 10,
10,
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #1
Webs 2x4 SP #2 N :W1, W6 2x4 SP #3:
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
•I truss ih
- M
:5X5 =5X5
D E
39'8"
9.101,
29'8"
31'9"2 39'8"
9-1 "2 + 7'10"14
10,
39-8"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf. NA Ce: NA
VERT(LL): 0.149 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.279 J 999 240
B 1552 /- /- /965 /318 /387
Snow Duration: NA'
HORZ(LL): 0.060 1 - -
G 1552 /- /- /965 /318 /-
HORZ(TL): 0.112 1
Wind reactions based on MWFRS
Code / Misc Criteria
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Bldg Code: FBC 2017 RES
Max TC CSI: 0.760
G Brg Width = 8.0 Min Req = 1.8
TPI Std: 2014
Max BC CSI: 0.863
Bearings B & G are a rigid surface.
Rep Fac: Yes
Max Web CSI: 0.629
Bearings B & G require a seat plate.
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
WAVE
VIEW Ver: 18.02.01A.0205.19
B - C 1532 - 2755 -- E - F 1559 - 2561
C - D 1559 - 2561 F - G 1532 - 2755
D - E 1205 -1728
tip. • -- F;fr
'`✓�
M
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1221 J - 1 1695 - 768
K - J 1695 - 738 1 - G 2393 -1250
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - K
404 -448
J - E
389 -234
K - D
770 -462
E - I
770 -462
D - J
388 - 234
I - F
403 - 448
OF
07/29/2020
"WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT*' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporaryBCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
)IVIdceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
Apply plates to each face ofptruss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to
a division of ITW Buildin Component:conformance with ANSI/TPI 1, or for t
this drawingq indicates acceptance
e of this drawing for any structure
his drawing,any failure to build the
on this drawing or cover pa e
ie design shown. The suit9abdlty
ALPINE
AvmvcoMvuav I
6750 Forum Drive J
Suite 305
Orlando FL, 32821
ALPINE: www.alpineitw.com; TPI: www.tpinst.org• SBCA
SEQN: 101607/ COMN Ply: 1 Job Number: N334502 Cust: R8975 JRef:1VIM119750080 T11 /
FROM: RDP Qiy: 1 , A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1245.46109
Truss Label: ASGE / YK 07/29/2020
Loading Criteria (pst)
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 "
�1211'°15. py� 11'4
2315 '4
N6'1'7 19'10" 21.1 " 23'1 26 32'8"
7 3'8"9 r1�" 6'10'1 2' 2' 2'0"1 6'8°
=-5x8
K
A
21' i6 i 13'8' �
10' 21' 26' 29'8° 32'8" 39'8'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N :B1 2x4 SP #1:
Webs 2x4 SP #3 :W7, W14, W15, W16 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.
Special Loads
---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to 56 plf at 10.67
TC: From 96 plf at 10.67 to 96 plf at 32.67
TC: From 56 plf at 32.67 to 56 plf at 40.67
BC: From 20 plf at 0.00 to 20 plf at 39.67
BC: 128 lb Conc. Load at 23.21,23.79
PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98)
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
21'11°12
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
-( 13712 -1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.115 AE 999 24
VERT(CL): 0.228 AE 999 24
HORZ(LL): 0.049 1
HORZ(TL): 0.097 1
Creep Factor: 2.0
Max TC CSI: 0.870
Max BC CSI: 0.902
Max Web CSI: 0.970
VIEW Ver: 18.02.01A.0205.19
Additional Notes
Refer to General Notes for additional information
gsmaoao,,
r
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 768 /- /-
/510 /331 /445
AB 2344 /- /-
/923 /1010 /-
Z 1089 P /-
/506 /358 P
T 516 P /-
/407 /224 P
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
AB Brg Width = 8.0
Min Req = 3.3
Z Brg Width = 8.0
Min Req = 1.5
T Brg Width = 8.0
Min Req = 1.5
Bearings B, AB, Z. & T
are a rigid surface.
Bearings B, AB, Z, & T
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 476 -1085
I - J 395 - 201
C - D 373 - 809
J - K 395 - 206
D - E 413 - 753
K - L 551 - 272
E - F 427 - 751
L - M 613 - 304
F - G 417 - 669
M - N 511 - 252
H - 1 377 -189
S - T 254 - 600
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B -AH
918 -486
AD -AC
528
-304
AH-AG
528 -304
AC -AB
404
-327
AG-AF
528 - 304
X - W
483
-157
AF-AE
528 - 304
W - V
483
-157
AE-AD
528 - 304
V - T
483
-157
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
AH-AI
519 -280
AB -AR
283
-523
AI-AJ
557 -300
AR -AS
380
-561
AJ- G
515 - 283
A W- Z
277
- 756
G -AL
492 -941
AW- N
241
-683
AL -AN
474 -922
N-AX
678
-347
AN -AP
494 - 960
AX- X
687
- 342
AP -AC
518 - 995
X -AZ
291
- 477
AC- K
794 -491
AZ -BB
277
-470
K -AB
570 -1384
BB- S
305
-454
**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 rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face oftrussand position as shown above and on the Join�Details, unless noted otherwise. kefer to'
drawings 160A-Z for standard plate positions.
Alpine. a division of ITW Buildino Components Group Inc. shall not be resnonsihle for anv deviation from this drawing any failure to build the
on this drawing or cover pa e
ie design shown. The sui Qabillty
TPI 1 Sec.2.
CA: www.sbcindustry.com; ICC: www.iccsat
ALPINE
aamvcoMPAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
d use of this drawing for any structure is the re;
more information see this job's general notes page and these web
SEQN: 101710 / HIPS
Ply: 1
Job Number: N334502
Cust: R 8975 JRef:1 WXd89750080 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 211.20.1245.46155
Truss Label: A6
/ YK 07/29/2020
7'10"14 15' 24'8" 31'9"2
39'8"
7' 1014 7-1 "2 9'8" 7'1 "2
7' 10" 14
E�E6X(3 ; 6X6
D T3 E
12
6 �5(,X5
\5F5
c�
o_
W -Co
W1
B
A
G
H
4X6(A2) =SXS =SXS =5X5 = 4X6(A2)
39'8"
i 10' 9'10" 9.10"
10,
10' 19,10" T 29'8"
+1'�
} 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DeflICSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240
B 1552 /- /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - -
G 1552 /- /- /962 /328 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.115 I - -
Mean Height: 15.00 ft
Wind reactions based on MWFRS
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0
TCDL: 4.0 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.913
G Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.867
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
" Re Fac: Yes Max Web CSI: 0.572
P Spacing: 24.0 C&C Dist a: 3.97 ft
Members not listed have forces less than 375#
0 /10 0
Loc. from endwall: not in 9.00 ft FT/RT:20 () ()
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19
Lumber
B - C 1547 - 2729 E - F 1568 - 2537
C - D 1568 - 2538 F - G 1547 - 2729
Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE:
D - E 1287 -1910
Bot chord 2x4 SP #1
Webs 2x4 SP #2 N :W1, W6 2x4 SP #3:
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. 'Comp.
Wind loads based on MWFRS with additional C&C
B - K 2363 -1228 J - 1 1847 - 899
member design.
K - J 1847 -870 I - G 2363 -1257
Additional Notes
Refer to General Notes for additional information
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
K - D 628 - 363 E - 1 628 - 363
..,..alq$1101{PPP{!$P{PPIP J!
It 6!
o �
p ' m
C � �
9 Y-1 9 V eg j4w. ,g0
O�aA®°'•rau
� �®egg ��``
4uIV
COA
07/29/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI
and SBCA) 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 propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise.
drawings 160A-Z for standard plate positions.
, Refer to ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure
in
to build the pry WCOMDANY
truss conformance with ANSV PI 1, or for handling, shippinq, installation and bracing of trussesA seal on this drawing or cover pa e , . 6750 Forum Drive
listing this drawingg indicates acceptance of ro-fessionarr engineering responsibility solely for the design shown. The suit9abllity
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 this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org_SBCA: www.sbcindustFy.com; ICC: www.icrsafe.org Orlando FL, 32821
SEQN: 101711 ! HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXd89750080 T6 !
FROM: RWM Qiy: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1245.46280
Truss Label: A8 / YK 07/29/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
6'9"4
6'9"4
13 19' 10" 26'8"
6'2"12 6'10" 6'10"
5X5 1112X4 = 5X5
D E F
39'8"
9,10" 9'10"
10' 19,10" 29'8"
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N)
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defi/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.191 E 999 240
VERT(CL): 0.357 E 999 240
HORZ(LL): 0.065 J - -
HORZ(TL): 0.121 J
Creep Factor: 2.0
Max TC CSI: 0.502
Max BC CSI: 0.864
Max Web CSI: 0.431
VIEW Ver: 18.02.01A.0205.19
i
� l
-910N AL
`Ntosim heal
07/29/2020
32'10"12 39'8"
6'2"12 6'9"4
10' 1
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- A /953 /716 /305
H 1556 !- A /953 f716 /-
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 1617 - 2780 E - F 1504 - 2289
C - D 1545 - 2523 F - G 1544 - 2523
D - E 1504 - 2289 G - H 1616 - 2780
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2421 -1306 K - J 1982 -1003
L - K 1982 - 973 J - H 2421 -1335
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 535 - 255 K - F 425 - 251
D - K 425 - 251 F - J 535 - 255
E - K 306 - 391
**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 sheathingg and bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracln insTailed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise., kefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the o
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pa e, , 6750 Forum Drive
listing this drawing indicates acceptance of pro7essionar engineering responsibility solely for the design shown. The suit9ability
and use of this c�Fawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see this job's general notes page and these web sites: ALPINE:_www.alpinei,w.com; TPI: www.tpinst.org; SBCA: www.sbcindust .corn; ICC: www.iccsafe.org Onando FL, 32821
SEQN:101712! HIPS
Ply: 1
Job Number: N334502
Cust:R8975 JRef:1WXd89750080T5 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,RH01 ! 1828/CALI/4EBB ELEV.D/F
DrwNo: 211.20.1245.46405
Truss Label: A10
KID / WHK 07/29/2020
5'9"4 11' 19'
33'10"12 39'B"
5'9"4 5'2'12 8' 9'8"
5'2"12 5'94
5X5 = 5X5 5X5
D T2 E T3 F
12
6 � � 2X4
T W
� 2X4
rr C
G
rn W3
0
m
B
1 A
H
�
a^s
1 8 81,
4X6(A2) -5X5 =5X8 =5X5=4X6(A2)
39'8"
10' 9110.. 9.10"
10,
10' 19110.. 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240
B 1556 /- /- /940 /718 /264
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.068 J - -
H 1556 /- /- /940 /718 /-
XP: C Kzt: NA E
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.127 J - -
Wind reactions based on MWFRS
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.628
H Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.864
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.975
Members not listed have forces less than 375#
Loc. from FT/RT:20 0 /10 0
not in 9.00 ft () ()
Maximum Top Chord Forces Per Ply (Ibs)
pi: 0.1l:
Gatio 0.1. Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19
Lumber
B - C 1669 -2804 E - F 1722 -2695
C - D 1547 - 2533 F - G 1552 - 2539
Top chord 2x4 SP #2 N :T2 2x4 SP #1:
D - E 1785 -2775 G - H 1663 -2797
:T3 2x4 SP 2400f-2.0E:
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Maximum Bot Chord Forces Per PI )
y (Ibs
Chords Tens.Comp. Chords Tens. Comp.
Wind
Wind loads based on MWFRS with additional C&C
133
B - L 2146 -1090 K - J 2440 -1384
L - K 2146 -1090 J - H 2440 -1384
member design.
Additional Notes
Maximum Web Forces Per Ply (Ibs)
Refer to General Notes for additional information
Webs Tens.Comp. Webs Tens. Comp.
L - D 470 -163 K - F 628 - 373
D - K 743 - 465 F - J 466 -151
E - K 421 - 538
}$tl�fitft i3tdtd519/�
4 a f
ss
0 Q. 08 $ g
p s
a
t �
• P w
9
/qT 0 e �y
Fr st
07/2M 020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of
Component Safety Information, by TPI and SBCA) for to
BCSI (Building
safety practices prior 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 propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oftrussand position as shown above and on the Joinf9Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure
truss in ANSI
to build the �� �MPAN
conformance with 1, or for handl% shippinq, installation and bracing of.trussesA seal on this drawing or
listing this drawing indicates acceptance of proiesslonar engineering responsibility solely for the design shown.
and use of this drawing for any structure is the responsibility of the Building Designer ANSI[TPI 1 Sec.2.
cover pa e , , 675o Forum Drive
The su.Pablllty -
Suite 305
per
For more information see this jobs general notes page and these web sites: ALPINE: www.alpine;tw.com: TPI: www.tpinst.org; SBCA: www_sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821
SEQN; 101713 / HIPS
Ply: 1
Job Number: N334502
Cust: R 8975 JRef:1 WXd89750080 T4 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 211.20.1245.46015
Truss Label: Al2
/ YK 07/29/2020
9' 17' 22'8" 30'8"
39'V.
91 8' i" 5 8„ "�" 8'
9,
=5C5 =5XD5 =4E4
=5F5
T2 T3
,2
6
T
o (a) W (a)
d W5
1 B
G n
A
4X6(A2) = 6X6 =_ 6X6 = 6X6 = 4X6(A2)
39'8"
10' 9'10" 9110..
10,
�1'
10' 19,10" 29'8"
+1'�
39'8"
Loading Criteria (psg Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL):. 0.251 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240
B 1556 /- /- /921 /720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 I - -
G 1556 /- /- /921 /720 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.150 I - -
Wind reactions based on MWFRS
Mean Height: 15.00 ft
g
TCDL: ei ht:
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 p sf Bldg Code: FBC 2017 RES Max TC CSI: 0.939
G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.897
MWFRS Parallel Dist: h/2 to h
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19
Lumber
B - C 1595 -2705 E - F 1607 - 2478
C - D 1608 - 2478 F - G 1595 - 2704
Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N:
D - E 2001 -3233
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint
B - K 2330 -1246 J - 1 3176 -1733
to be equally spaced. Attach with (2) 8d Box or Gun
K - J 3174 -1732 1 - G 2329 -1275
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)
C - K 718 -313 E - I 529 -834
scabs for (2) CLR'S where shown. Scab
K - D 527 -832 1 - F 718 - 314
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun ttt`tQllp7ikrlr
nails @ 6" oc. • ltrppp
Wind v ,ppf/r
•��aaaeaa°p®®
Wind loads based MWFRS C&C
•'•,
on with additional 1pr' (jEC+•�
member design. �� +, o.
e
�s.�«a•
Additional Notes $ ® Q
Refer to General Notes for additional information °
° v
i19
A �' �fir�
e,°
� v o•
COA ON
W11111 11
07/29/20 !0
—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 n id ceiling Locations shown for_permanentlateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plater to each face o truss and position as shown above and on the Join Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing,anv failure to build the ,,�1 �,�,V,,.
truss in conformance with ANSI/ -PI 1, or for handling, shipping, installation bracing this drawing
and of,trussesA seal on
listing this drawing indicates acceptance of pro) essionar engineering responsibility solely for the design shown.
this
or cover pa e, , 6750 Forum Drive
The suit9ability
Suite
and use of drawing for any structure is the responsibility of the Building Designer per ANSI/TPl 1 Sec.2.
305
For more information see this job's general notes page and these web sites: ALPINE: www.al ineltw.com; TPI: www.t inst.or ; Sr7CA_www.sbcindustry.com;
ICC: www.iccsafe.org Orlando FL, 321321
SEQN: 101725/ HIPS
Ply: 1
Job Number: N334502
ust: R8975 JRef:1VJXd89750080 T31 /
FROM: LPM
Qty: 1
7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F
rwN, : 211.20.1245.46404
[KD
Truss Label: A14G
/ WHK 07/29/2020
13' 19' 28'4"
39'8"
9-4"
4�4„ 7,
1116X6 =4X4 =H1014
�6X6
12 C D T2 E T3 F
T4 G
T 6�
T
(a)Z(a)
N
o 1.
c
i�
B
A
'
H V
M
5X5(A2) -H0510 =4X4 =6X8 1115X5K
B3 -4X6 =3X6(A1) 1
28'4" i11'4"
1010"4 5'1"12 4'4"
4'4" 7' 11�
8' 18'10"4 24' 28'4"
32'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TOLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Ft. NA Ce: NA VERT(LL): 0.179 D 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240
B 1922 /_ /_ /_ /884 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - -
K 4268 /- /- /- /1911 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.091 L - -
H 80 /- /- /- /60
Mean Height: 15.00 it/-
g
ei ht: Code / Misc Criteria Creep Factor: 2.0
NCBCLL: 0.00
Wind reactions based on MWFRS
TCDL:
Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 2017 RES Max TC CSI: 0.846
p
B Brg Width = 8.0 Min Req = 1.6
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.844
K Brg Width = 8.0 Min Req = 5.9
H Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819
Bearings B, K, & H are a rigid surface.
Loc. from endwall: NA FT/RT:20(0)/10(0)
Bearings B, K, & H require a seat plate.
GCpi: 0.18 Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE, HS VIEW Ver: 18.02.01A.0205.19
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord 2x4 SP #2 N :T2, T3 2x6 SP #2 N:
B - C 1596 -3565 E - F 169 -505
'T4 2x6 SP SS:
C - D 1465 - 3467 F - G 400 -180
Bot chord 2x4 SP 2400f-2.0E :133 2x4 SP #2 N:
D - E 1332 -3056 G - H 538 -269
Webs 2x4 SP #3 :W6 2x4 SP #2 N:
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint
Chords Tens.Comp. Chords Tens. Comp.
to be equally spaced. Attach with (2) 8d Box or Gun
B - N 3126 -1377 L - K 786 -1874
nails(0.113"x2.5",min.). Restraint material to be
N - M 3815 -1821 K - J 786 -1874
supplied and attached at both ends to a suitable
support by erection contractor.
M - L 2986 -1327 J - H 179 - 399
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
Maximum Web Forces Per Ply (Ibs)
scabs for (2) CLR'S where shown. Scab
Webs Tens.Comp. Webs Tens. Comp.
reinforcement to be same size, species, grade, and t3tstseunrcrfrrpr
80% length of web member. Attach with 0.128x3" gun rgr,
nails @ 6" oc. f.pf*a,.
C - N 1089 -274 L - F 3047 -1224
N - D 440 -430 F - K 2007 -4053
Loadin •Q1°°4tl®o�(r�•rt`ry
p•
g J'
D-M 568 -883 F-J 1889 -778
M - E 834 67 G - J 344 528
"; s
E - L 1423 - 3051
#1 hip supports 7-0-0 jacks with no webs.o•D
Wind z �•® 0.7,08 4
Wind loads and reactions based on MWFRS. a
a •
Additional Notes
Refer to General Notes for additional information 0
WARNING! This truss is not symmetric, but its exterior '► �y®
�•
geometry makes erection error more probable. 1� + ,`
It is imperative that this truss be installed properly. ®'••..,,, ®•��gi°g1 ,�
NAL
0irasenlooso, ti
COA
(7/29/2020
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, r
by TPI andSBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted attherwise,top chord shall have attached structural sheathing and bottom chord shall have a
properly propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise.
f�efer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Buildip/$cLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the mnWC01M A,,,.
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or
listing this drawing indicates acceptance of pro essrona engineering responslbihty solely for the desi n shown.
and use of this drawing for any structure is the responsibility of the Building DesigrrfSer per ANSIITPI 1 Sec.2.
cover pa e, . 6750 Forum Drive
The suit9abrlity Suite 305
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.org_SOCA: www.sbcindustry.com;
ICC: www.iccsafe.org_ Orlando FL, 32821
SEQN: 101715 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXd89750080 T20 /
FROM: RWM city: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1245.46498
Truss Label: B1 KD / WHK 07/29/2020
57'4
5'7"4
P
m
rn
4'3 ,
8'
8'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Ia
li
a
Fc
10.8"
5'0"12
=4X4
D
21'4"
15'8"12 21'4"
5'0"12 57"4
5'4" 8'
13'4" 21,4" '7
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.047 H 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 864 /- /- /529 /397 /229
Lu: NA Cs: NA
VERT(CL): 0.088 H 999 240
Snow Duration: NA
HORZ(LL): 0.020 G - -
F 805 /- /- /396 /360 /-
HORZ(TL): 0.037 G
Creep Factor: 2.0
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
Code / Misc Criteria
Bldg Code: FBC 2017 RES
Max TC CSI: 0.433
F Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.617
Bearings B & F are a rigid surface.
Rep Fac: Yes
Max Web CSI: 0.260
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 18.02.01A.0205.19
B - C 1226 -1344 D - E 1201 -1152
WAVE
C - D 1152 -1146 E - F 1286 -1351
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1152 - 995 G - F 1161 - 996
H - G 795 - 554
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 428 - 284 D - G 394 - 374
H - D 383 - 355 G - E 433 - 289
0.7,08 1 '
m �
m s
07/29/2020
."WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
isses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
mponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
icing r�er BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly
acheU rigqid ceilin Locations shown for permanent lateral restraint of webs shall have bracin insgalled per BCSI sections B3, B7 or 910,
applicable. App�y plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. f7efer to ALPINE
(wings 160A-Z for standard plate positions.
line, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANffWCOWA ,.
ss In conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , . 6750 Forum Drive
ling this drawingg indicates acceptance of ro essiona engineering responsibility solely for the design shown. The suit9ability
d use of this r7rawing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. Suite 305
more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com' TPI: wwJpinsl.org_ SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32821
sr.
SEQN: 101716 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXd89750080 T3 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1245.46484
Truss Label: B2GE KD / WHK 07/29/2020
10,8" 21'4"
10,8" 10-8" i
(TYP) =04
Loading Criteria (psD
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs. 2x4 SP #3
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
See DWGS Al6015ENC101014 & GBLLETIN0118 for
gable wind bracing and other requirements.
=OAa
21'4"
21'4"
21'4"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.004 R 999 240
Loc R+ / R- / Rh / RW / U / RL
Lu: NA Cs: NA
VERT(CL): 0.007 R 999 240
B 245 /- /- /137 /106 /244
Snow Duration: NA
HORZ(LL): 0.005 L - -
J* 72 /- /- /35 /33 /-
HORZ(TL): 0.005 L
Wind reactions based on MWFRS
Code / Misc Criteria
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Bldg Code: FBC 2017 RES
Max TC CSI: 0.228
J Brg Width = 248 Min Req = -
TPI Sid: 2014
Max BC CSI: 0.176
Bearings B & B are a rigid surface.
Rep Fac: Yes
Max Web CSI: 0.086
Bearings B & B require a seat plate.
Members not listed have forces less than 375#
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 18.02.01A.0205.19
44,
\�'" l �1 9•d«hoe®«gQ1y1
o.7Q8 I
P►T 0
@}i1
07/29/2020
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing insalled per BCSI sections B3, B7 or 910
as applicab�ie. 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.
Alpine, a division of ITW Buildino Components Grouo Inc. shall not be responsible for anv deviation from this drawing any failure to build the
• truss in con
listing this
and use o
For more inforr
,t rt 1, or tor r
acceptance
any structure
\ seal on this drawing or cover pa e
Aorthede ignshown. The suigability
NSI/TP
ALPINE
ANITWCnmPAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101717 / COMNI Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1VVXd89750080 T19 1
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1245.46016
Truss Label: Cl / YK 07/29/2020
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00 D
Des d::
EXP: C Kzt: NA
Mean Height: 15.00 ft
.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
a
7'
7'
1114C6
14'
7'
7'
7'
14'
Snow Criteria (Pg,Pf in PSF)
•Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Pt. NA Ce: NA
VERT(LL): 0.014 E 999 240
Lu: NA Cs: NA
VERT(CL): 0.025 E 999 240
Snow Duration: NA
HORZ(LL): 0.009 E - -
HORZ(TL): 0.013 E
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.761
TPI Sid: 2014
Max BC CSI: 0.542
Rep Fac: Yes
Max Web CSI: 0.119
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 18.02.01A.0205.19
07/29/2020
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 588 A A /371 /272 /158
D 527 A /- /304 /234 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 777 - 740 C - D 809 - 739
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - E 598 - 536 E - D 598 - 536
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an fabricating,
for sa shipping,
practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
)jid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
ile. Apply plates to each face ofPtruss and position as shown above and on the Join Details, unless noted otherwise. Refer to
60A-Z for standard plate positions.
respons
more information see this
his drawing,anV failure to build the
on this drawi vg or cover pa e
ie design shown. The suit9ability
ALPINE
MMCOMPAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101718 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXd89750080 T7 /
FROM: RWM Qty: 1 , A51320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DnwNo: 211.20.1245.46483
Truss Label: C2GE KD / WHK 07/29/2020
.Loading Criteria (pst)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
See DWGS Al 6015ENC101 014 & GBLLETIN0118 for
gable wind bracing and other requirements.
2' ----i
(TYP)
=4X4
D
14'
14'
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA -
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
14'
7'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.005 J 999 240
VERT(CL): 0.008 J 999 240
HORZ(LL): 0.004 H - -
HORZ(TL): 0.006 J
Creep Factor: 2.0
Max TC CSI: 0.277
Max BC CSI: 0.196
Max Web CSI: 0.137
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 68 /- /- /38 /30 /13
F 268 /- /- /205 1134 /-
Wind reactions based on MWFRS
B Brg Width = 159 Min Req = -
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J. 461 -238 H - E 461. -238
**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 sheathingand bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg insalled per BCS! sections B3, B7 or 610,
as applicable. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. F7efer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildinggComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the MN COMVAW
truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , , 675D Forum Drive
listing this drawin indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suit9ablllty
and use of this r7�awing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. Suite 305
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org_ Orlando FL, 32821
SEQN: 101723/ EJAC Ply: 1 Job Number: N334502 Cust: R8975 JRef:lWXd89750080 T15 /
FROM: HMT Qty: 14 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1245.46218
Truss Label: EJ7 / YK 07/29/2020
.Loading.Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
T3
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
a
7'
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
WAVE
C
Defi/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.017 D
HORZ(TL): 0.031 D
Creep Factor: 2.0
Max TC CSI: 0.713
Max BC CSI: 0.527
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
127 11
M
O M
8-8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /- /259 /117 /173
D 127 /- /- /101 /20 /-
C 171 /- /- /91 /133 /-
Wind reactions based on MWFRS
B Brg Width = 80 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an fabricating,
for safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
�Id ceilingp Locations shown for ermanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, 67 or B10,
e._ AppTy plates to each face. ofptruss and position as shown above and on the Join�Details, unless noted otherwise. Defer to
of ITW BuildiphcLComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the
nce with ANSI/TPI 1, or for handling, shippinq, installation and bracing oftrussesA seal on this drawing or cover page
ng, indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability
rawing for any structure is he responsibility of the uilding Designer per ANSI/TPI 1 Sec.2.
ree this iob's general notes Dage and these web sites: ALPINE: www.alDineitw.com: TPI: www.toinst.ora: SBCA: www.sbcindustrv.com: ICC: www.iccsaf
AL NE
AN ITW COMPAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
e
SEQN:101729/ JACK I Ply: 1 Job Number: N334502 Cust:R8975 JRef: 1 WXd89750080 T23 /
FROM: RWM Qty: 2 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1245.46249
Truss Label: EJ2 / YK 07/29/2020
12
C
6 T 9r8n4
B � Lo
4' 3 $rsn
'3 A
D
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C 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: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
2X4 (A 1)
Snow Criteria (P9,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(CL): NA
Snow Duration: NA
HORZ(LL): 0.000 D
HORZ(TL): 0.001 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.114
TPI Std: 2014
Max BC CSI: 0.029
Rep Fac: Yes
Max Web CSI: 0.000
FT/RT:20(0)/l 0(0)
Plate Type(s):
VIEW Ver: 18.02.01A.0205.19
WAVE
d V_
• p. 7,081 i
:p AT
e
®*S®•qA AfI M�Pi�gA `iL�
COAf�ON lbw A
07/29/2020
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 157 /- /- /144 /58 /49
D 32 /- /- /29 /5 /-
C 34 /- /- /12 /17 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Reg = 1.5
D Brg Width = 1.5 Min Reg = -
C Brg Width = 1.5 Min Reg = -
Bearing B is a rigid surface.
Bearings B, D, & C 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
quire extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an fabricating,
for safety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
aid ceiling.Locations shown forfpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
Ste._ AppTplates to. each face. o truss and position as shown above and on the Joint- Details, unless noted otherwise. Refer to'
Alpine, a division of
truss in conformanc
listing this drawim
and use of this i
For more information see
i vi r, or tor r
acceptance
any structure
any deviation from this drawing,an failure to build the
ig oftrussesA seal on this drawl g or cover pa e
sibility solely for the design shown. The suit9ability
)esigner per ANSI/TPI 1 Sec.2.
TPI: www.!2inst.org: SBCA: www.sbcindustry_com; ICC: www.iccsaf
ALPINE
M nWCOUPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101719 / JACK Ply: 1 Job Number: N334502 Cust: R8975 JRef:1WXd89750080 T18
FROM: Qty. 4 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1245.46031
Truss Label: CJ5 KD / YK 07/29/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7:00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
C
11'2"5
12
6
M
9
N (h
c'7
B
A 8'8"
D
1 + 4' 11 "4
4' 11 "4
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg.Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(CL): NA
Snow Duration: NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.411
TPI Std: 2014
Max BC CSI: 0.254
Rep Fac: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 18.02.01A.0205.19
WAVE
0
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /-
/207 /95 /128
D 89 /- /-
/68 /13 /-
C 118 /- /-
/61 /92 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
° V °
.� •�®®' gym f*
f
COA a h.97E
#� e �aasa'�s«a�
07/29/2020
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly
aid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
le. AppTgy plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. Refer to
60A-Z for standard plate positions.
Alpine, a division of ITW Buildin Comf
truss in conformance with ANSI 1,
listing this drawing indicates accep
and use of this drawing for any str
For more information see this job's general notes
this drawing,any failure to build the
on this drawing or cover page,
he design shown. The su)Tabdlty
ALPINE
AN ff W COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101720 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef: 1 WXd89750080 T21 /
FROM: Qty: 4 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1245.46108
Truss Label: CJ3 / YK 07/29/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
1'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: W
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
co
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.001 b
Creep Factor: 2.0
Max TC CSI: 0.206
Max BC CSI: 0.115
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
07/29/2020
10'2"5
M
04
81811
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 185 /- /- /160 /75 /84
D 50 !- /- /41 /6 /-
C 63 /- /- /29 /50 /-
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.
Members not listed have forces less than 375#
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a pro pperly
1rd ceiling. Locations shown for ermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 610,
le. Applgy plates to each face ofptruss and position as shown above and on the Joni Details, unless noted otherwise. f�efer to
60A-Z for standard plate positions.
a division of
•
rl HI 1,- or for handling, shipping, installatidr
acceptance of pro esslona engineerii
any structure is the responsibility of the
,ral notes page and -these web sites: ALPINE: www.a
his drawing,an failure to build the
on this drawiXg or cover page
redesign shown. The suitability
ALPINE
,wrtwcoMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101721 / JACK Ply: 1 Job Number: N334502 Cust: R8975 JRef.,1WXd89750080 T22 /
FROM: Qty: 4 7A51320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1245.46186
Truss Label: CA / YK 07/29/2020
12
6 C
0
Loading. Criteria (psf)
Wind Criteria.
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
_F T /+-, 9'2"5
co
� 8rQn
1
X4(A1)
1' �a 11114
11114
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(CL): NA
Snow Duration: NA
HORZ(LL):-0.000 D
HORZ(TL): 0.000 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.196
TPI Std: 2014
Max BC CSI: 0.025
Rep Fac: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- !- /148 /79 /41
D 11 /-2 /- /18 /12 /-
C - /-15 /- /27 /32 /-
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.
Members not listed have forces less than 375#
COAgMWUMAt-
07/29/2020
—WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910,
as applicab-le. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components GrouD Inc. shall not be responsible for anv deviation from this drawing an failure to build the
ss In contormance with ANsln Pi 1, or for handling, f
Ling this drawing indicates acceptance of rote:
d use of this c7�awing for any structure is the re:
more information see this job's general notes page and these web
\ seal on this drawidg or cover
pa
pagqe
/prthedeecshown. The su!Tab. l.
tyAS
ALPINE
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101724 / HIP_ Ply: 1 Job Number: N334502 Cust: R 8975 JRat 1VVXd89750080 T27 /
FROM: RWM Qty: 2 7A5/320 ,182ED,F ,RH01 / 1828/CALIAEBB ELEV.D/F DrwNo: 211.20.1245.46421
Truss Label: HJ7 KD / YK 07/29/2020
5'3"5
5'3"5
9'10"1
4'6"11
0
12'2"3
12
4.24 2X4
C
v
� 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 "
1'5"
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N
Bot chord 2x4 SP 2400f-2.OE
Webs 2x4 SP #3
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Refer to General Notes for additional information
Provide (3) 16d common 0.162"x3.5", toe -nails at TC.
Provide (3) 16d common 0.162"x3.5", toe -nails at BC.
9'2"2 1 7"14
9'2"2 9'10'1
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf. NA Ce: NA
VERT(LL): 0.040 F 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 /-
Lu: NA Cs: NA
VERT(CL): 0.076 F 999 240
Snow Duration: NA
HORZ(LL): 0.010 C - -
E 364 /- /0 /- /84 /0
HORZ(TL): 0.018 C
Creep Factor: 2.0
D 214 /- /- /- /177 /-
Wind reactions based on MWFRS
Code / Misc Criteria
Bldg Code: FBC 2017 RES
Max TC CSI: 0.546
B Brg Width = 10.6 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.416
E Brg Width = 1.5 Min Req = -
Rep Fac: No
Max Web CSI: 0.260
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
FT/RT:20(0)/l0(0)
Bearing B requires a seat plate.
Plate Type(s):
Members not listed have forces less than 375#
VIEW Ver: 18.02.01A.0205.19
WAVE
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
".. -••nor
�
6 G
0. 9 QL 1
P �
.
B F
1 s
me....13
COA r( 78' OVAL H,ti
07/29/2020
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 an � 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 sheathin and bottom chord shall have a pro erly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg ins�ailed per BCSI sections B3, B7 or �10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
Oak
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANnwcoMPAW
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 675o Forum Drive
listing this drawing indicates acceptance of ro essloni engineering responsibility solely for the design shown. The suitability Suite Fos
and use of this drawing,
for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindustFy.com; ICC: www.iccsafe.org Orlando FL, 32821
Gable Stud Reinforcement Detail
ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00
Ort 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Tl- 1Pn mnh Wlnrl Snocri 1q' Men.. uctnh+ P, +i, ii., r. ir.,..,..-.._., n v-,+ - r nn
S
2x4 Brace
Gable Vertical
Spacing Species I Grade
No
Braces
(1) Ix4 'L' Brace x
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace ww
(1) 2x6 'L' Brace x
(2) 2x6 'L' Brace w
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' S'
14' 0'
14' 0'
0)
U
S P F
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
F
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Q
Standard
3' 8'
1 4' 11'
5' 3'
6' 7'
7' 1'
8111,
9' 6'
10, 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
_j
S P
#2
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
ill 8'
14' 0'
14, 0'
oj
F
Stud
3' 9'
5` 3'
5' 7'
6' ill
7' 5'
9' 2'
9' 7'
10, 11'
11' S.
14' 0'
14' 0'
d
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
e' 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 F
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10, 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
U
LI
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10, 5'
10' 10'
13' 9'
14' 0'
14' 0'
14' 0'
HlF
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, e'
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' V
10' 6'
10, I1'
13' 4'
14' 0'
14' 0'
14' D'
�J
D F L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, I1'
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'
d
S P F
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
U
H F
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'
CS
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'
c -1
D F L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
1 11' 7' 11
2' 0'
14' 0'1
14' 0' 1
14' 0'
14' 0'
Standard
4' 7'
1 6' 6
1 6' 11'
8' 8'
9' 3'
1 11' 6' 1
12' 0'
1 13' 7'
1 14' 0' 1
14' 0'
1 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
midpoint of vertical wel
L�P 9 N IF_
AN RWCOMPANY
\ \ 13723% Riverpon\ Drive
\ \ Suite\ 200
1l Maryland\ Heights,\ MO\ 63043
2x6 ➢F-L 0
2 or
better dlaganal
brace, single
or double cut
(as shown) nt
upper end.
ZoutjL
T
18' #E
L
race I
I
r
8' )K
I Lu 1
`UN 1411, Refer to chart
wwVAR1IM" READ AND FdLDV ALL NQiES DN THIS BRAVING
wwDT'+w PORTANFUMSH THIS BRAVING TO ALL aKTRACTDRS IMMUDING THE RISTALLERS.Z.
'russes require extreme care In fabricating, handling, shipping, Installing and bracing. Refer2t
.ow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fogs,
.ctices prior to perforning these functons. Installers shall provide temporary bred ng p B
ess noted otherwise, top chord shall have properly attached structural sheothing and be
a
.0 have a properly attached rigid celUng. Locations shown For permanent laterat restrain 1
.11 have bracing Installed per BCSI sections B3, B7 or BIC, as applicable. Apply plates to e
tuss nrd position as shown above and on the Joint Details, unless noted otherwise.
errto drawings 16CA-Z For standard plate positions.
!pine, a division of ITV Building Components Group Inc shall not be responsible for any devIA
r drawing, my fallure to build the truss In conformance with ANSI/TPI 1, or For handUrg, sHpl
:oltotlon a bracing of trusses.
seal on tints drawing — cover page listing this drawing, Indicates acceptance of professional
ineering respaMblUty solety far the design showy The sultabrlUty orM usr of this drawing
any strucbre Is the responsD,Elty of the Building Designer per ANSli l SecE
For note Information see this Job's general notes page and these web sites
ALPINE, www.alpineitwconi TPI, www,tpinst.orgl SBM www.sbcindustry.orgl IM wwwJccsafe.org
MI
WI4'- fi.
• e•
'h
•InawP
l!®1 ".
Bracing Group Species and Gradesi
Group AI
Spruce -Pine -Fir Hen -Fir
#1 / #2 ISt.n1ord F--.11-7 Stud
#3 1 Stud #3 IStandard
Dou las Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Standard
Group Bi
Hem -Fir
#1 & Btr
#1
Dou las Flr-Larch Southern Plnewww
#1 #1
#2 #2
Ix4 Braces shall he SRB (Stress -Rated Board).
wxFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these grades.
liable I russ Detail, Notest
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Goble end supports load from 4' 0' outtookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3.0' min) nails.
)K For Q) 'L' brace, space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones,
)K)KFor (2) 'L' braces, space nalls at 3' o.c.
In IS' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 807 of web
member length. -
Gable Vertical Plate Sizes
Vertical Length
+ Refer to common truss design for
IL peak, splice, and heel plates.
Refer to the Building Designer for conditions
not addressed by this detail.
No Slice
Less than 4' 0'
2X3
Greater than 4' 01, but
less than Il' 6'
3X4
Greater than Il' 6'
04
TOT. LD, 60 PSF
SPACING 24,0'
EF ASCE7-10-GAB16015
ATE 10/01/14
RWG A16015ENC101014
'T'
Reinforcing
Member
Gable
Truss
Gable Detail
F'or Let -in Vertirnls
Gable Truss Plate Sizes
ppropriate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
,te that covers the total area of
lapped plates to span the web.
el 2*2X4
4 r2X
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nallsr
10d Common (0.148'x 3',min) Nails at 4' o,c, plus
(4) nails In the top and bottom chords,
Toenalled Nallsr
10d Common (0.148'x3',min) Toenails at. 4' o.c, plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable 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 ti011
S11530ENC100118, S12030ENC100118, S14030ENC 30 1001�81j�/4
S18030ENC100118, S20030ENC100118, S20030E 01 4•• Q4W, blo
See appropriate Alpine gable detall for maxlr el3 ': r Oq
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End -nail
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
eb Length Increase w/ °T` Brace
Exampler
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 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
..D�DRTANT.FURNISH aTHIS DRAB m °ALLL CONTRALL ACTORS �wDiNG TAME auTALLU g U. r V0 { REF LET -IN VERT
Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Ref `tnj DATE Ol/02/2018
follow the latest edition of BCSI (Bu0d9ng Component Safety Information, b TPI ontl SBCA> fo s t •
practices prior to performing these functions. Installers shall provide temporary brndng pe BCSL •
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m duo� pT •
r� shatt have a property attached rigid telling. Locations shown for permanent lateral restraint f s's AI �% •, DRWG GBLLETIN0118
shall have bracing Installed per BCSI sections the
J or BLO, as applicable. APPtY Prates to ead�
Q of truss and position as shown above and on the Joint DetnM1s, unless noted otherwise. • "V
Refer to drawings of
for standard pints Group
ia9�` j t
Alpine, l division of ITV Building Components Group Inc shall not SI responsible for any , shippl r ®®•• a•• �!
AN 1TWCOMPANY this drawing, any inguof to build the truss N conformance with ANSI/TPI 1, or for handling, shlppin ar•rr•n�• MAX, TOT. LD, 60 PSF
Installation 6 bracing of trusses. /
A seal arr this drawing or cover page listing this drawing, Mgcates acceptance of professbml
1113723\ Riverport\Drive engtrreering responsblllty solely for the design shown The sdtabuty and use of this dMoing �j ��� /29/2020 DUR, FAC, ANY
\\Suite%200 for any Structure Is the respons6tlty of the "ding Designer per ANSI/TPI 1 SecZ 11d�
\\ Maryland\ Heights,\ MM 63043 For more information see this Job's general notes page and these web sitesr MAX, SPACING 24,0�
ALPINE, www.alpineitw.=ml TPB www.tpinst.orgl SBCA, www.sbclndustry.orgl ICG www,iccsafe.org
1Y '*b t r
I VALLEY FRAMING & BRACING DETAIL I
R
BC
1/2
of
Lumber Size and Grade Minumum Requirements
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
;e the crippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gored between rows.
TYp)
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 4 16d 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)
3 16d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
��""'�" "' "•�• `'_""""-"'-"""' -rr"-' (NOT REQUIRED IF SLEEPERS ARE USED) ' '
GENERAL NOTES CRIPPLE, BRACING, & BLOCKING NOTES NO Cold(0.16mto5")C 416dtoe-nails
NOTE: 16d (0.162"x3.5") COMMON NAILS
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
Trusses without sheathing applied must be evaluated accordingly. nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge
Purlins should overlap sheathing one truss spacing minimum. of cripple with 10d 50.128"x3.0") nails at 6" o.c. "T" or scab must be 90 % of cripple length.
In cases that this is Impractical, overlap sheathing a minimum Cripples over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress
of 6", and nail upwards through sheathing into purlin with a graded lumber & box or common nails.
minimum of 8-8d (0.131"x2.5") common wire nails. ,Narrow edge of cripple can face ridge or rafter,
Effects of not providing sheathing below a valley set as long as the proper number of nails are
must be evaluated by the building designer. Installed Into ridge board
This drawing applies to valleys with the following conditions: -Install blocking under rafter if sleepers are not used.
Spans (distance between heels) 40'.0" or less -Install blocking under cripples if cripples fall between
-Maximum valley height: 14'-0" lower truss top chords and lateral bracing is not used.
-Apply all nailing in accordance to current NDS require
m -Maximumean roof height: 30 feet Nails are common wire nails unless noted otherwise - a fAAff
ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B, I=1.0, Kzt=1.0 AN1 H, y�
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 1 �•••••.��� • /
+r,ENS
F • •�
(A)
�B) �`*)
--VARND0GPa READ MD FDLLW ALL H=S a noS DMWDQ s •
w.DPDRTAHTo FURNISH TM DRAVIIIG TO ALL CDN17PACa is DO IIDDIG TIE DMTAL _ ••
Trusses rcquh-e extnene care In fabrlcatwQ, hardting, shlppYp, Instaltkp and bmcko RefeE ry
1
7G
TC LL 20
30 40 54
REF VALLEY FRAMING
DATE 10/01/14
follow the latest adtJon of BCSI GtAdne Con;o t Safety Infornation,' y TPI and SBCA) fop ate
; 3
TC DL 10
20 7 7
pr=c es prior to perfoming these functbns. Installers shall provide tenporary brcdng per. DCSI. a
unless noted otherwise, top chard shall have properly attached structural sheathing and bo ehaM
om
^t
STATE OF r
BC DL 0
0 0 0
DRWG
d
&ON �
shall have a pro e
perly attached rigid celinp. Locations stem for perronent lateral rest—int
shall have bmchg Installed per BCSI seetlarrs B3, B7 or B10, as applkable. Apply plates to —4 f
of truss and Position as shorn above and on the Joint Details, unless noted otherwise, i
r�4�
Q Z
p
�
•e •/�- P •
BC LL 0
0 0 0
VACNV3801015
Refer to drawl ps I60A-Z far staedard plots PasRant
Alphe, a dMsbn of 1TV Mdng Conponents Croup Inc shaU not be rcsp—lot. far any d v,1.. r�rj'
••• `O R I'D .•••
ee•e l"�
AN RWCrJMPAltY
this d-ow4q, any faNure to bulid the truss in conformance with ANSVTPI 1, or for handttq, s ni;,b
Installation & bradng of trusses.
-r••
-(� r"w �', c
TOT. LD.30
50 47 61
A seat on thl.tmd or cover Bstino this d-aehg, Frloates
t
�QL
pace accepSance of prafesclorol
�v s1intgy shown The .'mbAtty a„d ne of ttds drawly
a`
ffarary stnecla.vle the`yrcsPor 6ANq of P•r' Ah6T/TPI 1 See2
DUR. FAC. 1.25/1.15
133B9 Lakefront Drive
Earth City. M0631M5
��'•''
For mare infornatlon see ti,lct osrolge l wnroRtes pa tries. w.b sites+
ALPM wrral MltwcaN TPh wwr. sbd Ya'91 1C0 r.hrsnfrarp
�l 6 S�'
l/ f
SPACING SEE ABOVE