HomeMy WebLinkAboutEngineering PackageENGINEERING PACKAGE
Builder: D'R HORTON / STATEWIDE
Project: 7A5/320 CREEKSIDE
Model/Building:
Lot Alt:
82ED,F
2G
Lot: L 76
Address:
JobNumber: ; N334504
Revision Date:
Reviewed for Code
Compliance
In Universal Engineering
Sciences
Block: Unit:
New Load #: R101
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
.4LePINE
Mardi 1`3,.2019 M�m;iA;•
Or. Bob. Michaelis
Carpenter•Coritractors ofArierica,-Iric.
36cio Avenue G. NoAhwest-
VVibter Haven, FL 33880-6201
Re: Alternative installations for a singfe. ply carried miss with a width less than the hanger width, .and
Wood. blocking to -achieve full design load value for. face-ntiounted."hsnger:aftachment'on a,ohe ply
srappottfng girder (Reference detail WA37;-02).
Dear. Bob,
Fora single ply carried truss witha.width less than the hanger width you can install a.prefabricated jack
sbab .truss. ('")for wood filler- lilocking. The chord sizes, claord.grades, and-Alpir-e-:cbnnector-plate(s) to
.lie the same as the single- ply carried truss: The prefabricated jack scab-trUr ;s (*)will have a. minimum
jepgtfi of 48' and will have .a. minimum pitch of. 5112. The single. ply carried :truss shall have a reaction of
-- - - 3,500# orless. Attach prefabricated:jackscab;truss with: fwo (2) rows' of 0:128°x3 V`Gun Nails at.2"---
O:C, pei rove; stagg®red I" (See Figure 1 below). Please•refer to the Simpson Strong -Tie Catalog-C-0-
2019;. page 216, Figure,3' for more information:
'FgL&O-1
For a s'ingte- plq:girder that requires wood blocking to achieve. full design load value for face -mounted
hangers :attach- one wood block (") to the back face of the single ;ply girder with the same size and
grade:.as the bottom. chord` f the single ply girder. The. -.Wood block length to be such that the wood
blocking extendsto. to each adjacent panel points: (webs and bottom .chord intersections). Attach wood
block (*) `wfth-two_-(2) rows.•of 0.128° x3;o" Gun Nails at a O.C. per row, staggered 3.0 applied to the
6750 Forum Drive Suite 305, Orlando, FL 32821 - (800) 52'1-9700•-•($63) 422=8685
www.atpinefiw.com
ALPINE
A rrW.COA.Wa. i
single. ply, girder face, with an additional (20) 0,1-W-4.0" Gun'.Nails. at -each' panel'poinf applied to'the
wood block face (See Figure below). Please refer io ti;e Simpson Strohg-Tie Catalog GC- 2019;
page 21.6, Figure 1 for More information.
Figurel
The -application of -prefabricated jack'scab buss for wood filler*blocking or wood blocking to. achieve full.
design load value for face -mounted hangers must be -approved by the -hardware manufacfurer:
All edge and end distances,_ and spacing for all nail connections must be sufficient to prevent.:§piitting of
'wood_
If. I can.be•of any farther assistance or if you have any questions; please give me a call.
William H.. Mqk:P.E.
Chief Engineer
Alpine an !TW Company
Engineering Departmerit'
Orlando, -FL
6760Foii�ra Diive. Suiie'305; Otlarido,_ FL $2829-'(800)':b21 9790 - (663� 422-8685
WWW.a1pin0*.com
- - - - - - - . . . . . . . . . . . . .
41
LPINE
MffwCw,Mw
April M, 2610
Mr. Bob Michaielis
Carpenter Contraidt6rt. of America, Ind.
390D Avenue %. Northwest
-W.intet Hbv6n, FL 33886-6201
-Dear Bob,
Rb` Strongback bridging on tb6ftrusse-t.
I -understand there is some coribeim over bOr'rbedminendati6fis f6t.str6hgbai6k bridging on- toof trusses.
'Sfrorigback- bridging for roof trusses is not.a requirement qf ANSI-TPI 2Q14.nor is it. a requirement of the
.
-Safety Infamdrpff (B.OS.O`,BUt strondback bridging on roof
,rem"MMendo by -Carpenter Gbhtr6a&rVAm-efta. St 6hgb66k bridging.serves the 16116Wg-`two .
functio''ns,"
4
- One, bridging aligns the bottom - chords after they are. set -sq. thpy are uniform. along the 'ceiling
il'
line and helos-Witli teii lng'sprvjcba Nity
- Two; bridging reduces relative deftct& .6f adjacent Vusses:
wqqgb4c:k bddaii4.does- niotipreVent-of reiduce;.-ovetall individual d6flectidn, especially any. r6oftrusses-
.def1eqjt!nj.1p . � inch,pr ,�Jhan 114
. .........
Strang b .ack- bri;lgjng in roof trusses does not ter.03 as tempbrary..& pEirmaribrit, bracing and is not.
-in-intended to distriliate. or share design loads. between fWssAs. Consequently, no
design loads havb
-been accou - nted -forWdh this detail and continuous.strc;dgback'bfidgirig -should not be.attachEid betwdeh-
common and girder 'trusses. The use -of stra gback bridging shall not interfere with other design
n ' , , . .
considerat16ns as specified by%6 Engineer Of Record qirlh6 Building. Designer.
The outer ends ofih6strorfaback. bridging shall be attached! to a wall -or another:secure end restraint, or
as specified.: by the Engineer of Recotdbrthiy Building..Deeigher.
Strofigback bridging shall bL- z minimum -of W nominal lUrribe;r oriented with the depth vortical. Attach.
w 1*.6d-"-o6mmori nails. (0.162"x3_5O).' nails ;at. each intersecting 'mLimbeF. When extending the
at a minimum trusses. The lbcatl' .of. the-.strongback, bridging
.strongback bridging ovedap. by - , _. -.OP . .
maybespecified by-theTruss Manufactureir-,, agi(166t of' Record, or Buildihg Designer: Please tefer-to
rpvpions' or detail for info The' graphic
BCS14StrdD9b-*cK1OQ'P re information.
shown (Fiddra- 1) is for gpfioidd 1flu§J:rdWepdrpose only.
6760 Forurn Drive.8ufte'505; Or%ndo, FL32821- (800) 5914790- (863) 422-8885
wWW-A1pir)eitw.00m-
......... . -------- --------
I I — - - — — - - , - - N: . - - - - . - ,
Figure.,t.
-if I:can- be of any furihbrassit.tant;6 or -if ypu have. -any questions, pllpasq give me a. call.
'Sinc rely,
William,H.Krick P,'E.
Chief 'Engineer
Alpine an JTW. Qqmpany
Engineering D's"'p'a"ttrrie''fit
-Oflan4&,. FL 32821
-67�0 Forum Drive Suite.305, Orlirido,FL 32821 - (800) 5ZI-9790 - (863).4224685
Ww W 'i.alfi rielWcoryi
STRONG. -BACK BRIDGING.''RECOMMENDATIONS
)W-Alt SCOL:10-Oh blocks shall be- a minimum Ex4
i6TT.VRONGEAI1K
BUTT
'HER
'Stress gi�.q ded Au mber"
G
_DRIDGING TOGETHER
"CON
str1ongback bridging and . bracing -shiiLl. 'be- o.
minimum EX6 'stress . grqqj?,o -!opibdt�.'
41
Do -The Plqrpbse• of 5tronoback brld6iha is to.
C SC B
ATTACH SCAB-,WffH'10d -BOX/GUN
NAILS IN`.A Rb�j& AT
e a load
dev I d sharing between 1ndIVIdUb4 trusses,:
in -an Inckneas'(? In the
41 Zi&
rgsultrrng .overall
.SCAB NoiEl 1M Lim: or SPLICING AS SHOWN,
'RONGBACK- OF.
LAP `$I MEMBERS
stl-Onesis- of the floor m. :2X6
%Isohed. ds: sKowh In
billdglnt, pdi.,k-
'(max,)
FOR- AT LEAST ONE TRUSe- SPACING
S.TROWEACK BRIDGING *SPLICE DETAIL
cl�!tails, is 'recommended at. 10' O.C.
NOTES Details 1 and P 'qr�e the 'p`reFerr;-.bd* dt'toc methods
i._.Thtr terims briabihij, v6d '1bt4,dcIrig` are• sometimes
.,hmeh-t
ATTACH STRONGBACK �11
i
e h t d l k Ii 'traclnv- Is -pn
mistakenly used Interchangeably.'
WED W/ _(3) 10d COMMON
important structural 0equIreKent. -of any ftibar
-(o.14B'x3r')- ."I "I a
(4) 10100GIUN
Truss.
-s. 'tem, Re-te� i0i, the "Vesigh
or roof' ys
28rx3.0*).. NAILS
-DrqwIng (TDD). fbrL 'the: bracing r0qule-'6ment�s -f.bV-
each- IrldIvIdUat -truss component, 'Bridging,,,'
particularly, `5.trongbq4k- brIdgin"g'As' b:-
I
recqmmehdaticirr for h truss system to help
contr.ot V"Ibratloth. rtj: adbiLt1dri• iOl aiding.. In the.
distribution bf polri.t' tboid's be-t*6eK adjacent
Aruss,_ -s-trongback bridging. serves- to reduce
STRONGBACK
BRIDGING !
'bounce' or residual vib'rd-tLbh. "resjultjng from
'S A
R S
MoyInd polnit foods,5vUth as f044steps.
-Ao 0'
None,
re uIr d
IV. taza
rol'(d
cudw or
ntl floor -,systems -are
The pdrformqnce-6f iilai!00
121jd A x). OR
Bar
In DMS)
enhanced by. the Ihslta . of %siro�glhack
20 .. NP13
C a -S AT
OF-
T N AC
K
2* AWNI .. STRONGBACK,.
AT FTQH FNM-
V
Dnr' 4
kj�j'
Idgino and -th -Is' -.s;tronlaty. recommended
TaFre D
C A ACH
RE TRAINED'
by Alpine.
STRONGDA CK, /.(3)
loci C Ix '!) NAILS
Ok M10d BOX/GUN. (0498X3.4IL2
A
For .additional Infdrmatbrregarding ptr9h9ba�*
Component
.
brldglng, refirtp 00SI KBU1Ig
Safety In#orma-Elon).
STRIINGBA.CK .BRIDGING' ATTACHMENT ALJLKNAT:IYLJ
nF' F
T DL. PSIF I
No.70861* .-S.
CIDL poi,
.ALL PSF
OSF RTATE14FA J", kD.
AN rTWCWPANY itw-_d!_VA ___F __ - - - "" fpr b
ft— IL
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ww Aw. we nun /4
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t14i�9WsaNE'x!dET3.
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.ril!lkJi�.ii�1' SMUM
�• �'...:..iNU:.tVFit.la,'i.'if�S AND.:
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- =_.= .:,, ,-f: --; - '• i3,ri dinP�V("yk�ieftt• 4�1 :�jSl1f :. 4V A i.�RL AN. AR
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AGt
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ie
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Al
�;rSxt+it ��'°, �
z '
Cracked or Broken Member -.Repair Detail
Load Duration = 0%
This drawing specifies repairs for a truss with broken chord Memi er forces May be Increased for Duration of Load
or web member.
This design Is valid onlyy for single ply trusses with 2x4 or
2x6 broken members. No more than one break per chord panel.
and no more than two breaks per truss are allowed,
Comteply wl hethsl truss
t manufacturer for any repairs that do not
(B) = Damaged area, 12' max length of damaged section i
(L) = Minimum nailing distance on each side of damaged area (B)? ;
(s) = Two 2x4 or two 2x6 side members, some size, grade, and i.
species as damaged member. Applyy one scab per face,
Minimum side member length(s) _ (2)(L) + (B)
Scab member length (S> must be within the broken panel,
Nall Into 2x4 members using two' (R) rows at 4' o,c„ rows staogared,
Nall Into 2x6 members using three (3) rows at •4 o.c„ rows s aggered.
Nall using IOU box or gun nalls (0,12810', min) Into each aide member,
The maximum permitted lumber grade for -use with this
detail Is United to Visual grade 41 and MSR grade 1650f.
This repair detalL may be used for broken connector plate at
mid -panel splices. detdit ma seosathtcoctodlee chord or web
This
ocurring wyylnhe connector plate area,
Broken chord may not support any tle-In loads.
s•
L L
4' o c
Typical
+ O 4 O + 0 + O
O k O + 0 + O t
Stagger
Back Face 1MM0d bbBox (0,DD128'b x 3', min) Nails,
o = Front Face 2x6 Merlber - Trl lee R w Stage ered
Nall Spacing Detail
proctki
uyNprsah r
Ref�h
AN IiSN ODMPANY ri � 1
h s%.
� ual
r0 y
8ddh CRY. B801S
arll•,p tM. dr,
of Wtdft
Maximuim Member Axial Force .
Mer,ber'
Size
L
SPF-C
HF
DF-L
SYP
Web ❑nly ,
2x4
12'
620#
635#
730#
800#
Web I ty '
2x4
18'
975#
1055#
1295#'
1415#
Web or Ci and
2x4
24'
975#
1055#
1495#
1745#
Web or Chord
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
30r
1910#
1960#
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or CCord
2x4
361
2470#
2530#
2930#
3210#
Web or Chord
2x6
3539
3635#
4295#
4745#
Web or Chord
2x4
42'
297511
3045#
3505#
39350
Web or Chord
2x6
43950
4500#
5225#
5725#
Web or. Chord
2x4
.'�
Ae
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
1 5280#
6095#
1 6660#
l '
' I S
L�/�////
Mnln�n '
L Dklarxr
B
L
L
H
L
,
,
wn�nun
� L Dlstnnee D L
ING 701
SING TFE INSTALLERS, �
and brcA o. Refer to and
y IN and Stove far safriy
..parsy "Erne par 3M
al sMavwfP ant Eotion clbo, I
nt I►tmal ru Ini mar .. s
Acply Plotes to e..h Poc. r
4 o wise. i
wnsibl. ror an rim n Iron '
1, x Ior ha 4
M aWPAW,
iPtanc+ or prafrssl.n.l
usr of i . a.Np
Tr: t :rcd.
ihesr reb sRes, SPACIN[
,r0, 0 w.rJccsaf.�ara
REF MEMBER REPAIR
DATE 10/01/14
DRWG REPCHRD1014
24.0' MAX ��
VWLLEY,F.)�A-M
Kilel"Zir
Purtrn-q L.-. r.ql
`dakpam�
BOARD FAIR -OF KAMRS
lti EE-0 p
-0 GKIli0 Na N
I'o+Vak[Qy C..a MWXSPAc
hevrq4io"!.`or lgss
44 9.'1,4ki6 .9.6m�n -. . .
i -feet
. j�axjMufp 4�q*�qif helgtd; 3,0
000 up mph . EWbied,
Or K ilio I mph; ,
A'.M ixkT u WOV indlot.-d" Ex
2 TFZL!g UNDER VALLEYFRAM
.; VAL�11Y, RAF RIDGE
RkfS
.bcripolab'-4'-0'!'fdN0 psf*(TL)'�FCd-2d pSf(.Tp) Mdy,
pal,,*l h# Vdils loapom
stagtlarr�'Isgtwaean roves,,
_.ul.r
L A' _0
2.
atj'6¢.6iadttiIIri fitly
S.
*,gaper$- 416dtovwfalrs
S. -51dep6i W.-b-Afl, 4"6d tdd-MIIA
T -vid.-UP sld UY 90d'ft sk 9 .1gki tudgadUs.oach sleepor.P.trAi"
.9ldjt43:bOUrd.`fu-TJ013f bldck A %ad tog-mus
.7. -Wldje-.hq2fr)l to.MAW. Ctrid.W.Alffis
Mn - IT 1, 3,16,41da-mils.
416�304:bdM
T1.116
SPRAP.SUSE01
91
�k 4p
.23- :rAlhiPN-'9kiwt0lr�fw - 4 l6dloi-Aalts.
N OT 6 r. I r, a % 10. -t 6 2.Nd.44I t. 0 M M NiNAIL§
�NWallp'n jdd.l*ribowy:o"'di .. 6 ,
I.MM;j
Wr: .'ar-Pok. Fe.s ass
AMfter,
are
S.aro.not
'.SO 46 54 RLW N
TC DL iti ZO 7 DATE:
Are
— im fi
Ba- LL 0 -0 0, 0
A, 'T6T. LDFQ 5b 47 61
Simpson Strong -TV Wood Construction Connectors
Face -Mount Hangers - 1-joists, Glularn and SCL
FIF
I
I
-PAM-
IS These products are available with additional corrosion protection. For more information, see p. 15. Codes: See p. 12 for Code Reference Key Chart.
C
Jdjst
Size
(n:8
Model
M.
No
-.Larried-
Member .:
Dimensions
z IIL)
Fa ners
AllDwa e Loads
7
de
E
4eV:
:SW
:7
Face
Joisl
P d
IH SPF F..,
ec :Bet
Species fleade
owl
Floor
(I0Di(115)(125)
sROW 1Hoof
IU52.56/16
25G
16
2
Min.
(14) 0,146 x 3
70
1,66011,805
1.8.0.15 1142511.555
11.55
Max.
(16) 0.148 x 3
70
1.805
1,805
1,805
1,5 511,555
1,—
2'hx16
MIU2.56/16
1
2%.1
15N
21h(24)
0.162 x 31h 1
(2) 0.148 X 1 1'2
230
3,455
3,920
4,045
-
27970
3,370
3.480
U314
HU316 / HU0316
✓
ON
21A,
10 1/?.
141A
2
21h
(16) 0.162 x 31h'
(20) 0.162 x 31/2.
(6) 0.148 x 1 IN'
(8) 0.148 x 1 lh
970
1,515
1,945 12,205
2,975
3,360
2,375
3,610
1,675 11,1395
2,565 . 12,895
2.045
3,110
IBC
FL.-
M t6lI
2t�
_"161
.04�
4 5-
T045
3.22 0
3 -
3, -480
1ABO
LA
21/2 x i8PHUU3Ll6_/HUC
9.148, Jli_
�_16101
t62
2,�65
2,895
3,110:
21h x 20
MIL12,56/ 0
• 1 12%
1
19%
21h
(28) 0.152 x 31h
(2) 0.148 x 1112
230
60
4,060
3.465
3 '9
.495�
tc 26.
1�w:
6 1, 0
60
3,46.
3,495
34
'95
21N x 91/4
to 26
2sis wide joists use the same hangers as 2ljV wide joists and have the same bads.
T
-T� -7
06:. 71
21h.]
-.0-6 152'x
(2)
'2,'615.
2,245
.2,429'
x 9 lh
HlJ210.t/ flUC21 G--,
21/2
Max;
2,30512_
6cL5 -
2� .8bD
IBQ.
301%
MIL13.12/11 ......
HU212-2 / HUC212-2
114_
1-i V
13'Al
.11 Y.
10%
21h
21hlMax.1
.(20) 0.162 x-31/2-
(22)0.1 2X31/2
_9A1.4B-x
(10) 0.14B x 3
-230-
1 95
2,880
3,275
.3,135
3,695
3,135
3, . 970
2,475
2,82O,
2,695.
3,180
2,695
3,425
FL,
LA
:HW25H�,!- 141.10i�51lz
:4'
1 -
1
j
0;14§*k
8V-0.4036
*,� 3�
�;OV-j
3,47.
3,735
77
HU3.25116 / %;
-RUC3:25/lEi,_
3%
-:7
'lM;
'!-.:--:,'.
2i
Mm.
Min.
ERO;
2.560
2,59T-31
105'
MaK
6): OJ 6' -
1(2 2.. x.. 3 1/�
'x,
(14.0.148 3
.2
�5
4,*69�-.
31330
13,755
4�040
412) YVOW. SO&J.'(0yeaw,
DS
2,�l
-1
5
3,6001
1 3,71 Or
3.:T1Cl
R.
HGU�3.2�41.0 V
8 %i
0.162 i 8"1
.0.16 8
7;625
7,825.
7.825
IBG,
3Y-il
-.:-10WT-'
-4
'o(56) 0.162xj�A
0) 0.162 X-3%
4'646
64661
9,4D0
2.4&
6,
8;085
8 b85,
FL
LGUi25ISD5!;'::
A Y2.
'll 2) V X212,!.-tDS
0�5
.4�7,29
�Mjf
T-,-3-1V
4,84-0
=5
HHUS46
31A
51h
3
-
r,4)0.162x3lh
(6) 0162 x 31/2
11,320
2,785
3.155
3,405
Z395
2.715
2,9301
31h x 51/4
HGUS46
13%1
0.
4
-
(20)0.'162x3lh
(8) 0.162 x 31/2
2,155
4,360
14,885
F'4 5, 2
30
5,230
3,750
4,200
4,500
MUS48.',
4:1
1
3RW
(5) 61VO'�'
-,j3
96-
�1'
60
1960
'365-
1,555
-.1,680:
31��7?44'.
WU
�3
(22).O.162.x3lk
_41QI.l
3 615
4,095
4,415'
3 %
71A...
'4
:(3�)-U-1'62-K 31�
7,4601,1,46dj
6.415,6.4-15
6,415
IUS3.56/9.5
-
3%
91h
2
-
(10) 0.14B 0
-
70
1,185-
1,345
1,455
1,02011,160
1,250
IIAIU3.5619
-
3%a
8%
21/i
-
(16) 0.162 Y. 31/6
(2) 0.148 x 11/2
210
2,305
2,615
2,820
1,980
2,245
12,425,
U410
V
39N
8 IN
2
-
(14) 0.162 x 31h
(6) 0.148 x 3
970
2.015
2,2135
2,465
1,735
1,965
2,120
HUS410
I -
ITA61
81%
2
-
(8) 0.162 x 3 'A
(8) 0.162 x 31h
2,990
2,125
2,420
2,615
1,B20
12,070
2,240
HHUS41D
1 -
13%1
9
3
1 -
1 (30) 0.162 x 31/,
(10) 0.162x 31/6
3,565
5,635
6.3B0
6.445
4,845
5,486
3112. x 9 'A
HU410/HUG410
I•I V
13%.1
8%
21h
-
1 (36) 0.162 x 31/2
(12) 0.162 x 31h
3.235
7.46 0
7,460
_460
7
6,41516,415
6,41
HUCQ410-SDS
HGUS410
139/,,l
13%1.
9
9 'A.
3
4
-
-
(l2)1/4x2lh'SDS
(46) 0.162 x 31/2
(6) Wx 2W SDS
(16) 0.162 x 31A
2,265
4,095
4,500
9100
4,500
9,100
-,'..500
9100
3,240
7,825
3,240
7.825
3,240
7,825.
IBC.
FL,
LGU3.63-SDS
3%1
8 to 30
41h
-
(16) Ile x 2W SDS
(12) Ile x 2W SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,8401
LA
MGU3.63-SDS
3 SA
9 1/4 to 30
41/,.
-
(24) 1/4'x 21h" SDS
(16) 'A" x 21h" SDS
7,260.
9.450
9,450
9.450
16.1305
6,805
6.8051
. .
_3 sh
- 11 z/j:_-
2
. , . I -,
. .148
- (12) x
-,! - .-,�
- - : * .
� .. . ! .
�=
`,J!,-1m�,
42
t6i 51-1,745.1
1,220
1,390*
1.05
.0*.162x 314 .
- 40 . 111h•
ql�5;
4t
2,695.2695
.21695
U41-4..
,2..
p qj�aj 62-j
(6).Ll48%3.-.-.,
gq.b
1680'
2;245"
2-',425;
HHUS41b
3.
4,645
5�,486
5,3451
HlJ$41Z:-:,-
_),77'
161&:.-
-2.
':,,jjG)U,1B2*x-31/,.
q.'(10):116ZOW
ZZ43
D2�
U75
2,990
.2,7951:
31�. x11
. .....
HU.412 /AlUG4.12.
Y5, i
Ph
Min.-
-.(!EjO.l x
6Z �lh';
DAB d�'
"3,8
050:
2, 315,
2;49D
Max,
,
q2yo.162i3l/.
�. (lb) b.148x .3
.7'
J
5,41WXZ820,
3,1BO.
3,425:
.2-
QCQ41 $DS.""
4' 2,ye SDS
(Q) WIx 2W SDS
- 21,2615:
45:
5*
3,9,0
HGUS412::.:
.3%;
5
00
-.9,404#4ba;
9;4qO
-B, 045
8;P85.
B.,085
�-_;135W
B A6 3 0
V
(122�1/V-x2W- SM
5
SSp_.�
Izb
7A ,
-.440
4,840
4:840'
WA63-81)5-
91/4 16,301
1,201a;
'(16)'N. x2'W SDS
50
6,805
6.B05
6;80.51
`ii
A.—
Q%'-ll',2WSDSj(AYlW'.x
2 D
le.S
S ..;4
146 See footnotes on p. 150.
0
0
z
0 a:
U
Simpson Sarong -Tie° Wood Construction Connectors $IMP$ON
�•e�, , .�zrY
fllIIg; e-
.ms
Adjustable Truss Hangers
j7,0 7 0 This product is preferable to similar connectors because j
�. of (a) easier installation, (b) higher loads, (c) lower installed
cost, or combination of these feafures�
7�
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. T}iA
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 ZMAXa 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 t6p-flange requirements.
Install top and face nails accofdinglb the fable'°Top nails shall
,_,,._.notbe 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 comer of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2' edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header,
• Face -Mount (Ma)-) 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 comer 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
W (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
THA422-2
THA426.2
UTI'THAC422
r..�1Y(
'�y
ryp".1 2Yd
�'�I
2Yz'rorTHA472-2
°
y
y
O
Iry
'THA29
THA418
Double 4XL- 2 fare nails
Use full table value (total]
Single Wa_ 4 top nails
(mp)
Face nails Top nails
mile stable r
pertabie per table
-
Straighten the double
t " 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
I
Double Double-Shear
aeibB Shear t Dome Double -Shear
Shear " Side Yew; NatTing Side View
Nailn (Available on
Top View d t� I `�; some models) i
double shearnaiiing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
,ypl�w ,—
Top Flange Installation
erto
tnote 5
p.187
6
186
-------------
Simpson Strong -Tie° lNood Construction Connectors SIMPSON
'OI3
HangersTHANHAC
Adjustable Truss
IS These products are available with additional corrosion protection. For more information. see p.15.
6imenstoris-"'
Fasteners '
DF !SP
Allowable loads
SPFIK
Nlowableloads
Mode(-: Ga
No:
Top
Flange
Code
Header
'Depth
CarrymgMember Camed Upldt'Floor
;
Snow Roota
Uplift,
Floor Snow. R°of/ He f,
Wind "
W-
H
C-
(rn�
,:(in) ...
Member' j160)
,(100) (]15] Wln `
{725/760)
(160)
(1D0); :(1.15) (125l16�}
Top :. Face
. �•�
''a
'� `
x
r
-��, � '`70p �fallgeiilST9l(2dlalr,�
� i:•�'
�'�i1�s.. '' w
i
�"r s � ,��.� g u
1 „+
_. _
1 Yz
—
(2) 0.148 x 3
(6) 0.148 x 3
(4) 0.146 x 3
525
1.750
1.750
1,750
450
1.330
1,330
1,330
THA29
18
1%
91Yrs
5Ya
.
2% �
—
(4) 0.148 x. 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2,610 12,910
2,61D
450
1.985
1,985
1,995
:THA213 -
18
15Ie
13§1s
'5Yz
2 ;
'—
.(4):0.14B x 3'
'(2] 0.148 x 3 ;
(4) 0148x'1 Yz
1,4cD
1'4t,J
1 413E
— '1
1,110
i,110
1,1iD
THA218
18
1%
17Y+a
5Yz
2
—
(4) 0.148 x 3
(2) 0.148 x 3
(4) 0.148 x 11h
—
1,460
1,460
1.4fi0
—
1,110
1,110
1.1110
IBC,
jtlAZ18-2
76
V.
/
3643i
:(0Y+
19oG'1L95
515
FL,
LA
THA222-2 1
16
3%
22Yiii
B
2
I — 1(4)
0.162 x 31h
(2) 0.162 x 31.4
(6) 0.148 x 3
—
1,960
1,995
1.995
—
1,490
1,515
1.515
THA413 <'
18 ;
3is
1'3
'41A
2, '
(41-0;14B x 3 .
..(2) 0.148 x 3 '
-(4)9.148 z 3
9 530
i 53'J
f o u ;>
1,10'S
1; 65
1,165
THA418 116
3%
171h
7rh
2
—
(4) 0.162 x 3Ya
(2) 0.162 x 31,/z
(6) 0.148 x 3
—`
i,9"o0
1.995
1,995
—
1 4q0
1,515
1 515
fHA422"
16
3Wa,
; 22
7/s'
; 2.:.
` — •'
(4) 0,162 x 31h
:(2)'p,162 x 3ih;
(6) f1.14Bx 3
1 960
"2,435
19Fi5
y �, ,>
—, ;)1,451J
1,515
1.515
THA426
14
N.
2fi
Tr%
2-`
—'
4T(r162)'31h'
(4) 0.162 x31/z
(6) 0.162 x 3Yz
=
2,435)
2i435-
--
+ 2,095
-2,095
� 2,095-
-
T1jA422.2
]?t
'Tl<
22135
-9. a
2
"'-..
(4)"D.162x 3'{z
; (41D:113 W:
(6f D 162 x 31fq
;
3 30
3 330
^ 3 330 •`_
: —
2 865
"L 865"
�'2 SB5'
-FL
THA426-2 1 14 71/<
26Y+s 9114
1 2
— (4) 0.162 x 31h
(4) 0.162 x 31h
(6) 0.162 Y. 31h
13,33013,330
I 3,330
12,865
2,865 2,865
4
imam.> ..;� �_.,�
THA29 ( 1B j 1%
9"As 5Ya
I —
9% —
(16)0.148x3
(4)0.14Bx3
1 525
2,26. 2.265
2.265 450
1950
1950I 1950
THA2.13'
16 r'.1✓a'
13Yis
51h
13rtts
:
'(14) 0148 z 3'
(4) D:f.4Bx 3
cti55
cW5
2 �70
50, _•
35 '
'760
` Q
THA218
118 ; 1 a/a
171is
5S4
1 r Zia
(18) 0148 x 3
r4) 0.14B x 3
°5°
c Lau
2,450
2400
M
2105
2105
2105
i
17 i
92 0162x31iz
(..)-
6 D162X31/z
O
1$5�.
3a1U
3q
a33i) `
1595
.2;845
2;845
'..2,845:
IBC,
TkIA2162
FL
THA222-2
16 1 31/a
227s
8
—
1415a
—
(22) 0.162 x 3112
(6) 0.162 x 31/z
1,855
3,310
3,310
3.310
1,595
2.845
2,845
2,845
LA
THli4i3
18 , ash
13§4e•
4Yz
13'/s
:
(141014BY,
(4),0148.x3
85o;204a
9C
2450.,:,
9 o
I1,760
201D
'•2;T05'
;
THA418
16 3ah
171h
71/s
—
W&
1
(22) 0.152 x 3Y2
(5) 0.162 x 3Y2
1,855
3,310
3,310
3.310
1595
`2;845
2,845
2.34.
16': 3Ye
22
; TFIa
—
141i
(22) 0762x31/z
(6)D.162x 31h
1855'
ao1C
3c0
t o+,
1590-
2;85
THA426
i4 3%
26
7rh
I —
16Y,.
—
(30) 0.162 x 31h
(6) 0.162 x 31h
1,1355
4,415
4,480'
4,480
1,595
3,795
3.855
I 3,855
( TNA 222
.14 71/4
1Y+a
:.93'4
i6Yie
:.
(30).11762 %3Yz
(6) 0162x 31h
a B55:;
fi70
3 o2D
ra S2b-
159E
4,443
,�' 74a�
' 4,74E
FL
THA426-2
14 7Y4
2fiY+e
9Y4
I —
18
—
(38) 0.162 z 31iz
(fi) 0.162 x 31h
1,65E
5,52D
5,520
5,520
1,59E
4,74E
4,74E
I 4,74E
1. Uprrft loads have been increased for earthquake or wind loading with no further Increase auowea. meouce wnwe Omer ivaus quvui 11.
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 Yz° min.
top flange are based on a single 2x carrying member, all other top -flange installation loads are based.on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specked fasteners for fu6 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 naffing requiremeats and the other strap wrapped over
the truss chord according to the top -flange nalling requirements (see drawing on p. 186) and acHeve full tabulated top -flange installation loads.
6. Refer to insta0ation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails A be instaDed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nall dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
187
d
Z
Z}
a
i
U
w
1=
Z
a:
Z
0
w
e
d
Simpson Strong -Tie' Wood Construction Connectors SIMPSON
tmgTii�-
Face -Mount Joist Hangers
G�OVER4 This product is preferable to similar connectors because
W of a) easier installation, b) higher loads, 'c) lower
W installed cost, or a combination of these features.
N ....
The double -shear hanger series, ranging from the light-1-2tpacitp
LUS hangers to the highast capacity HGUS hangers, feature
innovative double -shear nailing that distributes the load through
two points on each Joist naii 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 WS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX° coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
Nails mustbe driven of an angle through the joist ortrUss- -
into the -header toachieve thstabie 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
� I
Double -Shear i
i Nailing
Top View I
I ;
1
i
i _
i � �
Double -Show Nailing
Side View
terse Do not bend tab l!
i .r¢_ 1
t
Dome Double -Shear �
Nailing Side View
(Available on i
y a some models)
1°forus
tys for4Ks
m
4�N-✓ B
LUS28
Ar
HHUS210-2
V HGUS28-2
MUS28
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
0
41
v
d
C
C
0
U
N
m
me.µ
193
Simpson Strong-71ee Wood Construction Connectors SIMPSON
Face -Mount Joist Hangers (cont.)
SS
SS
i
O
U
CD
C
Model.Heel
No
Mm
Height
Dimensions [i
lie
W.:, H ' ' B
Fasteners
:Carrying
``1Nember
Carved;
Member-. `.
Single 2x Sims
1US24
2�i
18 j . l.lfe'
11'Ai.
3Ye
'`f94
j4}1i 14$x$•
(2) 0.14BX 3'--
IUS26
4N:.
4'b.
1%
(4)'D145x3
(4)0.148a3,
HUS26
4'Yrs
18 j 1 %.
5%
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
.4356
16 15/e
5Ye
3
(14) D.162 X 3'/z
(6) 0.162 X 3%
i3W x 3.%.
1U528
43ie
;16 1'11ie
69a'
10'a ,,:°(6)0148x3=
.(4) 0:148x3:"
MUS28
6'As
16 We
61is
2
(8) 0.148 x 3
(8)0.1480
HUS28
61h
16 1 %
7
3
(22) 0.162 x 31h
(8) 0.162 x 3Yz
HGUS28
6%6
12 1%
7%
5
(36)0.162x31h
(12)0.162x3'fe
I:US2IA-'?
' ` ;4'/a'.' .
` 18`-:': :1 Vi, .
T7Se:'
. `l?/s .l
' (8) 0:148.z 3
(4). 0:148 x'9. '
-'.9':.
-'."3-:
.j30'0.162x3'h:'(1D).O.i62x3?rrt'
1iGUS210
8elrs _.
r 12z ::1W:
,91A:
.-5._.
-(40)0.162x3'h
'-(.16)062x3'h'
O1. See table below for allowable loads.
v
N
rn
7
d
IL
�1
ISS-11
J
These products are available with additional corrosion
protection. For more infomration, see p.15.
ED For stainless -steel fasteners, see p.21.
Many of these products are approved for installation
EMwith Strong-Driv& SD Connector screws,
See pp. 335-337 for more information.
DFiUlowablelaads
SPAiloivableLoads
=':': .SPFltlFAllowablapads
Model
No
Upllftl
Flaor
Sriow
(115)
Roef3
j125)_
Wmd
(1fi0)y
Uphft1 I'Floor -
;(160} : •{100}
-Snow
-::(1l5).
•Roof
, (125)
Wind :
(160) .
Uphfil:
(l60)_
Goon 'Snow
(100} ;-(115)•
_
Roof'Wintl:
25) . • •(1fi0}•-
TCode
Ref.
.
Single 2x Sizes
"5
E7Q.
:.765 .
B20`
1045:;
• 435::..
'.: 725 .
. 025::;
:890"
'a;12a ,
::36J `.
` 495 ;.i..';565 `.
605 •'
: 770:.`
I LUS26
1,165
865
990
1,070
1,355
1,165
935
1,070
1,150
1,475
865
635 725
785
1.000
IBC, FL,
F-MUS2B,_`'
. 3'0:
wl295
:a480
,560..
ao0
93D
1,4A5 ':
1;560.'
I,56D '
•1560,•..
'81A '
:' 955 j,'1:090
.1,lao
: 1,35D:
LA
HUS26
i,320
2,735
3,095
3,235
3,235
1,320
2,960
3,280
3 K
3,280
1.150
2,350 ! 2.660
2.780
2,780
HGUS2fi:
'5,220
:5,390
'.ra,390„
C: ?S
3;225 ':3,G10 :
3,87A .
Sim
IBC, FL
WS28
1165
1100
1,26D
1350
1725
1165
1,195
1,360
1.465
1 730
865
810 i 925
1,000)
1,270
::IhUS28
13.-0
;1730
1;J75
-,2125„
2 55;
132D::;1i875:..
2.13.$255
.2, 55';
.11aD='.7;27.A
1,455»
1,575
15§"
IBC FL,
LA
HUS28
1,760
4,095
4,095
4.095
4,095
1,760
4,095
4,U95
4,095
4.095
1.480
3,520 j 3,520
3,520
3.520
-HGUS28;'
603.
:� 'S_
'-7`275
7,273
7275 ;
`1.650!-_
. 275':
7:271,;
7,275
;7.,275':'
•=;3%5'°..'3,670.
3,820:
3;915 {.4,250`'
IBC, FL
LU5210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985 i 1,120
1,215
1,500
IBC, FL,
HUS21D, -'.=
2P35_
,a 51i
v,'05
5.83D
5{a3U.
.'26
53Q5
5 0
'5,836-
5.83b
.2,220-'2330:`'i
2,55 '`
2,535
2,825
LA
H0L'S2iD
2,09Q
9,1UQ
9.1QD
9,100
9,10Q
2.090
9.1DD
9,100
9,100
0700
1,545
6.34Q 6.730
6.7 0
6,,•30
IBC. FL
ED
1. For dimensions and fastener information, see table above.
See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp.98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45" and/or sloped to a maximum of 45"
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45". Allowable loads are:
HGUS Seat Width Joist Down Load Upfft
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0,46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
Acute
'side
bpecay angle
Top View HHUS Hanger
Skewed Right
Qoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
Z
0
U
W
F
O
Z
O
N
O
N
a
G
N
c
9
-N`
V
d
194
Simpson Strong -Tie' Wood Construction Connectors SIMPSON
-��•c•�{' x es;:✓k
These products are available with For stainless Many of these products. are approved for installation
ID additional corrosion protection, ED steel fasteners, i ' with Strong -Drives SD Connector screws.
For more Information, see p.15. see p.21. See pp. 335-937 for more information.
Miri
Dimenslorrs,(In)
Fasteners(in)
DFlSPMawabletoads ? SPF/HFA1lowableLaas''
Model '
Heel
Heeal
Ga.
; .
Carrying
Carried:'-
Member."
Up1dtlAoor
(i6D) (10g)
Spaw
(715}-
Hoof
(1251,
'+Nina. uplift
(16p).:(16D)
Floor•
(100)
Snow
(115)
Roof
(1251.
Wind
(160)
.:Code
Ref.
Double 2x Sizes
LUS24-2 "
23'a
Y8"3'ii
3Ya:,'.2..
(4)0.162X31h
:(2)0.1"o2X31h
�0;R80D
`905
960
1;245i:
355.'690:':780_''B45"�1,070
LUS26-2
41'ts
18.;'37la
'.47%
'2''
'(4)O.lfi2x31fz%"
:(4)'0;162x3'h
lOoU.
103Q
T17Q
T265;,T�95:.
910
'865.
1;D05
1:09D,
1370
HHUS26-2
4%a 1.14
37'is
51A
3
(14) 0.162 x 314
(6) 0.162 x 31h
1.320
2,B30
3,190
3,415
4,250
1,135
2.435
2,745
2,935
3.655
HGUS26-2
49Se
12 134t6
57/ts
4
(20) 0.162 x 31h
(13)0.1620112
2155
4,340
4,850
5170
5,575
1,655
3,730
4,170
4,445
4.795
WS^i8.2" :''
4i4s'
, 16:
"3?i
7•"'
"2...'
(6) 0,162X 31i
,(4) 0.16iX31/z
1 O6Q r'1
3i5
'1 49D
1 610
20301,
910"11,13D,
:1,28D
'1,365.
1,745.
IBC, FL
'HHI)S282
b%6
14;
3%
714::'.3,'I:(22)0.162x31h;
(B)0.162.012
7:Gt�
4265�481D
5155
;5,98D7
1,S15
3,61D,
4,135.4,435i5,145.
LA
HGU5282 ' •
6?5e
12
3�1s-
74s
;::4
.'(36).0.162'X31h
(7g)'0.162R3'k
2t5746Q
;346g'.
2,760
6,415:
fi,415
:6,415
6,415;
LUS210-2
67/ia
18
3%
9
2
(B)0.162x3h
(6)0.162x31h
1,430
i
2,D75
2,245
2,83D
7.245
1.575
1.785
1.930
12.435
HHUS210-2
B'/e
14
335s
87/e
3
(30) 0.162 x 31h I
(10) 0.162 x 31h
3,505
6,435
6,485
6,485
3.335
4.905
5.340
5.060
5.190
HGUS210-2
8s/.
12
31'ts
9%
4
(46)0.162x31h
(16)0.162X31h
4.095
9.100�9,100
9,100
9,1D0
3,520
7,460
7,825
7,B25
17,825
Triple 2x Sizes
HGUS26 3 ':
4'�ir
. 12 ;
41its
5?fe.;.
' 4
:(2J1j:D 162x31fz
(8) {i Ifi2:x:3Yz[3,405.
4 34Q 465b
517Q.;
5 575
1;B55`
3;730
.4,17-0
'4;445.
4;795
IBC, FL,
Hk928 3 ` '
6 9ii
_ 12
41i`is
, Ya
:.4
.(36) 6162 z 9Y.'
(12)D 162x.3 h
7460 3 T460
746D
i460
2;760
6;415
"6;415
6,415
. fi,415
LA
HHUS210.3 --
--8%--
14
ATAs
-87/e-
- 3
(30) 0.162 x 31h
(10) 0.162 x 311h
5,630 -6,375
6,485.
6,485
2,930
( 4,840
5,485.
-5,575,
HGUS210 3
.
895s_12
'105/5
12;;
413is
'413is
9Y4
103'4
4
'E.4
(46).0.162X.31h
(56)-0.162k'3
(16)11.162L31'h
(20)D.162x31k'l,78f1
910019,1D0
9100
9100
3,520
7,825
7,825.
7,825.
'78L�
7825HGUS2123
7,i'6U
FL,
.7212'/a
4' 4 .'(22)
0:162'x31h:1D
125�19.125
1D125.70125
4;9D0
6,190
'8,19D
:A;190.
H 1.9D
Quadruple 2x Sizes
HG05264 '`.5'f
2='fi'ns
57As`
--4
�(20)D.162x3Yz
<8)0162z3?iz
2155
`4340j4.B90
5170>;
5b75'
7;655
:3,730
.4,1i-0
4;445:
4,795
IBC, FL,
HGUS28-4
71/4
12
6Ms
74'is
4
(36) 0.162 x 31h
(12) 0,162 x 31h
3,235
7,460
7,460
7,460
17,460
2,780
6,415
16.415
6,415
6,415
LA
HHUS210-4
8N
14
61A
BN
3
(30) 0.162 x 31/z
(1 D) 0.162 x 3li
3,405
5,530
6,375
6,485
6.485
2,930
� 4,840
5,485
5,575
5,575
FL
:NGU5 1D 4
HGU52124
_ 9i/a
A05te
12-
'12'6§is-
69ns
:9' i
105
1?4 ,
l46) 0;162z31/s..(l6)D162z31lZ
3/
4095
1D0
91d0
9100
1.
9 fQO
=
3;520
7,825r
7,825.4'05
;SD
770
7,825
7U,A:
IBC, FL,
LA'a1h
HGUS2144.
-125h
12":
6'fe
125/e'.4
:(66j-0162x3'Jz
(22)-0.162'x31h
5693:10125)1D72510125
10,12514,900111,710
8,710
,8,710
8,710.
4x Sizes
t.
LU54ii`
4'i
18
'395s;
:43/4':.
2.
(4) 0.162X 31h
. ,(4) 0162X 3Yz
1 Dom,
1-03D
1170
126.
`1595j.
) 370
885
1,005
109D,
i,370.
IBC, FL
HGU546 .
471s
:.12'
.35%r
`.4."
:(20)0.162x31h
':(8)01£2z3-r/z
2155
4340
?}85g.
51 A
{5,575�'1;855
3,730'
4,110
4,'445
4,795
HHUS96
44ts
; 3
j1'4).0.162'x3Yz'
.(6) 0.162X31/z
1 a?4
.283D
3;19D
3A.iV
-42$0?
1d35
2,435
. 745R13B5
3,655'
WS48
4'%'
18'
3%5
2
(6) 0.162x 31h
(4) 0.162 x 31/z
1,060
1,315
11,490
1,610
2,030
j 910
11,130
1,2801,745
IBC, FL,
HUM
61h
14
N,s
2
(6) 0.162 x 31h
(6) 0.162 x 31/z
1,S20
1.58011.790
1,930
2.415
1.135
11,360
1.5402,075
LA
HHUS48
61h
14
35%
3
(22) 0.162 x 31h
(8) 0.162 x 31h
1,760
4,265
4,810
5,155
5,980
1,515
13,670
4,1355,145
HGUS48
6%
12
35/z
4
(36) 0.162 x 31A.
(12) 0.162 x 31/z
3,235
7,460
7,460
7.460
7,460
2,780
6,415
6.4156,415
;LUSAA'D
61/a
78
3°!fi
�'/a„'2
(Bj'.0:a62x,31/z't
'j8)0i62X31h
1' '�830
;2j075
2245
283D
1,[,7952;435
FIHU5410
:Bala
14
, '35/s
9
` 3
130);Q162x3)i:
(10) D162.x;31h
3 S�j37D5
6495
4$�
fi465
3;205
4,905;
5335,
bN%5
HGU341Q..._
8? _
•12
. 35k
915s
- 4-
.f46)0162x311z
•':(16) 0162:x31h
$495
970D
97Ug
97QD
9�Db
3,520
I7,825.'7,825
7,825
7,825t
IBCLA
HGU5412
107/ts
12
35%
10%
4
(56) 0.162 x 31h
(20) 0.162 x 314
5,695
G 045
5,045
9 045
9.045
=.9DU
� 7,780
7,760
7.78U
7,780
HGUS414
117ls
12
35%
127/ts
4
(66) 0.162 x 31h
(22) 0.162 x 31h
5,695
10.125110.125
10,125
10,125
4,9001
8.190
8,190
8,190
6,190
Double 4x Sizes
;HGUS737t10?'
13A
12
•;33/a:
Belts`
4
-;(46)0162X3?!i'
(16).0:162%`31h
3430 9095 9i095
9DB5==90951'2950
P,82A"
7820
7;620 .7,820;
HGUS7371]2:'10�/r
12
73/s
lgWa:"
4
f56):D162x3?/i
(20)0,1fi2x:3Th
383 :929a 9x295
9,295..f92$5,
3;300'
7,995
7,095.
7,995 Y,995,
FL
;HGUS737I1A
-l1Pts;•12:;:73%•12Q5e'
.4
';165)'D162X h:.(22)0.162:z31/z
T�ABO 03DDIO;SOD10
300
1059U_-0,370.9,03D.'9,03D
9;030 9,D3g.
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie' Connector Selectorm software includes
the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong Tle.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162' x 2 W nails in the header
and 0.162' x 31h' in the joist, with no load reduction. With single 2x carrying members, use 0.148' x I'h nails in the header and 0.148' x 3' in the joist,
and reduce the load to 0.64 of the table value.
E. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
�+�
", m
195
Simpson Strong-Ti& Wood Construction Connectors
Face -Mount Truss Hanger
The I TU 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 14" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/a" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material:16 gauge
N Finish: Galvanized
i
� Installation:
0
m - Use all specified fasteners; see General Notes
G- Can be installed filling round holes only, or filling
V round and triangle holes for maximum values
rn - See alternate installation for applications
3 using the HTU26 on a 2x4 carrying member or
'HTU28 or H1U210 on a 2x6 carrying-memberr
-p for additional uplift capacV
-- Options:
p. - HTU may be skewed up to 671/z . See Hanger
Options on pp. 98-99 for allowable loads.
- See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong-Drivee SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
_ _height.
pertable
Typical HTU26
Minimum Nailing
Installation
HTU26
mSIMPSON
"
Alternate Installation -
HTU Installation for HTU28 Installed on
Standard Allowable Loads 2x6 Carrying Member
(for W maximum gap, (H7U27 0 similar)
use Attemate Allowable Loads.)
Many of these products are approved for installation with Strong-Drivee
SD Connector screws. See pp. 335-337 for more information.
rt'... 4 .,I Ali-,. 1n 1l 1 nnrle (V ° AAnvlmi im I-IannPr Chan)
fern
Dimansrons(m:)� Fasteners(n)
�F(SPAIIowableLoads
SP.F/HFAlfowabfeLoads -
flode'
mNoel
Heel
Carrying
= Gained
llpbit
:'.Floor I Snow
Aoot '
Wintl :
Upldt
Floor
Sriow .
Roof .
Wind
Ref.
Height
.. 1
W -
H
B 1 Memher
Member
(]fill) `
(100) (715)
(]25f'
(160) ,
(16D)
' (100)
1115)
.(125)
(16Qj:
_..
Single 2x Sizes
HT(f2ii'(20)�:162x31h
{11)D1487(1=i%z
6uG :
-26rr�
r;
2 10`
c6 tj.:550
630
..i:880
1,680'
�.H7UZ6(Mm)
-' 3Tls
14e
b7hc 1..31�
j20) d76213Ta.
_(14) 0146 r 111
1,250 ,
2 94It
i,2D0,
:3;20D
3 2D0:
1075 .
1,852 {
2;015
2,015 '
2;D15
HfU26'(May j . •
: 51�5:
1 fi/e_'
:57A
31h i (20)'U,162 x 37h
(j2➢) 0146.X 1'�fz
� 555 _;
`294D,j
' S'_Q
3.5Bd•
..4 010'
1,335-:
2,530
: 2 855.
3 OSQ-
3,450 `
IBC,
HTU28 (Min.)
37A
1 %
71is
31f (26) 0.162x 31h
(14) 0.148 X 11/z
1,235
3,820
3,895
3,895
3,B95
1,060
2,920
LA
HTU28 (Max)
71/4
1 s/s
7V%
31/z (26) 0.162 x 31h
(26) 0.148 x 11h
2,020
3,820
315
4.655
5.435
1 r 3a
3,285
3,285
3,710
3,710
41,0005
4,675
4,675
is%?
'915s:.
0362x 3%.
`(14) 0.14B:z 11/z
.133Q;
i �00
;30Q
4 3➢r
300
1145
3.?25
3 22 i
3;225
3,225
HTU21:0(Max,)'.
9J< :.
15�
9hs
3?fi `(32)A:1'62z3'fi"
(32)0.148111fz
3315;
47➢5.:5_.31u,
5i3Q'
5995
'2,B50:;
4,045
I.C56b'1
4;930*'
S,155
Double 2x Sizes
1fR12b.2
1,30&
1,850 •
YU9d
.1,F,255
.Z465
. _...
H7U26 2 (Max:) '
57h "
3S e,
-
57/as
; 3'h
'0:162z 31lz
..
`'(20) D;148X 3:
217Ft :
.. 1
2,94D -
,�. 7
➢-
._
3,5E�1-
4 49G::.1.,870
2,530.
2;855 t
3480
HTU28-2 (Min,)
37A
351,
7vis
31/z
(26) 0.162 x 31z
(14) 0.148 x 3
1,530
3,820
4,310
4,310
4,310
1,315
1 2,865
3,235
1 3,235
3,235
IBC•
FL.
HTU28-2 (Max.)
7Yl
3%s
lYts
31h
(26) 0.162x 31h
(26) 0.148 x 3
3,485
3.820
4.3 i5
4,E55
5.825
2,995
1 3,285
'3710
:' 45'
LA
I;NTU210Y(M.nij:
• 3'h-
:Ve
'9'hs"
31h-.'(32j➢:762x3h
"z(44)0.148-z3.
755;.
47D5
815
A815'
�I615-;1;510
3,590
'3;610
.3,670
3,610
(:+if1f21fl2jMara':
41lt'•
.:34ic•.915s.1
3?k,�
j32}0162z31z.
{32}0198•Y3
4110';.4705
S;�iG:
x;3G',
n15F5'
3,535,
1 4.045
•4c5H
i.4:930
5.805.
1. The maximum hanger gap is measured between the Joist (or truss) ena ano me carrying memom
2. Minimum heel heights required for full table loads are based on a minimum 2:12 pitch.
S. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern.
4, Wind (160) Is a download rating.
5. For hanger gaps between Ire" and W. use the Altemate Allowable Loads.
6. Truss chord cross -grain tension may Limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie° Connector Selactor° software
includes the evaluation of cross -grain tension in Its hanger allowable loads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimurn two-ply 2x carrying member. For single 2x carrying members, use 0.148' x I V nails in the header and
reduce the allowable dowNoad to 0.70 of the table value. The allowable uplift is 100% of the table load.
S. Fasteners: Nail dimensions in the table are listed diameter by length. See pp, 21-22 for fastener information.
d
196
-------------- - ---- --------
HTU
Face -Mount Truss Hanger (cont.)
Many of these products are approved for installation with Strong-DriveP
SD Connector screws. See pp. 335-337 for more Information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
las no tilt . . . . . . . . . . . . .
U
Floor 'SnOW Root Wind Ref.
Minimum
Model'Heel C
U lift
Floor n
No H ;Carrying . - . - ;".d Uplift -
Garrym.. 10 .15) - .25)
Memher �qoorbor
Aernber.
15
795 1.Ztjb 1,430 1,540 1,615
HTU26 (Min.) 3-15 R 2X4 (10) 0.162 Y 11h H41 0.148 x 1 1/z 1,240 1065 1,265 1,430 1,540 ',910 113C.
HTU26 (Max) 5 Ih! (2) 2x4 (111) .16201h (20) 0.14 B x 1 1A 080. FL. LA
. 0. 350,
080. 3,350
.162X3 :U.1.4uy
.1,695:1 2,530:.2;855
6
71/4; ?9p. 9
" _ d..., 536.. i,855 3.08
3, 2;375' 2, 0 '3 �'BD
'o
-(R) U.1 x
..2�.6� (ZO) 11.162 x 3 .2 U-1
zi,004 . . 6. 0
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 'A".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 2122 for fastener information.
0
U
to
-Alternative Allowable-.Load&-(1/2-".-Maximum- Hanger Gap)
-
n
_.
,,
�
C
Model.code
Carrying SndW_RqOf-PPI -noor Snow R6.t Wind'Ref,
NoHeig B gi�ber "060) PTO) (115) (125)'.(160)
Single 2x Sizes
0) 0.1 i 3Y2 -,(11).D.14kx1!!z _ 0 b b -
1 "g 5 5 1'95'
q 57�,t
3 'Ar `(20)i().162 ,2.940,,
n2285 2,281.,
-Htm ...... ...... '3Y1 IBC,
1
010.162k.3
6 iz . . 2,825
_ , ";
F
HTU28 (Min.) 3 Ths (26) 0.162 x 3%770 770 1
T2Lpjia)L) 7% 15/a 7345 31h (26) 0.162 x 3 'A
2
DO-.1-075. 2JQO _700 �7,700. .2,7
4) PAQX1%. _25q_-, jP;Pop;
0
I " 5020 17�', I' ' ; igin - I
------ 7_7 .1 ;)zK,
05 4
d (32j,B_Jd k 1;);255: �,_7_-
iffU210 &�)Lj: .(3�).0,152x_3
Double 2x Sizes
2 205
HTU '31A T.M.
0 Alin) p. �4)
0 1;645= 2205 v 205 2,205.
5112: 31'1i" 31h, o
lbu,
Z 3.980 1,2BO 2.865 Z,9
HTU28-2 (Min.) Am RIMR I 71�G 31h 126) 0.152 X 31h (14) 0.148 Y. 3 1,490 R R9n 2.980 FL,
1h (Zb) 0.162 x 31/2 (26) 0.148 x 3 3,035 3320 4.315 A 655 F. 5`11 2-ti1
LA
HTU26-2 (Max.) 7% 315�9 7 As
0
I14) 6 4B'x-73
-,,
�1 �
A-0148X A7 35O
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
F! 2. Minimum hael heights required for full table loads are based on a minimum 2:12 pitch.
0 a where other loads govern.
C� 3. Uprft loads have been increased for earthquake or wind loading with no further increase allowed. Reduce
4. Wind (160) is a download rating. 5. For hanger gaps between 'A' and 1W, use the Alternate Allowable Loads.
6. Trusschord cross -grain tension may rinnit allowable loads in accordance with ANSVTPl 1-2014. Simpson Strong -Tie" Connector SelectorO software
includes the evaluation of cross -grain tension in Its hanger allowable loads. For, additional information, contact
tact 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 11W nails in theheaderand
reduce the allowable download to 0.70 of, the table value. The allowable uplift is 100% Of the table load.
B. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
197
_ --- --
--- ---- -
. --
Simpson Strong -Tie' Wood Construction Connectors SIMPSON
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. I
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 2Viis" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 2s11c° 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/a° TitenO 2 screws
(Model TTN2-25134H) for concrete and 1,4' r. 2-Y4" Tiren 2
screws ftvlodel TTN2-25234H) for CFCN4U. Follow all
installation instructions and use the loads from the saw. n
lumber or E P sections.
Finish: Galvanized; ZMW and stainless steel available -' --- '-
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Tren 2 screws. Titen screws for GFCMU (1/a" x 23/4' —
Model TTN2-252344 and for concrete 0/4° x 1 1/i — Model
TTN2-25134H) are not provided with the hangers.
• Drill the Y1s-diameter hole to the specified embedment
depth plus 1/2°.
• Alternatively, drill the 3/,s=dameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
i will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
0 • Titan Installation Tool Kits are available. They include a
F 3/rs drill bit and hex -head driver bit (Model TTNT01-RC);
Z a 3/ie" x 41Ve" drill bit is also available (Model MDI319412).
0
co• A minimum edge distance of 11/z" and minimum end distance
Z of 3?/e° is required as shave in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
d of 11z" is perrnitted.
Codes: See p.12 for Code Reference Key Chart
P.
O
N
O
6
Concealed flanges
HUC410
HU214
Figure 1 — HU0410 Installed on
Masonry Block End Wall
237
----------- -- ------ -------
------- --- - ......
0
0
cc 0
5
0
Simpson Strong -Ties Wood Construction Connectors SIMPSON
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers (cont.)
D These products are available with aciciftional corToslon protection. For more information, see p. 15.
E
.Standard. --Concealed
GFCMU
ThenODII
Ref.
Ob25).,
HU26
HU26X
(4) 1/4 x 23/4
(4) 1/4 K 1 Y4
(2) 0.148 x 1 'k
335 J
1,000
335
1,545
X 2
7(6 )N x .3/4
HU24-2
HUC24-2
(4) 1/4 x 21/4
(4) Y4 x 1 344
(2) 0.148 x 3
380
1,000
380
1,545
@) - 1�4,: X 23/4
(8) 4. �K 13/4
-(4)0 ..148 X 3
a2L
HU26-2 (Max.
HUC26,
(12)"WOY4.
�.02)1)40W
0.148)C3*
HU26-3 (Min)
HUG26-3 (Min.)
(8) 114 x 2:Y4
(8) 1/4 x 11/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12) V4 x 2:4
(12) 1/4 r.1 3/4
(6) 0.148 x 3
1,135
3,000
1.135
3,950
u
H (Mij
28�2,(Mjn.),
up.
_0 0)' !/4:) CZ :Y4.
(4).0.14&x
H 6211 -2 (10ax* -
-�`i
#UG28t� i�
Al 4)1/4 K 2 V4
O'A) 114 X..l 314
".16). 0.1 4Bx3 -
A
HU210
HU21OX
(8) 114 x 284
(8) 1/4 X 13/4
(4) 0.148 x 1 Ih
545
2,000
760
2.415 1
-2(Mint
(l4)..'Y4`x!2S/4-
�(14) WX 1:144
0 4B 3
.3 4
�
HUC21 O.2 Max.
1�4
x .1
-�!B q
k: _5:
HU210-3 (Min.)
HUC210-3 (Min.)
(14) 1/4 x 21/4
(14) 1/4 x 13/4
(6) 0.14B x 3
1,135 1
3.500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18) 1/4 x 21/4
(18) V4 x 13/4
(10) 0.148 x 3
l.BOO
4,500
1,800
.2
HU2
x
(10) X
(6)'P.14
HU212-2 (Min.)
HUC212-2 (Min.)
(16) N x 2%
(16) 114 x 11/4
(q 0.148 x 3
1,135
4.000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(2 2) 1/4 x 23/4
(22) 1/4 x 1 N
(10) 0.148 x 3
1,350
5,085
I 1,350
5,085
-HUZ12-3
(Oak)._ 4:
(22) X
(2 X1 4
0)0.148x3
7
HU214
HU214X
(12) 1/4 x 2%
(12) 1/4 x 1 V4
(6) 0.148 x 1 Ih
1.135
I 2,665
1,135
2,665
.:.H C214m2:(Ml�.j
F. 0 ElY V47%
V4-X
B)�/4 X,1 V4
A
4
"-HU21 -2,(MM):.
H
3
-jZ9 1 -Y4 X /4
12
015�
HU214-3 (Min.)
HUC214-3 (Min.)
.08) V4 x 21/4,
8) '/4 X 1 N
(8) 0.14E x 3
1,515
4.500
1,515
6,0135
HU214-3 (Max.)
Hur,214-3 (Max.)
(24) 1/4 x 2%
R4) 1/4 x 1 V4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
'HU V 7,
U21
0 8 X
1/4
'.148
4��Mt,
z,. 15i5-�2
HU216-2 (Min.)
HUG216-2 (Min.)
(20) 1/4 x 23/4
(2 0) 1/4 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4.920
HU216-2 (Max.)
HUC216-2 (Max.)
(2 6) 1/4 x 23/4
(26) V4 x 11/4
(12) 0.148 x 3
2,015
5,085
2,015
5,0115
MI
HU2163
06)
_(2
HU7 (Min.)
(Not available)
(12) 1/4 x 21/4
(12) Y4 x 11,14
(4) 0.148 x 1 1h
545
2,9B0
760
2,9B0
HU7 (Max.)
(Not available)
(16) 1/4 x 21/4
(16) 114 X 13/4
(8) 0.148 x 1 1h
1.085
3,485
1,085
3,4B5
avaflablp):-
34,
8) ".1/4,17,
1:. K. -
424):Yhx2�A
A
Hull (Min.)
(Not availabl)
(22) 1/4 x 23/4
(2 2) 1/4 X 1314
(6) 0.148 x 1 %
1,135
3,230
1,135
3.230
Hull (Max.)
(Not available)
(3 0) 1/4 x 23/4
(30) '/Tx VY,
T(1 0) 0.1 4B x 1 Yz
1,445
3,735
1,445
3,735
abi
IA x23/4
(21� 1
-1) 1/4X1
(Max;}6)
�Mtkf able)
.23/4
Yi x 7
4X1 4
112
238
STAGGER JOINTS - TYP.T
RAISED HEEL ROOF TRUSSES
'LAN
UPLIFT/SHEAR ANC _
EACH TRJ55 - SEE
PLAN
nip r
NOTE, ADD'L FRAMING NOT
6NOM FOR CLARITY
RA15ED HEEL TRUSS BEARING
sans lire SKI
ROOF SHEATHING-
SOFFIT/FASCIA- SEE.
RAISED HEEL ROOF TRI5SES
-SEE PLAN
RIBBON BOARD-`
SEE SCHEDULE
FOR SPACING 7
FASTENING TO w 2
BBON BOARD- SEE
TRUSSES
-HEDULE FOR SPACING /
15TENING TO TRUSSES
WALL SHEATHING -SEE PLAN
MIN. 15/32' CDX PLYWOOD OR
1/16' 05B WITH 6d GUN NAILS
(0.131' X 2 1/2') ® G' O.C. TO
UPLIFT/SHEAR GYP. CEILING-
-MASONRY WALL-
RIBBON BOARDS
ANCHOR EACH SEE PLAN 4
SEE PLAN
TRUSS- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
MASONRY WALL -
INTO END GRAIN OF ROCA TRUSS
BOTTOM �HORD
SEE PLAN
RA15ED HEEL TRU55 BEARING/ B
SCAM me k,SKI
RIBBON 5CHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBOWATTACHiENT
Wit =165 MPH
(2) 12d GUN (0.131' X 3')
(Vasd•125 MPH)
2X4 6PF-2
24'
TO EACH TRUSS,(4)
EXF'. B,
NAILS AT JOINTS
ENCLOSED
VUII=ISO MPH
(2) l2d GUN (0.131' X 3')
(VascI039 MPH)
2X4 SPF02
16,
TO EACH TRUSS, (4)
EXP.C,
NAILS AT JOINTS
ENCLOSED-
a o o
SHen.nIL
oxen Ixro,=1 non:
ou�er. 11
S K.1
Piggyback Detail - ASCE 7-10i 180 mpP, 30' Mean Hgt, Partlally Enclosed, Exp, C, Kzt=1,00
180 mph Wind, 30.00 ft Mean Hgt, ASCE 7-10, Part. Enclosed Bldg, located anywhere In roof, Exp C, ' Wlnd DL= 5.0 psf (min), Kzt=1,0.
Or 160 mph wind, 30,00 ft Mean Hgt, ASCE 7-10, Part, Enclosed Bldg. located anywhere In roof, Exp D, wind DL- 5.0 psf (min), Kzt=1,0.
Noter Tap chords of trusses supporting piggyback cap trusses must be adequately braced by sheathing or purllns. The building Engineer of Record shall
provide diagonal bracing or any other suitable anchorage to permanently restrain purllns, and lateral bracing for out of plane loads over gable ends.
Maximum truss spacing Is 24' a.c. detail Is not applicable If cap supports additional loads such as cupola, steeple, chimney or drag strut loads.
an ReFer to Enolneer's sealed truss deslon drawina for Plaavback and base truss specifications.
Piggyback cap truss slant nailed to all top chard purlln
++ Flat tap chard purllns required at both ends and at a maximum
bracing with (2) 16d box rialls (0,1351x3.51) and secure top
of 24' Intervals unless otherwise noted on base truss design
chord with 2x4 N3 grade scab (1 side only at each end)
drawing. Attach purlln bracing to the flat tap chord using a
attached with 2 rows of LOd box nails (0,128'x3t) at 4' o,c,
minimum of (2) 16d box nails (0.135'x3.5).
r 12 f
-Flat Top' Chord <= 36'
x In addition, provide connection with one of the following methods)
Trulox 28PB Wave Plaayback Plate
Use 3X8 Trulox plates for 2x4' chord member, and One 28PB wave plggyback plate to each face
3X10 Trulox plates for 2x6 and larger chard ee gg arc. Att hh teeth to ppIg back at t� of
members, Attach to each face [2 8' o.c, with (4) fabrication. %1tach to supporing truss wlh
0.120'x1.375' nails Into cap bottom chord and (4) (4) 0.120'x1.375' nails per face per ply.
In base truss top chord, Trulox plates may be .Piggyback plates may be staggered 4 a.c, front
staggered 4' o.c. front to back fpces. to back faces,
APA'Rated Gusset I 2x4 Vertical Scabs
8'x8'x7/16' (min) APA rated sheathing gussets 2x4 SPF &2, full chord depth scabs (each face).
<(each face), Attach @ 8' o,c. wl%58) Ot co man Attach 8.8' o.c. with (6) l0d box nails (0.128'x3')
<0.113'x2') malls per gusset, <4) cap otiam per scab, (3) In cap bottom chord and (3) In
chord and (4) In base truss top chord. Gussets base truss top chord. Scabs may be staggered
may be staggered 4' o.a front tt back faces. 4' o,c. front to back faces.
� MMUDW TM
REF PIGGYBACK
MWMTANTsN� MAWM M &L CO ViST��
DATE 10/01/14
Trusses require extrane care In Pabracatng, 1landilo. &Wppiny.:hstatan and bracing. Refer to and
Pallas the latest sdtion of SCSI CuLding Conpanent Safety 1. ornation. 6y TPI and s'BG) Par safety
er BCSL
practices prior to pwrfor�g these functions. installers shall Provide tenpararyry �brad�rr��pp X.11
Unl as noted otherwise, tap chard shaU have property attached atr tc t aheath.no and batten chord
DRWG PB180101014
so
shall have a properly attadgd rig uwno. Locatlons shown for permanent lateral restrant of webs
FUve BCSI sandan.ar Bet as Apply plates to each Faw
1110,s,
d n ^� NIEshall
"emu's
Un.soble.
an -the J unless noted .P='lae.
of truss and ppoasition as sham ahaw and on t3, Joint
end pay ion ased own
Refer to drowNos 160A-2 for standard plat. positions.
AN ITWCDMPAN:
Aipins, a dvlslan of ITV Bu0.dinY Conpane,rts Group ewo shall net be responsible for my devlatlpn from
tWs draslno, onY Falure to hWld thr trues N canfarnance dth ANS[/TPI 1, ar Par hmdins, ahippino,
w,stallatbn t< brac4p F trusses. '
A seal an tics drowk.g ar aver pnp Ibtw,g tHs drowtq, Y,dcotts nex:eptanee oP professlarwl
er,ynwsrleq ivponsWllty sdely Par tfr deaM shorn: TM sW4rWiY and use aP the dwwkq
far mY strve«re Is tlw re snlonters I 1 Swwae2b .
tJhoehugen. pddwere
w
SPACING 24.0
13360 Lakefront Drive
Earth City, MD 63046
Famae IrAlan a.ey this 'Bs ro4l eAand these dtea,
c=
ALPDZ waapbeltw.al TPwspsoral w.isrygl XCD
Ttis dawru at has boon e18*oNc* sigmd
and seeied sing 8 CHOW Smaturo. Printed
Copies W Olott an origind sigratwo ffxpAbo
Yelled using'ft original 8ieMnicy815jJn.
^{ COA #0 278
,.•••• ,, :+ 03/04/2021
.�`tr�;'.+` 1C,�>V��'• ;jam
?Qb�
-a
STATE
�xx0NAI
ALPINE
AN ITW COMPAW
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone:(800)755-6001
www, alpineltw. com.
Customer, Carpenter Ccntractors of America
Job Number N334504
Job D) ss ion: 7A5f320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
Address. -
(ntelliVlEW Version: 20.02.00A
Design Code: FBC 7th Ed. 2020 Res
JRef #.- 1=89750104
Wind Standard:
ASCE 7-16 Wind Speed (mph): 160
Design Loading (psq: 37.00
Building Type:
Closed
This package contains general notes pages, 29 truss drawing(s) and 5 detail(s).
item=
�1r,�luing �uinber
1"rtsss : ; = . ,�, � < � t t _a,•.:
1
063.21.1340.55398
Al
3
063.21.1340.56492
A3
5
063,21.1,340.55320
A5
7
063.21.1340.55648
A6
9
063.21.1340,56164
A10
11
063,21.1340.56087
A14G
13
063.21.1340.56664
132GE
15
063.21.1340.56258
C2GE
17'
063.21.1340,57070
D2
19
063.21:1340.56227
V4
21
06321.1340.55712
EJ7
23
063;21.1340.56852
EJ3
25
063.21.1340.56946
CJ5
27
063.21.1340.56633
CJ1
29
063.21.1340.56368
HJ3A
31
GBLLETIN0118
33
VAL180160118
tt�e��
#BreWr1`195Nttiil%ei �"
'T�`uss� ��,�
2
063.21.1340.55758
A1A
4
063.21.1340.55633
A4
6
063.21.1340.56367
A5GE
8
063.21.1340.55258
A8
10
063.21.1340.55680
Al2
12
063.21,1340.55399
B1
14
063.21.1340.55337
C1
16
063.21.1340,56711
D1
18
063.21.1340157117
D3G
20
063.21.1340.57273
V8
22
063.21.1340.56853
EJ7A
24
063.21.1340.55336
EJ2
26
063.21,1340.57088
CJ3
28
063.21.1340.55820
HJ7
30
A16015ENC160118
32
CNNAILSP1.014
34
VALTN1601'18
tFlorida Certificate of Product Approval #FL1999
t
Printed 3/4/2021 1:53:42 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component.installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality -facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms. not explained above are as defined in TPI 1.
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.orq.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com.
Page 3 of 3
SEQN: 250001 / COMN Ply: 1
FROM: RWM Qty: 16
6'1 "7
6'1"7
m
b
713
Job Number: N334504
,7A5/320 ,182ED,F ,0213 ,RIO1 / 1828/CALI/4EBB ELEV.D/F
Truss Label: Al
12'11"15 1 19'10" 26'8"l
6'10"8 6'10"1 + 6'10"1
5X5
E
Cust: R8975 JRef:1X3f89750104 T10
DrwNo: 063.21.1340.55398
TCE / YK 03/04/2021
33'6"9 + 39'8"
6'10"8 6'17
39'8"
1&0 9'10" 10 1
10' 19,101, 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 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.222 K 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 K 999 240 B 1711 /- /_ /961 /309 /444
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 J - - H 1711 /- /- /961 /309 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.140 J Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0
TCDL: 5.0 psf H Br Width = 8.0 Min Re
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.617 9 q = 2.0
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.882 Bearings B & H are a rigid surface.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.457 Bearings B & H require a seat plate.
FT/RT:20
Loc. from endwall: not in 9.00 ft (0)/10(0) Members not listed have forces less than 375#Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1490 -3155 E - F 1130 -2029
C - D 1366 - 2875 F - G 1366 - 2875
Top chord: 2x4 SP #2 N; D - E 1130 - 2029 G - H 1490 - 3155
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1 X4 #3SRB or better continuous lateral restraint to B - L 2759 -1207 K - J 2278 - 858
be equally spaced. Attach with (2) 8d Box or Gun L - K 2278 -879 J - H 2759 -1186
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 541 -134 K - F 530 -745
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web D - K 530 -745 F - J 541 -134
member. Attach with 0.128x3" gun nails @ 6" oc. �8titiittltaef1rihfrjrff E - K 1362 -605
Loading is H.
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance. 84$ +,
0
Wind �
Wind loads based on MWFRS with additional C&C a ; di 7.08 1 ` M
member design.
Wind loading based on both gable and hip roof types. o "
COA AL
6f#a9r86aiaNtt'i
03/04/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Alpine, a division of ITW Buildin,$QComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover paqe
listing this drawing indicates acceptance of professional enccLLsneering responsibilittvy solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIlfPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw com; TPI: tpinst or • SBCA• sbcindustrycom; ICC• iccsafe orq• AWC: awc orq
ALPINE
ANMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250030 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3f89750104 T25 /
FROM: ALS Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.55758
Truss Label: AlA �TCE / YK 03/04/2021
i r 7"2 12+ 1"122 I 19'10" 31'8"14 , 398
7'111"2 'i 3'88'0"14 12
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 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; W3,W6,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.
(1) - plates so marked were sized using 0% Fabrication
Tolerance, 0 degrees Rotational Tolerance, and/or
zero Positioning Tolerance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
The 5-0-0 section of Bottom Chord at 8-8-0
elevation between panel points R and N may
be field -removed as required provided that
all remaining plate/wood contact areas stay
intact and undisturbed.
For more
=6X6
F
39'8"
39"3 3' 6'8" 90"11
11'10'4i 14' 17' r Us" 31'8"11 39'8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.386 O 999 240
VERT(CL): 0.669 0 706 240
HORZ(LL): 0.168 K - -
HORZ(TL): 0.314 K
Creep Factor: 2.0
Max TC CSI: 0.791
Max BC CSI: 0.896
Max Web CSI: 0.765
VIEW Ver: 20.02.00A.1020.20
Laterally brace Bottom Chord above filler at
24" oc, including a lateral brace at chord ends.
(Not required if 5-0-0 section of lower Bottom
Chord is removed as noted (')).
0
a �
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s �y
4
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03/04/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
of
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /961 /309 /444
1 1556 P /- /961 /309 P
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 1410 - 2745 F - G 1410 - 2068
C - D 2144 - 4245 G - H 1218 - 2103
D - E 1499 - 2794 H - 1 1423 - 2777
E - F 1658 - 2771
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2371 -1107 L - K 2402 -1107
Q - M 3738 -1614 K - 1 2406 -1106
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
814 -1523
M - F
2007 -1008
C - Q
1476 - 551
M - L
1864
- 604
S - Q
2850 -1327
F - L
492
- 506
Q - D
1271 - 562
L - G
452
- 368
D - M
825 -1539
L - H
475
- 688
AgComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
;IlTPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page
cceptance of professional en meenng responsibilittv� solely or the design shown. The suitability and use of This
responsibility of the Building�esigner per ANSI/TPI 1 Sec.2.
reb sites: _Alpine: alpineitw.com; TPI: 1pinsl.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.oro
ALPINE
AN M COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250031 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3f89750104 T2 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.56492
Truss Label: A3 / YK 03/04/2021
6'1"7 + 12'11"15 i 19'10" + 24'4"
6'17 6'10"8 6'101 4'6"
=5X5
E
B3
1114X4
33'6"9 39'8"
9'2"9 -i'� 6,1„7
20'8" 5'8" 13'4"
10' 910 4'6" T 5'4" 10, 1'
10' 19'10" 24'4" 2T' F 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or "=PLF
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.033 M 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.082 M 999 240 B 871 /- A /610 /172 /444
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.011 L - - N` 247 A /- /156 /73 A
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.024 C - H 508 A A /427 /147 NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.961 B Brg Width = 8.0 Min Req = 1.5
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.737 N Brg Width = 68.0 Min Req = -
H Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.420
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Bearings B, N, & H are a rigid surface.
Gend all: Plate :20(0) 1 Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs)
Lumber Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; B - C 606 -1330 G - H 246 - 579
Bot chord: 2x4 SP #1; B3,B4 2x4 SP #2 N; C - D . 479 -1037
Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N;
Bracing Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp.
be equally spaced. Attach with (2) 8d Box or Gun B - M 1138 -532 K - J 952 -498
nails(0.113"x2.5",min.). Restraint material to be supplied M - L 691 -320 J - H 484 -143
and attached at both ends to a suitable support by
erection contractor. L - K 967 -518
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs Maximum Web Forces Per Ply (Ibs)
for (2) CLR'S where shown. Scab reinforcement to be Webs Tens.Comp. Webs Tens. Comp.
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc. C - M 375 -360 K - F 885 -1188
y#gta9ltticriaf/�1, �� M - D 558 -150 F - J 573 - 255
Wind i Ij��vf D - L 559 -715 J - G 495 -484
Wind loads based on MWFRS with additional C&C, L - F 769 -272
member design. ��R+4as•® �` °•• ° i' `�A
Wind loading based on both gable and hip roof types.
s ®. 708 I
a y s
O
.
S i 0
+. ® s 4
l%am-
i'
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✓ ,11gir reIA1111
03/04/2021
"`WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
."IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, 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 pnor to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attache rigid ceiling Locations shown for permanent latefel restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in conformance with ANSI/ PI 1, or for handling, shipping,, -installation and bracin44 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encLmeering responsibilittyy solely for the design shown. The suitability and use of s
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 250032 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3f89750104 T9 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.55633
Truss Label: A4 SSB / WHK 03/04/2021
6'1 "7
6'1 "7
12'6"15 i 19' + 20'9" 27'1"l
6'5"8 6'5"1 1'8' 6'51
;5X5=5X5
E F
39,8„
9110"
T 10' 19,10"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
9.10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
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: 0.747
Max Web CSI: 0.625
Ve r: 20.02.00A.1020.20
HI
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03/04/2021
33'6"9 39'8"
6'5"8
10,
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /963 /310 /427
1 1556 /- /- /963 1310 /-
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 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - 1 1542 - 2800
E - F 1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1262 L - K 2030 - 937
M - L 2030 - 957 K - 1 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
M - D
508 -119
L - F
548 - 356
D - L
521 - 683
L - G
521 - 683
E - L
548 - 356
G - K
508 -119
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and'SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise, top chord shall have �Toper)Y attached structural sheathing and bottom chord shall have a properly
lid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
i it AppTy plates to each face, oP truss and position as shown above and on the Joini Details, unless noted otherwise. Defer to
is i our,-z- iur scanuaw puce posmon5. Meyer To 1oD s ueneral. Notes page Tor aaamonal imormation.
a division of ITW Building�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI/TPI 1, or for handling, shipping,, mstallapon and bracin of trusses. A seal on this drawing,
or cover page
Tis drawing indicates acceptance of professional anpmeering responsibilitty� solely -for the design shown. The suitability and use of this
for any structure is the responsibility of the Building0 esigner per ANSIrrPI 1 Sec.2.
AL NE
ANMCOW-
6750 Forum Drive
Suite 305
Orlando FL, 32821
AWC:
SEQN: 250033 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3f89750104 T8 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,13101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.55320
Truss Label: A5 SSB / WHK 03/04/2021
P
0
co
7'10"14 17' 22'8"
7' 10"14 9-1-2 5'8"
:5X5 =5X5
D E
39'8"
31'9"2 39'8"
9' 1 "2 71014
�1' + 10, + 91101. + 9110"
10, 19,10" 29'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.149 J 999 240
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.279 J 999 240
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.060 1 - -
Des Ld: 3_ EXP: C Kzt: NA HORZ(TL): 0.112 1
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.760
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.755
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.989
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
GCpi: 0.18 Plate Type(s):
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
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) 1X4 #3SRI3 or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.gst4i►ayarerts�rrrrpri
Wind t . �jf°✓%,
Wind loads based on MWFRS with additional C&C _` ,•++*O$°••.o° 1 ��'�i,;
member design. �.?���•e�'`r� �• .�f� 4�
«° \j t� ®•
Wind loading based on both gable and hip roof types.
i
s
c
�4 A� 0' R
03/04/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest
Component Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom ch
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI s
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless note(
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Aloine, a division of ITW Buildina Components Grout) Inc. shall
any
10' �i.1
"
39'8
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1552 /- /- /965 /318 /386
G 1552 /- /- /965 /318 L
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
D - E 1352 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1373 J - 1 1695 - 842
K - J 1695 - 863 1 - G 2393 -1352
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 498 -448 E - I 770 -435
K - D 770 - 435 1 - F 498 - 448
not, be responsible for any deviation from this drawing, any. failure to build the
g,. installation and bracin of trusses. A seal on this drawing or cover pa4e
Bring responsibility solely -for the design shown. The suitability and use Nis
signer per ANSIITPI 1 Sec.2.
AL NE
7comp"y
6750 Forum Drive
Suite 305
Orlando FL, 32821
TPI:
SEQN: 250065 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1XY89750104 T11 /
FROM: RDP Qty: 1 ,7A,, 20 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.56367
Truss Label: A5GE / YK 03/04/2021
�12'11.15 11'4 3 5'2
23-15 '41 2
21.17 ' 231T 1 3s1o1'10"7 33'8' 39'8' s� 3'ss T73• � s•1a•1 + r r � zro•i�=7 Ts� ' s•1.1a "'
1018'�12-I a5K8
f: a
21' i S' i 13'81
�1' 10' 4 13'12 5' 3'8' 3'
10 19'8.4 21 26' 29'e' 32'8°
i 21'11'12
-1 13712 �
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pfin PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.106 AE 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 769 /_ /_ /504 /323 /444
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.211 AE 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.044 1 - -
AB 2335 /- /- /945 /990 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.088 1 - -
Z 1079 /- /- /484 /352 A
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: .2 psf
Creep Factor: 2.0
T 519 A /- /398 /219 /-
' Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.646
Wind reactions based on MWFRS
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.645
B Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: No
Max Web CSI: 0.957
AB Brg Width = 8.0 Min Req = 2.8Z Brg Width = 8.0 Min Req = 1.5
Loc. from endwall: NA
FT/RT:20(0)/10(0)
T Brg Width = 8.0 Min Req = 1.5
GCpi: 0.18
Plate Type(s):
Bearings B, AB, Z. & T are a rigid surface.
VIEW Ver: 20.02.00A.1020.20 1
Wind Duration: 1.60
WAVE
Bearings B, AB, Z, & T require a seat plate.
"umuer
Top chord: 2x4 SP #2 N;
Bot chord: 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 pif at 10.67
TC: From 76 plf at 10.67 to 76 pif at 32.67
TC: From 56 pif at 32.67 to 56 plf at 40.67
BC: From 20 plf at 0.00 to 20 pif 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.
Wind loading based on both gable and hip roof types.
�� w�wa44�e!•" 6Jy''1
munweis 1Wt iistea nave IDrces less Inan Jrb$
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - C
465 -1090
1-1
391
-195
C - D
335 - 815
J - K
390
-199
D - E
399 - 762
K - L
536
- 262
E - F
411 -759
L - M
608
-296
F - G
397 - 678
M - N
506
- 244
H - 1
377 -185
S - T
228
- 610
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B -AH
922 - 479
AA- Z
375
- 227
AH-AG
486 -261
Z-Y
388
-286
AG-AF
486 -261
Y-X
388
-286
AF-AE
486 -261
X - W
491
-156
AE-AD
486 -261
W - V
491
-156
AD -AC
486 -261
V - T
491
-156
AC -AB
479 -325
p. 708 1 ` 2 aximum Web Forces Per Ply (Ibs)
a °
•
Webs
Tens.Comp.
Webs
Tens. Comp.
AH-AI
518 -256
AB -AR
304
-482
p•• ®°
AI-AJ
AJ-G
555 -273
519 -269
AR -AS
AW-Z
445
272
-568
j�f
®e d® +
G -AL
514 -933
AW- N
237
-747
-676
�1!°�•+�f�gww•�1mOm®a®°a��,
["
AL -AN
498 -920
N-AX
683
-357
AN -AP
519 -955
wCOA �ip `,�i
AP -AC
540 - 984
X-AZ
3011
- 478
ft�yypyttatlA
AC- K
792 -505
AZ -BB
275
-472
03/04/2021
K -AB
546 -1366
BB- S
326
-457
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
a division of ITW Buildingg Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI/TPI 1, or for handling, shipping,. installation -and brac!n of trusses. A seal on this drawin or cover pa e
his drawing indicates acceptance of professional engqineering responsibilit�yy solely or the design shown. The suitability and use of this
3 for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.
2.
e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.or ; SBCA: sbcindustry_.com; ]CC: iccsafe.org; AWC: awc.orq
ALPINE
AN I1Y.' COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250035 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1X3f89750104 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 063.21.1340.55648
Truss Label: A6
SSB / WHK 03/04/2021
7'10"14 15' 24'8" 31'9"2 39.8"
f
7'10"14 7'1"2 9'8" T1"2 7'10"14
.6X6 x 6X6
D T3 E
12
6 g5X5 �SF5
b C
r W
W1
B G
A
1, H
4X6(A2) =5X5 =5X5 =5X5=4X6(A2)
39'8"
1' 10' 9'10" 9'10" 10, 1'
10' 19,10" 29,8" r 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 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 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: If 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 Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 g q =
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): I Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1807 -2729 E - F 1827 -2537
C - D 1826 - 2538 F - G 1807 - 2729
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -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 -1483 J -1 1847 -1110
member design. K - J 1847 -1131 I - G 2363 -1462
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 394 - 358 E - 1 628 - 300
K - D 628 - 300 I - F 394 - 358
}4ttlStt08f8¢ltiitpa
It,
si
9
Ca I
@
@
@ w
9 ¢�j
Si✓
,e
COAtL
03/04/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety to these functions. Installers
practices prior performing shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have �roper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown.above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin4of-trusses. A seal on this drawinq or cover pa a
listing this drawing indicates acceptance of professional engineenng responsibilitty�r solely -for the design shown. The suitability and use of this 6750 Forum Drive
drawing for any structure is the responsibility of the Building -Designer per ANSUTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; MC: awc.orcl Orlando FL, 32821
SEQN: 250036 / HIPS
Ply: 1
umber: N334504
Cust: R 8975 JRef:1X3f89750104 T6 /
FROM: RWM
Qty: 1
F,7A20 182ED,F,02G,RI01/1828/CALI/4EB6ELEV.D/F
DnvNo: 063.21.1340.55258
Label: A8
SSB I WHK 03/04/2021
6'9"4 13 19,10" 26'8"
32'1012 39'8"
6'9"4 6'2"12 6'10" 6'10"
6'2"12 6'94
e 5X5 III 2X4 = 5X5
D E F
12
6 '2X4 W
C
2X4
o
G
io W3
B
H
A
4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
39'8"
10' 9110.. 9'10"
10,
10' 19,10" 29,8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240
Loc R+ ! R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240
B 1556 /- /- l953 /716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 /- /- /953 1716 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J -
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.0 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543
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: 0.754
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: 0.687
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2014 -2780 E - F 1973 -2289
C - D 1925 - 2523 F - G 1925 - 2523
Top chord: 2x4 SP #2 N;
D - E 1973 -2289 G - H 2O14 -2780
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2421 -1686 K - J 1982 -1323
member design.
L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 381 - 339 K - F 425 - 401
L - D 535 -183 F - J 535 -183
D - K 425 -401 J - G 381 - 339
00 4111111tltlfgtdlta tf
E - K 585 -391
&
�m D
® % '�. ♦
y
p« 08 1
W 2
e s
COA NAL
r
` Eaetttaatl"11,
03/04/2021
*`WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, 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 oyherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicaI5 e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANR COMPAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, instailation and bracingof trusses. A.seal on this drawing or cover pa a
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this 675o Forum Drive
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2500371 HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3f89750104 T5 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01. / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.56164
Truss Label: A10 SSB / WHK 03/04/2021
5'9 28'8" 33'10"12 39'8"
5'9"4 6712 8' 918" 52"12 5'9"4
=5X5 =5X5 =5X5
D E T3 F
T 12
� 6 F�7' I'-2C4 W �2X4
(a) (a) G
0
v� W3
B H
a^s A I
4X6(A2) =5X5 = 5X8 =5X5 = 4X6(A2)
10,
10'
91101,
19,10"
39'8"
9' 10"
29'8"
10, 1
39'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf. NA Ce: NA
VERT(LL): 0.213 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /940 /718 /264
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.399 E 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.068 J - -
H 1556 /- /- /940 /718 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.127 J
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.934
H Br Width = 8.0 Min Re
9 q = 1.8
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.752
Bearings B & H are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.751
Bearings B & H require a seat plate.
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
Members not listed have forces less than
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
o r
Lumoer C - D 2057 -2533 F - G 2066 -2539
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578
be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 470 -71 K- F 626 -612
for (2) CLR'S where shown. Scab reinforcement to be D - K 739 -778 F - J 466 52
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc. a #a##otittaitt)d�'�lttf E - K 789 -534
Wind
Wind loads based on MWFRS with additional C&C' • m�°"•®RO9gj'�°a• `� °r
member design. ® q *
x
Wind loading based on both gable and hip roof types.
r
:* S Ar o
� s
0
x��s6mvr rays®•'��[w�'�4,.
` frt:ie"t;11
03/04/2021
""WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per-BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attache tl 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 Joini Details, unless noted otherwise. Defer to - ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANR COWAW
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili(� solely for the design shown. The suitability and use of Phis
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec. 2. Suite 305
For more information see these web sites: Adpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
r
SEQN: 250038 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JWAX3M9750104 T4 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 063.21.1340.55680
Truss Label: Al2
SSB / WHK 03/04/2021
9' 1 T 22'8" 1 30'8"
39'8"
i 91 8' 7 5-8" i 8'
9'
,6X6 =5X5 =4X4
=6X6
C T2 D E T3
F
12
6
T
(a) (a)
b W
W5
l B
G
A
H
-8'8"
4X6(A2) -6X6 =6X6 =6X6=4X6(A2)
39'8"
10' 9'101. 9'10"
10,
10' 19,101, 129'8"
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 7-16 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): 0.251 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 /- A /921 /720 /223
BCDL: 10.00 Risk Category: II Snow Duration': NA HORZ(LL): 0.081 1 - -
G 1556 1- A /921 /720 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.150 1
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.psf FBC 7th Ed. 2020 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: 0.834
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)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2250 -2705 E - F 2239 -2478
C - D 2238 - 2478 F - G 2250 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
D - E 2906 -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) 1 X4 #3SRB or better continuous lateral restraint to
B - K 2330 -1856 J - 1 3176 - 2629
be equally spaced. Attach with (2) 8d Box or Gun
K - J 3174 - 2647 1- G 2329 -1835
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
C - K 718 -428 E - 1 944 -834
for (2) CLR'S where shown. Scab reinforcement to be
K - D 940 -832 I - F 718 430
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
pgtattettitiaU'rl
Wind61,
Wind loads based on MWFRS with additional C&C 0 s"°"
design.
member �a
Wind loading based on both gable and hip roof types.
a
s n
o a"
soll
t4
03/04/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition
Component Safety Information, by
of BCSI (Building
TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
A LPI N E
Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANITWCOMPANY
truss in
conformance with ANSI/ PI 1, or for -handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawin indicates acceptance of professional engineering responsibili{{�� solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2500561 HIPS
Ply: 2
Job Number: N334504
Cust: R 8975 JRefAX31`89750104 T12 /
FROM: LPM
Qty: 1
7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALIAEBB ELEV.D/F
DrwNo: 063.21.1340.56087
Truss Label: A14G
SSB / WHK 03/04/2021
2 Complete Trusses Required
7' 17' 22'8" 32,8"
39'8"
7' 10' 5'8" 10,
7'
=6X6 =8X8 =8X8
12 C T2 D T3 E T4
=6X6
F
6
T �
o
�
1 B
G
A
H
4X6(A1) = 8X8 = 8X8 = 8X8=4X6(A1)
39'8"
�1' 10' 9110.. 9'10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240
B 3135 /- /- /- /1427 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - -
G 3136 /- /- /- /1428 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 1
Wind reactions based on MWFRS
Mean Height: 10.51 ft
NCBCLL: 0.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
FBC 7th Ed. 2020 Res. Max TC CSI: 0.676
Soffit: 0.00 BCDL: 5.0 psf
G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507
Bearings B & G are rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.760
Members not listed have forces less than 375#
Loc. from endwall: NA FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 1424 - 3094 E - F 1534 - 3602
C - D 1533 - 3601 F - G 1425 - 3094
Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS;
D - E 2128 -4831
T3 2x6 SP #2 N;
Bot chord: 2x6 SP SS;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Nailnote
B - K 2752 -1257 J - 1 4769 -2187
Nail Schedule:0.128"x3", min. nails
K - J 4768 -2187 I - G 2753 -1258
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Maximum Web Forces Per Ply (Ibs)
Use equal spacing between rows and stagger nails
Webs Tens.Comp. Webs Tens. Comp.
in each row to avoid splitting.
C - K 1287 - 417 E - I 727 -1297
Loading
K - D 727 -1298 I - F 1287 -417
#1 hip supports 7-0-0 jacks with no webs. ygltttfiiteuHgrtjr��"
Wind U.����.;,�
°rO4e"
Wind loads and reactions based on MWFRS.
�y�� "barer••®add
Wind loading based on both gable and hip roof types.
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0.708 1
s a �
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® rod�p
COA W>NAi
RlMAII
03/04/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handiin shipping, installing and bracing. Refer to and follow the latest edition
of BCSI (Building
Component Safety Information, by TPI an cJ SBCA) fo'r safety practices pnor to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have roper) attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint otYwebs 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 Joint9Detatls, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE�
Alpine, a division of ITW Building Components Group Inc. shall not;be responsible for any deviation from this drawing, any failure to build the ANnWCOMPANV
truss in ANSI/TPI 1, for handling,
conformance with or shipping,. installation. and bracingof trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility�%y solelyor the design shown. The suitability and use of this
drawing for any sfr'ucture is the responsibility the Building -Designer ANSI/TP1 1 Sec.2. Suite 305
of per
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcmdust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250039 /
FROM: RWM
m
m
ro
43
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 "
Ply: 1 Job Number: N334504
Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: B1
5'7"4 10,8" 15'8"12
5'7"4 60"12 5'0"12
8'
8'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: 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.
Wind loading based on both gable and hip roof types.
4X4
D
21'4"
5'4"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): 0.047 H 999 240
Lu: NA Cs: NA
VERT(CL): 0.088 H 999 240
Snow Duration: NA
HORZ(LL): 0.020 G - -
HORZ(TL): 0.037 G
Building Code:
Creep Factor: 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.371
TPI Std: 2014
Max BC CSI: 0.611
Rep Fac: Yes
Max Web CSI: 0.232
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
WAX=
`�r._ . •I rr��f
O �
i
•OAT
COA 41!0NAL c'
03/04/2021
21'4"
5'7"4
Cust: R 8975 JRef:1X3f89750104 T20 /
D rwNo: 063.21.1340,55399
SSB / WHK 0310412021
io
_V8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 864 /- /- /529 /397 /229
F 805 /- P /464 /361. P
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C -1190 -1344 D=E 1113 -1152
C-D 1104-1146 E-F 1201 -1351
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1152 - 993 G - F 1161 - 955
H - G 795 - 539
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 471 - 284 D - G 394 - 335
H - D 383 - 322 G - E 479 - 289
**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 proper) attached structural sheathing and bottom chord shall have a properly
attacheri r! id ceiling Locations shown for of lateral restraint otYwebs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicab-le. Apply plates to each face. o truss and positron as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this-drawin or cover pa4e
listing this drawing indicates acceptance of professional engineering responsibili�(�/ solely -for the design shown. The suitabilify and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
ALPINE
ANMCOWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250059 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3f89750104 T3 /
FROM: HMT Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.56664
Truss Label: 82GE / YK 03/04/2021
10,8"
10'8"
�- 4'8" i 2' ---
(TYP) =4F4
21'4"
10'8"
21'4"
21'4"
I' 1' 21,4" 1'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in Ibc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.005 R 999 240
Loc R+ / R- / Rh / Rw / U / RL
B* 125 /- !- /39 /48 /11
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.011 R 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.004 L - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.006 R
B Brg Width = 256 Min Req = -
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
Creep Factor: 2.0
Bearing B is a rigid surface.
Soffit: 0.00
TCDL: 4.2 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.323
Members not listed have forces less than 375#
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.197
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: No _
Max Web CSI: 0.091
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAN/P
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 22.33
BC: From 20 plf at 0.00 to 20 plf at 21.33
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
WIND LOAD CASE MODIFIED!
H•
'MIS
T 0 r
�4drtsasl��`�ri`t
1 3/04/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in_fabri_catinq, handlinq, shipping, installinq and bracing. Refer to and follow the latest i
page
Alpine, a division of ITW Buildin
— truss in conformance with ANSI/
listing this drawing indicates acc(
drawing for any structure is the re
• For more information see these web
of
from this drawing, any, failure to build the
i. _A seal on this drawing or cover page
ign shown. The suitability and use ofq is
ALPINE
ANMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250041 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRefAX3f89750104 T19 /
FROM: RWM city:
1 ,7A,' 320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.55337
Truss Label: C1 SSB / WHK 03/04/2021
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: 11
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.
Wind loading based on both gable and hip roof types.
7'
7'
5X5
C
14'
T
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
14'
7'
7'
14'
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.014 E 999 240
VERT(CL): 0.025 E 999 240
HORZ(LL): 0.008 E - -
HORZ(TL): 0.013 E. -
Creep Factor: 2.0
Max TC CSI: 0.767
Max BC CSI: 0.503
Max Web CSI: 0.119
VIEW Ver: 20.02.00A.1020.20
• •o
0 708 9
sty ss �� 0
03/04/2021
ih
v
�8'8"
m
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 588 A /- /371 /272 /158
D 527 /- P /305 /234 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Reg = 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 805 - 740 C - D 807 - 739
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - E 598 - 542 E - D 598 - 542
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling.Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Applplates-to each face, of truss and position as shown above and on the Joinl Details, unless noted otherwise. Pefer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinlgComponents Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the ANR CCWAW
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing,
or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: 1 inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250061 / GABL Ply: 1 Job Number: N334604 Cust: R8975 JRef:1X3f89750104 T1 1
FROM: RWM Qty: 1 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.56258
Truss Label: C2GE / YK 03/04/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Soacina: 24.0 "
7' 14'
7' 7'
5' 2' —'
(TYP)
=4X4
D
14'
1' 14'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.007 J 999 240
VERT(CL): 0.014 J 999 240
HORZ(LL): -0.004 H - -
HORZ(TL): 0.009 H
Creep Factor: 2.0
Max TC CSI: 0.392
Max BC CSI: 0.242
Max Web CSI: 0.142
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 15.00
BC: From 20 plf at 0,00 to 20 plf at 14.00
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
019
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gq0
gable wind bracing and other requirements.`
�+�� �+►'°
+®•
WIND LOAD CASE MODIFIED!
z
0
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 129 /- /- /40 /50 /12
Wind reactions based on MWFRS
B Brg Width = 168 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
C - D 376 -199 D - E 377 -199
Ver: 20.02.00A.1020.20 1 Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 -403 H - E 511 -403
by .m7 91, 4*0 *�
14
COA�(6�i(,i/ INAL V
03/04/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary.
r BCSI. Unless noted otherwise, top chord shall have properr attached structural sheathing and bottom chord shall have a properl
4e ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
ale. AppTy plates to each face of truss and position as shown above and on the Joinl Details, unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ivision of ITW Build!n Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
lformance with ANSI/ PI 1, or for handling, shipping,, installation. and bracincl of trusses. A seal on this drawinq or cover pa4e
Jrawinp indicates acceptance :of professional engineering responsibilittyy solely -for the design shown. The suitability and use of ihis
any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
ALPINE
MR COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
more
SEQN: 250043 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3f89750104 T13 /
FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.56711
Truss Label: D1 / WHK 03/04/2021
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
5'
5'
=4X4
C
10,
12
6
inn
B D co
4 E 88
F
2X4(A1) III2X4=2X4(A1)
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
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.
Wind loading based on both gable and hip roof types.
10,
5'
5'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
5'
10,
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.007 F 999 240
VERT(CL): 0.013 F 999 240
HORZ(LL): 0.003 F - -
HORZ(TL): 0.006 F
Creep Factor: 2.0
Max TC CSI: 0.345
Max BC CSI: 0.257
Max Web CSI: 0.081
VIEW Ver: 20.02.00A.1020.20
T� •rf��
r ri
♦ ,Oweea.".
_.may>0E a'�'�'��
oa
o. Z08 1
S AT 0
Pe
�
l ��� ®.•.,time®�we��,,�'
COAT
111 sot1164
03/04/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 434 /- /- /286 /202 /134
D 434 /- /- /286 /202 /-
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 522 -494 C - D 521 -494
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 - 293 F - D 396 - 293
"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 propery attached structural sheathing and bottom chord shall have a properly
id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
e. AppTy plates to each face oT truss and position as shown above and on the Jom QDetails, unless noted otherwise. Pefer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information. -
ivision of ITW BuildinQQComponents Group Inc. shall not,be responsible for any deviation -from this drawing, any, failure to build the
iformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing,
or cover page
jrawing indicates acceptance of professional englneenng responsibility solely -for the design shown. The suitabili y and use of This
any s r'ucture is the responsibility of the Building esigner per ANSI/T 11 Sec.2.
ALPINE
ANN COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEON: 250044 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3f89750104 T26 !
FROM: LPM Oty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.57070
Truss Label: D2 / WHK 03/04/2021
Loading Criteria (psf)
TCLL: 20:00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
fl
5'
5'
4X4
C
10,
5'
12
6
co
B D
4 E 88
F
2X4(A1) 1112X4=2X4(A1)
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wnd 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.
Wind loading based on both gable and hip roof types.
10,
5'
5'
Dw Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
5'
10,
Defl/CSI Criteria
PP Deflection in ]cc L/defl L/#
VERT(LL): 0.007 F 999 240
VERT(CL): 0.013 F 999 240
HORZ(LL): 0.003 F - -
HORZ(TL): 0.006 F
Creep Factor: 2.0
Max TC CSI: 0.345
Max BC CSI: 0.257
Max Web CSI: 0.081
VIEW Ver: 20.02.00A.1020.20
03/04/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 434 /- A /286 /202 /134
D 434 A /- /286 /202 /-
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 522 -494 C - D 521 -494
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 - 293 F - D 396 - 293
**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 proper) attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for �ermanent lateral restraint olYwebs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. AppT4y plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$QComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the AN MYCOMPAW
truss in conformance with ANSI/TPI 1, or for handling, -shipping,, installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional anpsneering responsibili(t�v solely or the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Buildings esigner per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250057 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3f89750104 T18 /
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.57117
Truss Label: D3G / WHK 03/04/2021
3' 7' 10,
3' 4' 3'
4X6 4X6
12 C D
6� T
LO
B E
A F 18 8
2X4(A1) 1112X4 1112X4 _ 2X4(A1)
10,
3'1 "12 3'8"8 I 3'1 "12
1 3'1"12 + 6'10"4 10, 1
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 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;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to
56 plf at
3.00
TC: From 28 plf at 3.00 to
28 plf at
7.00
TC: From 56 plf at 7.00 to
56 plf at
11.00
BC: From 20 plf at 0.00 to
20 plf at
3.03
BC: From 10 plf at 3.03 to
10 plf at
6.97
BC: From 20 plf at 6.97 to
20 plf at
10.00
TC: 129 Ib Conc. Load at 3.03, 6.97
TC: 65 lb Conc. Load at 5.00
BC: 80 lb Conc. Load at 3.03, 6.97
BC: 52 lb Conc. Load at 5.00
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.022 H 999 240
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.044 H 999 240
B 625 /- /- /- /316 /-
Snow Duration: NA
HORZ(LL): 0.008 C - -
E 625 /- P P 1316 /-
HORZ(TL): 0.016 C - -
Wind reactions based on MWFRS
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.288
E Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.365
Bearings B & E are a rigid surface.
Rep Fac: Varies by Ld Case
Max Web CSI: 0.059
Bearings B & E require a seat plate.
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
I
Chords Tens.Comp. Chords Tens. Comp.
WAVE
VIEW Ver: 20.02.00A.1020.20
B - C 467 - 962 D - E 467 - 962
C - D 389 - 842
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 829 - 394 G - E 829 - 394
H - G 842 - 389
c.•---•vrrr
�� ®�Y spmaaa a•e f " R j�}
tD.7Q$ 1
03/04/2021
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
)er BCSI sections B3, B7 or B10,
mess noted otherwise. Refer to
a division of ITW Buildinl1Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover page
its drawing indicates acceptance of professional enUeering responsibilittvv solely -for the design shown. The suitability and use of This
for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; [CC: iccsafe.org; AWC: awc.oro
ALPINE
ANO COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250045 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3f89750104 T14 /
FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.56227
Truss Label: V4 / WHK 03/04/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacinq: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
111"8 3'11" 1
1'11"8 I 111"8
12
6 =4X4
B
4X4(D1)=4X4(D1)
A C
10'6"3
D
3'11"
3'11"
3'11"
Snow Criteria (Pg,Pfin PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.004 999 240
VERT(CL): 0.007 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.003
Creep Factor: 2.0
Max TC CSI: 0.070
Max BC CSI: 0.098
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
1 yr`
ri
* 666
• o.708 i °
B °
a' Sp0
03/04/2021
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 75 P P /32 /18 /6
Wind reactions based on MWFRS
D Brg Width = 47.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as appiicab-le. _Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$QComponents Group Inc. shall not. be responsible for any deviation from this drawipg, any failure to build the ANTNCOMPAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinccft of trusses. A seal on this drawingg or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engeenng responsibility solely -for the design shown. The suitabiliTy and use of This
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250046 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1=89750104 T16 /
FROM: LPM Qty: 1 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.57273
Truss Label: V8 KD / WHK 03/04/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
3'11"8 7-11"
3'11 "8 3'11 "8
=4X4
12 B
T
6�
iv
1
A X4(D1)�=_=4X4(Dl)C
-F4
E
t'
D
1112X4
r
7'11"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
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.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
3'11 "8
3'11 "8
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Tl1"8
7'11"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.007 D 999 240
VERT(CL): 0.014 D 999 240
HORZ(LL): -0.003 D - -
HORZ(TL): 0.006 D -
Creep Factor: 2.0
Max TC CSI: 0.266
Max BC CSI: 0.192
Max Web CSI: 0.142
Ve r: 20.02.00A.1020.20
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03/04/2021
♦ Maximum Reactions (lbs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
E' 75 /- A /35 /26 /8
Wind reactions based on MWFRS
E Brg Width = 95.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - D 478 -315
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
Crilper BCSI. Unless noted otherwise, top chord shall have proper )v attached structural sheathing and bottom chord shall have a properly
d ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
e. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or -cover pagqe
1is drawing indicates acceptance of professional engineenng responsibility solely -for the design shown. The suitabilify and use Nis
I for any s ructure is the responsibility of the Building�DDesigner per ANSVT I 1 Sec.2.
e information see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
ALPINE
WrW COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 2500471 EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3f89750104 T15 /
FROM: HMT city:
8 7A5/320 ,182ED,F ,02G ,RI01 / 1628/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.55712
Truss Label: EJ7 KD / WHK 03/04/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
SDacino: 24.0 "
C
12711
12
6
M
O u7
co M
[r
B
A 8-8"
D
1, + 7
7'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCp!: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 D -
HORZ(TL): 0.028 D
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI:. 0.000
VIEW Ver: 20.02.00A.1020.20
��� ���•a•[16g0p•e e
p o. 7,,08 1
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v
03/04/2021
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /- /249 /108 /208
D 125 /- /- 173 /- /-
C 174 /- A /128 1169 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, _
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE�
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANRWCOMGANY
truss In conformance with ANSI/TPI 1, or for handling, shipping,, installation. and bracin of trusses. A seal on this drawingor cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitabilifand use of 4 is
drawing for any s9r'ucture is the responsiibllity of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc,org Orlando FL, 32821
SEON: 250048 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef.,1X3f89750104 T21 /
FROM: HMT Oty: 6 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.56853
Truss Label: EJ7A / WHK 03/04/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T3
2X4(A1)
Wind Criteria
Wind Sid: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
7'
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
B
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.016 C -
HORZ(TL): 0.030 C -
Creep Factor: 2.0
Max TC CSI: 0.738
Max BC CSI: 0.513
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
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03/04/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
A 270 A A 1179 /71 /186
C 126 A /- /76 A A
B 177 A A /132 /171 A
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating,- handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per SCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or 1310,
as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z far standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin44 of trusses; A seal on this drawin or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional encLsneering responsibilit(y� solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:250049! EJAC Ply: 1 Job Number: N334504 Cust:R8975 JRef:1X3f89750104 T24 !I
FROM: LPM Qty: 3 7A5l320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.56852
Truss Label: EJ3 / WHK 03/04/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
41.3
V
1r 31
3'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SIP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf In PSF)
Pg: NA ' Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
9
T
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.248
Max BC CSI: 0.112
Max Web CSI: 0.000
EW Ver: 20.02.00A.1020.20
lz��4
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it
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03/04/2021
10'2"11
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 188 /- A /157 /71 /100
D 52 /- A /28 A A
C 65 A A /45 /66 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"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 proper)y attached structural sheathing and bottom chord shall have a properly
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 Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the A,,,,,,ro,,, ANY
truss in -conformance with ANSI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engmeering responsibility solely -for the design shown. The suitabili y and use of this
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250050 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3f89750104 T23 /
FROM: RWM Qty: 2 ,7A,' 20 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.55336
Truss Label: EJ2 KD / WHK 03/04/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
12
C
9r8r'4
M
ti It Lo
_T_ 8p
4 rpri
A U
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 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.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2X4(A1)
2'
21
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.001 D -
Creep Factor: 2.0
Max TC CSI: 0.137
Max BC CSI: 0.026
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
03/04/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh. /Rw /U /RL
B 157 /- A /140 154 /52
D 32 /- /- /18 , /- /-
C 34 /- /- /20 /26 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
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, handling,shipping, installing and bracing. Refer to and follow the latest edition of
t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall pro%
r BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall I
id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI'sections B'
e. Applgy plates to each -face. of truss and position as shown above and on the Join Details, unless noted otherwi:
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Com
truss in conformance with ANSI PI 1,
listing this drawing indicates acceptan
drawing for any structure is the respon
For more information see these web sites:
deviation from this drawing, any failure to build the
of trusses. A seal on this drawing or cover page
or the design shown. The suitability and use of this
AL NE
mmvcawm
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250051 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3f89750104 T34 /
FROM: JRH City: 4 ,7A51320,182 ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.56946
Truss Label: CJ5 KID / WHK 03/04/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
11'2"5
12
6
M
iV iM
C'M
B
1 A 8,$N
D
1 } 4'11"4
4' 11 "4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pfin PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.549
Max BC CSI: 0.257
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
p 'iP
0.708 1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- A /200 /88 /152
D 89 /- /- /51 /- A
C 118 /- /- /85 /116 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
0
r d ®P •
opp A-,o
COA Xi6 . /ON AIL$\�l`
rY'pmbamn
03/04/2021
"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 proper)v attached structural sheathing and bottom chord shall have a properly
)iid ceilingg Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 87 or B10
e._ Appyy plates to each face. oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
a division of ITW Building�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI/TPI 1, or for handling, shipping,, installation. and bracin44 of trusses. A seal on this drawing or cover pa e
"is drawing indicates acceptance of professional enpineenng responsibility solely -for the design shown. The suitabilify and use of this
1 for any s ructure is the responsibility of the Building�-DDesigner per ANSI/T 11 Sec.2.
ALPINE
AN" 10AN
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250052 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3f89750104 T33 /
FROM: LPM Qty: 4 ,7A5/320 ,182ED,F ,02G ,Riot / 1828/CALIMEBB ELEV.D/F DrwNo: 063.21.1340.57086
Truss Label: CJ3 / WHK 03/04/2021
�— 1'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 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.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf
in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D -
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
rq�.��.146
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03/04/2021
10'2"5
rn
i�
CV
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 f71 /99
D 50 /- /- /27 /- /-
C 63 /- /- /44 /64 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached r! id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 03, B7 or B10,
as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANrrWCOMPAW
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation. and bracin4 of trusses. A sea! on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional ancLineenng responsibilittyy solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or • SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:250053/ JACK Ply: 1 Job Number: N334504 Cust:R8975 JRef: 1 X3f89750104 T29 /
FROM: LPM Qty: 8 ,7A5l320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.56633
Truss Label: CA / YK 03/04/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Soacina: 24.0 "
12
6 � C
43
V
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
1, 11 "4
11 "4
:)W Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
o
o. 708 1 '
•
SAT O
COA AW.8 DNAL
03/04/2021
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- /145 f76 /45
D 11 /-2 A /14 /10 /-
C - A15 A /29 /33 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
—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 sa shipping,
practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted o"therwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
tiaid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
e._ Apply plates to each face. of truss and position as shown above and on the Join i Details, unless noted otherwise. Defer to
Is 1 ouri-1- Tor sianoara plate positions. nerer to loos uenerai notes page Tor aaanionai information.
a division of ITW Buildin$QComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
conformance with ANSI 1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawingor cover page
1is drawing indicates acceptance of professional emmneenng responsibility solely -for the design shown. The suitabili and use of this
I for any sCr'ucture is the responsibility of the Building -Designer per ANSI/T I 1 Sec.2.
AWC:
ALPINE
MrrWCOWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
•
SEQN: 250054 / HIP_ Ply: 1 Jab Number: N334504 CuA R 8975 JRef:1=89750104 T22 /
FROM: HMT city: 2 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.55820
Truss Label: HJ7 �TCE / YK 03/04/2021
5'3"5
5'3"5
9'10"1
4'6"l 1
7
12'2"3
12
4.24 2X4
C
v
m �
v
B
3 A 8'8"
FE
2X4(A1) =4X4
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
�-- 1'5"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0. 1 62"x3.5') nails at top chord
(3) 16d common (0.162"x3.5") nails at bottom chord
9'2"2
9'2"2
Snow Criteria (Pg,Pf
in PSF)
Pg: NA Ct: NA
CAT: NA
Pf. NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
7"1
9'1(
Defl/CSI Criteria
PP Deflection in too Udefl U#
VERT(LL): 0.049 F 999 240
VERT(CL): 0.092 F 999 240
HORZ(LL): 0.012 C - -
HORZ(TL): 0.023 C -
Creep Factor: 2.0
Max TC CSI: 0.542
Max BC CSI: 0.670
Max Web CSI: 0.261
VIEW Ver: 20.02.00A.1020.20
a
0. 7as i
I
0 nr vt J` �
COA KJ9- 0NAL
03/04/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 /-
E 364 /- /0 !- /84 /0
D 214 A /- /- /177 A
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 392 - 565
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 534 - 356
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 391 - 587
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached d id -ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to A LPI N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibilit(y� solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821
SEQN: 250055/ HIP_ Ply: 1 Job Number: N334504 Cust: R8975 JRef:1X3f89750104 T17 /
FROM: LPM Qty: 2 7A5/320 ,182ED,F ,02G ,R101 /1828/CALI/4EBB ELEV.D/F DrwNo: 063.21.1340.56368
Truss Label: HJ3A TCE / YK 03/04/2021
C
12
4.24 T 102'6
ti
B
N
JL A 8V'Qrr
D
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacino: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 it
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Loading
Hipjack supports 2-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
4'2"3
4'2"3
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.120
Max BC CSI: 0.074
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
♦ 1 gW k ��Yidfi
O6.004m Does•. d 'r��i
i
0.7108 1
• ,,� � SAT O �. �.
•
COAfsj�NA1.
03/04/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 84 A /- /- /45 A
D 28 /- /- /7 /- A
C 64 /- /- /- /48 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width =1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"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 proper)% attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, 464,
as applicable. Apply plates to each face. of truss and position as shown above and on the -Join t9Details, unless noted otherwise. Refer to ALPINE
0
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinggComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the �,,,,,,co,,,•,,,,,
truss in conformance with ANSIfTPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional enwneenng responsibilitt�/ solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: AI ins: alpineitw.com;TPI: tpinst.org; _SBCA: sbcindust_ry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
a
Gable Stud Reinforcement Detail
ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
❑ri 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace *
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace )KO
(1) 2x6 'L' Brace iK
(2) 2x6 'L' Brace X
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
U
SPF
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
HF
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
0
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' ill
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'
11' 8'
14' 0'
14' 0'
d
P
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' V
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' l'
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'
1
_
S P P
#3
4' 2'
7' V
8' 9'
9' l'
10' 5'
10' 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
LJ P
Stud
4' 2'
7' V
8' 9'
9' l'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
Q)
0
I�
Standard
4' 2'
6' V
611,
8' 8'
10' 5'
10, 10'
12' 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'9'
K60?'
0'
9' 4'
10' 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'8'
10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'8'
6'
9' 1'
10, 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Oil
D P L
Stud
4' 4'
6' 5'8'
6'
911
10' 6'
10' 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'7'
6'
8' 0'
10' 2'
10, 10'
11' 10'
12' 7'
14' 0'
14' 0'
0
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' l'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P P
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
U
H P
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
0
I
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10, 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
1 9' 8'
10' l'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
.--1
D P L
Stud
4' 9'
7' 4'
7' 10'
1 9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
1 8' 8'
9' 3'
11' 6'
12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 600#
at each end. Max web
total length Is 14'.
Vertical length shown
In table above.
Connect diaaonul at
AN ITW CO.
1 \ 514\ Earth\ City\ Expressway
\ \ Suite\ 242
\ \ Earth\ City,\ MO\63045
Atout!
18'
L.
'L' Brace End
Zones, typ,
2x6 DF-L #2 or
better diagonal I
bracer single 8,
or double cut
(as shown) at L
upper end.
ylrl N1f1 `N Refer to chart jl
■wVARNM" READ AM FOLLOV ALL NOTES ON TIHS DRAVM V
—D* W2TANTww FMCISH THIS DRAWING TO ALL CONTRACTMS INCLUDING THE DISTALU3ZSg
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Re Fe t
flow the latest edition of BCSI ®u&ding Component Safety Information, by TPI and SBCA) fo si
•actices prior to performing these functions. Installers shall provide temporaryy bracing pe. E
less noted otherwise, top chord shall have properly attached structurol sheathing and bo
,all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint I
mil have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ea
truss and position as shown above and on the Joint Details, unless noted otherwise.
tFer to drawings 16OA-Z for standard plate positions,
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviati
Js drawing, any fallwe to build the truss In conformance with ANSI/TPI 1, or for handling, shipl
-tallation 6 bracing of trusses.
A seal on this drawkg or cover page UstYq this drawing. Im4cates acceptance of professional
glnee" responsibility solely for the design shown The sultabRky and use of this c1m.I,g
r my structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.P.
For mane Infwmatlon see this Job's general notes page and these web sites,
ALPINE, wwwalpinekwcomi TPB www.tpinst.ar8i SECA, www.sbclydustry.orgi ICC, wwwJccsafearg
Bracing Group Species and Grades)
Group At
S ruce-Pine-Fir Hen -Fir
#1 / #2 Stnndard #2 Stud
#3 1 Stud #3 Stnndnrd
Douclias Fir -Larch Southern Plneww o
#3 #3
Stud Stud
Stnndnrd Standard
Group Bi
Hen -Fir
#1 8 Btr
#1
Dou ins Fir -Larch Southern Plneworm
#1 #1
#2 #2
lx4 Braces shall be SRB (Stress -Rated Board).
■wFor Ix4 So, Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these Qrades.
Gable Truss Detail Notes:
Wind Load deflection criterion is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with IOd (0.128'x3.0' min) nails.
)K For (1) 'L' brace, space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones.
)K)KFor, (2) 'L' braces, space nalls at 3' o.c.
In 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 807 of web
member length.
Gable Vertical Plate Sizes
Vertical Length
No S lice
Less than 4' 0'
2X3
Greater, than 4' 0', but
3X4
\
less than 11' 6'
Greater than 11' 6'
4X4
r
e
NT 0
da•��fi�
•
rr•ruwa`G�
M
'NAL
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
not addressed by this detail.
REF ASCE7-16-GAB16015
DATE 01/26/2018
DRWG A16015ENC160118
X. TOT, LD, 60 PSF
X. SPACING 24,0'
w
'T
Relnfoi
Memk
Go,
Tr
Gable Detail
For I at -in \/Prtirn I c:
Goble Truss Plate SI7es
pproprlate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
-b, and heel plates.
vertical plates overtop, use a
,te that covers the total area of
lapped plates to span the web,
e, 2*2X4
2X8
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Naito
10d Common (0.148'x 3,',min) Nalls at 4' o.c, plus
(4) nails In the top and bottom chords.
Toenailed Nails,
10d Common (0.148'x3',min) Toenails at 4' o.c, plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014o
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118o A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENCI00118,
S18015ENC100118, S20015ENC100118, S20015ENID100re'�40'
ti81 f00tJ �
S11530ENC100118, S12030ENC100118, S14030ENC• 30
NC
S18030ENC100118, S20030ENC100118, S20030E � � b10
it1�See appropriate Alpine gable detail for mnxlmx�m c� c edq 4
'T' Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or IM End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member,
eb Length Increase w/ 'T' Brace
Example,
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Relnf.
Mbr. Size
'T'
Increase
2x4
30
2x6
20
READ AND �o°awALL
TWS MMUDI% ;
U. V0
REF LET -IN VERT
"DPMTANTu Fu W %nM Ti CUNTRRACTIM 1W MTAu.ERs
r
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref "tetion$,
`
DATE Ol/02/2018
follow the latest edition of BCSI (Bullding Component Safety Information, b TPI and SBCA) fa sdd
•
practices prior to performing these functions. Installers shall provide temporary bracing pe BCSL •
Unless rated otherwise, top chord shall have properly attached structural sheathing and bo choI
S
pT • Z
S s
DRWG GBLLETIN0118
shall have a properly attached rigid calling. Locations shorn for permanent lateral restrntnt f sb
shall have bracing installed per BCSI sections B3, B7 or BIO, as applicable. Apply to edflj
f91
¢�
plates
of truss and position as shown above and on the Joint DetaRs, unless noted otherwise. ��
•• t,
• • �'�,!
•••
PI
Refer , all Islps f IT for standard pints positions,
Alpine, division of ITV Bubuild Components Group Inc shall he responsible for any devlat r
L
••w• ••°
AN fTW COMPANY
I h A
this drowlng, any inguof to sued the truss N conformance with ANSI/TP[ 1, or for handling, sh�pl
installation � bracing of trusses.
•••rn•w°'
p
MAX, TOT, LD, 60 PSF
\1514%Earth\ Cilyl Expressway
A seal on this drawing or cover page Ustig this drawkg, indicates ncceptnnce of professbnal
'� `,5 /04/2021
�p
D
DUR, FAC, ANY
engineering responsibility solely far the de shown The sultnMlty and use of this drowrg
\ \ Suite\ 242
Far any structure Is the responsibility of the Building Designer per ANSLnpi 1 SecZ
\\Earth\City,\MO%63045
For more Information see this ,Job's general notes page and these web sites,
MAX, SPACING 24,0'
ALPINE, vw.alpineltw.coml TPD vw.tpinst.orgl SBCA, www.sbcindustry.org) ICO wwwlccsafearg
NAIL SPACING DETAIL
MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN. DOUBLE NAIL SPACINGS
AND STAGGER NAILING FOR TWO BLOCKS. GREATER SPACING MAY BE
REQUIRED TO AV❑ID SPLITTING,
BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF
NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL,
LOAD PERPENDICULAR TO GRAIN
A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS
OF NAILS (6 NAIL DIAMETERS)
B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS)
C - END DISTANCE (15 NAIL DIAMETERS)
LOAD PARALLEL TO GRAIN
A - EDGE DISTANCE (6 NAIL DIAMETERS)
C - SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS)
D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS)
IF NAIL HOLES ARE PREB❑RED, SOME SPACING
MAY BE REDUCED BY THE AMOUNTS GIVEN
BEL❑WI C)K)K
X SPACING MAY BE REDUCED BY 50%
wx SPACING MAY BE REDUCED BY 33X
DIRECTI❑N
OF LOAD AND
NAIL ROWS
LU
W
J
Cj_ LAj_A1 NAIL
LINE �
J
as
A
1 1 1 1 B)K
B/2
l 1 1 1 1
A
C*
MINIMUM NAIL SPACING DISTANCES
DISTANCES
NAIL TYPE
A
Bw
C)K)K
D
8d
BOX (0.1130X 2,5°,MIN)
3/4'
1
3/8'
1
3/4"
7/8'
10d
BOX (0.128'X 3,',MIN)
7/8'
1
5/8'
2'
1'
12d
BOX (0,128'X 3,25",MIN)
7/8"
1
5/8,
2"
1'
16d
BOX (0,135'X 3,5',MIN)
7/8'
1 1
5/8'
2
1/8"
1 1/8"
20d
BOX (0,148'X 4,",MIN)
1"
1
7/8'
2
1/4"
1 1/8"
8d
COMMON (0,131'X 2,5',MIN)
7/8'
1
5/8'
2'
1'
10d
COMMON (0,148'X 3,',MIN)
1'
1
7/8'
2
1/4"
1 1/8"
12d
COMMON (0.148"X 3,25",MIN)
1"
1
7/8'
2
1/4'
1 1/8"
16d
COMMON (0,162'X 3,5",MIN)
1'
2"
2
1/2'
1 1/4'
GUN
(0,120'X 2,5',MIN)
3/4'
1
1/2'
1
7/8'
1'
GUN
(0.131'X 2,5",MIN)
7/8'
1
5/8'
2"
1'
GUN
(0,120"X 3,',MIN)
3/4'
1
1/2'
1
7/8"
1'
GUN
(0,131'X 3,',MIN)
7/8'
1
5/8'
2"
1'
C/2)K)K
NAIL
LINE
C " \-- TRUSS
_ MEMBER�`+►t�' �•',�'�>>��
BLOCK LENGTH �•'�`--`�•—•�•--•�•� `�s . •.•••aea•,r•s• '�.r
LOAD APPLIED PERPENDICULAR TO GRAIN LOAD APPLIED PARALLEL AI�
..mwlRTANTON � TIM BAWM m � ��MACTTMS �atDarc T�°ilE MT&Li3z * o' REF NAIL SPACE
Trusses requlre extreme care In fabricating, handling, shipping, Installing and bracing. Ref 't a DATE 10/Ol/14
follow the latest edition of HCSI (Building Component Safety Information, b TPI and SBCA) fo stele _ s
practices prior to performing these functlons. Installers shall provide temporary bradng pe BLSL •
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo ch T
shall have a properly attached rigkl ceiling. Locations shown for permanent lateral restraint f s AI • � DRWG CNNAILSP1014
shall have bracing Installed per HCSI sections B3, H7 or B10, as applicable. Apply plates to ead� •a
n+ of truss and position as shown above and on the Joint Details, unless noted otherwise, i • fi • Ir
�{,� tr
PI E Refer to drawings 160A-Z for standard plate positions. F� •• `kr��
Alpine, a dlvlslan of ITV Bullding Components Group Inc shall not be responsible for any devintl r ••••• •••• a��•A
this drawing, any failure to buRd the truss In conformance with ANSI/TPI 1, or for handling, ship &asrr,•,• (•A`
AN ITW COMPANY Installation a bradng of trusses. 11JJ
A seal m tlJs dra trg or cover page lttiik�g this dra,l g, Indicates acceptance of professhrat
\ 1514\ Earth1 City\ Expressway erglneering responsibility solely for the design shown. The srdtablUty and use of this dro,fng �� �d �•] ,,� �04/202' 1
\ \ Suite\ 242 for any structure Is the responsibility of the Md4g Designer per ANSI/TPI 1 See2. $l13�i14i►
\\Earth\City.%MO\63045 For more Information see this Job's general notes page and these web stteso
ALPINE wwwAlpineltw.comi TPIi w,w.tpinstorrgl SBCAI www.sbcindustry.orgl ICO wwwJccsafearo
Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Dot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better.
�X Attach each valley to every supporting truss with:
535# connection or with (1) Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph, 30' Mean Height, Part. Enc,
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1,00
Or
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc,
Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max, (—
2X4 X4
!-- 8-0-0 Max
4X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of
web, same species and grade or better, attached with lOd box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
Installation,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley Is measured along the slope of the top chord.
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0',
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
Square Cut
Bottom Chord
Va(eev
-o\
�� g
SQo-L���y{itttttnEUl;
•e V
2X4
Stubbed Valley
End Detail
s
m
❑ptional Hip
Joint Detail
Partial Framing
Plan
PI
AN ff W COMPANY
11514\ Earthl City\ Expressway
11 suite\242
11 Earth\ City,\ MO\ 63045
xXWWTANTvm RE" NO TO ALL �rn'�ACTMs nMMUI)I)IW nlIS DE MST&IBxs ;
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer rio
follow the latest edition of BCSI 0ullding Component Safety Information, by TPI and SBCA) for f •
practices prior to performing these functions. Installers shall provide tempararyy bracing per SL
Unless rested otherwise, top chord shall have properly attached structural sheathing and bott chor
Shalt have a properly attached rlgld ceiling. Locations shown for permanent lateral restraint a
shall have bracing Installed per HCSI sections H3, H7 or HIO, as applicable. Apply plates to each n
of truss and positlon as shown above and an the Joint Detalls, unless rated otherwise.
Refer to drawings 160A-Z for standard plate positions.
this drawing, any failure IT to build m the truss N Group
Alpine, i division of ITV Building Components crap Incshall not be responsible for any devhip
Inc s with ANbe re 1, or for handling, shippin
p In m
Installation 6 bracing of trusses.
A seal on this drawing ar cover page listing this drawing, indicates acceptance of professbral
englneeNng resolely far the de hg
for any structure is responsUlty of the Building Designer suitability
1 sec2�. �w
For more Information see this Job's general notes page and these web sites,
ALPINE, w•wAtpineltw.comi TPI, w—tpinst.orgi SBCA, www.sbcMdustry.argi ICG wwwJccsafearg
U. ` 0
a?
•
C
•
$ �►�
M• i
•` �� L.� '�`
®{� V C
.•� �
sw•rr•ww• `
� ¢j "' t1Qj�Q4/202 ).
LL 30
TC DL 20
BC DL 10
BC LL 0
TOT, LD, 60
30
15
10
0
40PSF
7 PSF
10 PSF
0 PSF
57PSF
REF VALLEY DETAIL
DATE O1/26/2018
DRWG VAL180160118
55
DUR.FAC, 1,25/1,33
1,15
1.15
SPACING
24,0s
1 Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�" Attach each valley to every supporting truss with:
(2) 16d box (0,135' x 3,5') nails toe -nailed for
ASCE 7-1C9, 30' Mean Height, Enclosed Building, Exp, C,
Wind TIC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on
supporting truss material at connection location:
170 mph for SP (G = 0.55, min.),
155 mph for DF-L (G = 0.50, min,), or
120 mph for HF & SPF (G = 0.42, min,),
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses.
Bottom chord of valley trusses may be square or
pitched cut as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max, I
2X4 X4
8-0-0 max
4X4
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web, same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
Installation,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design.
Aww Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Valle
Spacing
Pitched Cut
Bottom Chord
Valley
Toe -nailed /
12
10 Max,
SPaG��rl4hel
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
"VARNUQ" READ Arm FEUMV ALL FATES W TMS BRAvnQ
wWMTANTww FUFMSH THIS DRAWING TD ALL CUNTIMTMS INCLUDING THE INSTALLER
Trusses require extreme care In fabricating, handling, shipping, Installing and bractrg, Re ` I
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) f
practices prior to performing these functions. Installers shall provide temporaryy bracing B
Unless noted otherwise, top chord shall have properly attached structural sheathing and b of
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain of
shall hove brncing Installed per BCSI sections 63, B7 or B10, as applicable. Apply plates to ea&h
of truss and position as shown above and on the Joint Details, unless noted otherwise.
I �' Refer to drawings 16OA-Z for standard plate positions,
Alpine, a division of ITV Bultding Components Group Inc shall not be responsible for any devlat6
tWs drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship;
AN rrW COMPANY Installation 6 bracing of trusses.
A seal on this drawing or cover page Ustig this drawing, Indicates acceptance of professloral
\ \ 514\ Earth\ City\ Expressway engineering responsbAlty solely far the design sham The suttawty and use of this drawing
\ \ Suite\ 242 For ony structure Ls the rcspons64 of the Bulldig Designer per ANSI/TPI I Sect.
\\Eadh\City,\MO\63045 For more Information see this Job's general notes page and these web sltesi
ALPINE, wwwatptneltw.comi TPh www.tpinst.org) SBCA, www.sbclndustryargi ICG wiwlccsafearg
Square Cut
Bottom Chord
2X4
Stubbed Valley
End Detail
'
LL 30
3C
TC DL 20
15
a `
BC DL 10
10
�iF
.w
P
BC LL 0
0
•'��'� ��
TOT, LD, 60
5�
Optional Hip
Joint Detail
t 24' 0
Partial Framing
Plan
.0PSF REF VALLEY DET
7PSF DATE 01/26/2018
0 PSF DRWG VALTN160118
0 PSF
i7PSF
DUR,FAC,1.25/1.3311.15 11.1
SPACING 24,0'
11,
VALLEY FRAMING & BRACING DETAIL
Lumber Size and Grade Minumum Requirements
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this Is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05,140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
:e the crippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gored between rows.
ITYP)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(**) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
�' �' �` `�'�""r "`r"" ` """I 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long
nailed w/ 2 -10d (0.148'W") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge
of cripple with 10d 50.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces w/ "T' or scab. Use stress
graded lumber & box or common nails.
, Iarrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
Installed Into ridge board
-Install blocking under rafter If sleepers are not used.
-Install blocking under cripples if cripples fall between
lower truss top chords and lateral bracing is not used.
-Apply all nailing in accordance to current NDS require
Nails are common wire nails unless noted otherwise �
4�1?; GEbsF
WARNDX READ NO F M I m+ ALL H= ON THIS DRAVM = Inv. r V V V r
-"WWAMa RPRESH WIS DRAYDG To ALL CanRACTLRS DICUMM THE DMTNIJR : ; y
Trusses requA^e extreme core In fabricatky, Inrdl4p, shlppbq, Installbie and bracko - WON 4�nM0 7�
follow the latest edition of BCSI (&/I�p Component Safety Informntlon,'hy TPI and SHW foC sSFrtllr�
practices prior to perfornlnD these functions, installers shall provide tenpornr bracing
Wess noted otherwise, tap chord shall have property attached eL-uct,ral shenWrq and Hw�� Chat STATE OF '
shall have a property attached Hod eelinp. Locations shown for Penwent lateral restrnbht yfjDs' � Q
Q �0FF77shall have bracing Installed per BCSI sections 13, 27 or E10, as applicable. Apply plates to eacp f e
11�\ of truss and position as shown above nM on info Jdnt Octane, unless noted otherwise,.�%� i (�
Illl \VVIILr�— Refer to dmwWgs 16OA-2 for standard plate positions.�� ORIO�e�
Alpine a division of ITV Bulldinii Components Croup Inc. shalt not be responsble For drvhtlor�j eb� • 1 �.'�
I,fl thisinstd aw , barn falu-e to build the truss I n confwnance with ANSI/TPI 1, or for hnrn , s.Wny
A." Ora th�isa`rdraavinoing p trusses. oover papr t�np this draw►ii, Indicates acceptance of professtrnt NA� �� •r',
for sieany 4ZM Is —Wy � shown The suttahYty and n s of this draw►hp t
13389 Laketront Orke ��V D'cR�' P'r' � 1 Ser2.
It —
Earth Ciry,M063045 For rare Information see tt Job's general notes ppaage and these web rites,
ALPM—AlpMttwcom7 TPh vww.tpbhstorpl SBUM www.sbdndustry-01 IM www.lr¢afearo
(A) (B) (**,
TC LL 20 30 40 54
TC DL 10 20 7 7
BC DL 0 0 0 0
BC LL 0 0
TOT. LD.301 50 47 61
DUR. FAC. 1.25/1.15
SPACING SEE ABOVE
REF VALLEY FRAMING
DATE 10/01/14
DRWG VACNVIS01015