HomeMy WebLinkAboutEngineering PackageENGINEERING PACKAGE
7!"
Builder: JDR HORTON / STATEWIDE
Project: 7 320 CREEKSIDE
Model/Building: 182EC,E
Lot Alt: 102 H
Lot:.-;�.... 4 ._�..-._.-_..��. Block:
Unit:
Address: E
........................................................................................
JobNumber: `N3.34501
Revision Date: New Load #:
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
.J'j
N
ALPINE
,J March 13,:20.19 ANITWCURANY
Mir. Bob Michaelis
Carpenter "CcOtraictott 6fAmerick.1rid.
.0 Avenue 0, Nbiihwesf
Witit6f Ha&On,.FL 33880-6201
Re: AltprnapV6 Installations. for 6 single ply carried truss with a width Jess than the hanger width, .9nd
wood.b . I . o tking to: achieve full design loadvallue-10'r fotpry-*io.un*t6.'d'.'hange'r.attad'h*i-n6nt'*' on..a, one Ply
Supporting girder (Reference detail WA3M2).-.
Pear Bob,:
Fora single ply carried truss with' 'a width 16st than the hanger Width -you -can in;qql1a. prefabricated jack.
scab .truss: for wood.filler bIoQkihgi. The chord . - sites- chord.grqO J es, and -A piaECtdhhb.,dt r pi t (s) to
be -the. same as the single: ply'zamod truss. The pr6fabCic"atiad lock cab truss have a.. minimum
length, of 48" and Will have.a minimum pit6h-:of,5/-12... The single ply- careied �fruss shall have..a reaction of
or lei�s. Attach pre'fg*b"d'�'o8t"6.d.j'..ac'k:'s-c.a.b.tr.-uss..wit't�twQ.('2)'toWs'of 0.428"Aff"GLin. Nails at'2"
jw ro*,..stag9er6d -_".;(See loiqreI__4616w). Pl6asb-bef& t6the" Simpson Strong -Tie. Catalog 0--ic"
,
201:9.. Page 216: 1=igqr.e:-3 for more information,
Figure
Pora single- pl' `,gied '' � thati quires Woodblockin ' to,adhio'veftlll design load value for face -mounted
mounted
er re 9 .,e-.
hangers -.attach. one wood.- block to .the back face of the single :ply girder with . : . t . he' same size: and
qrade..as'thd bottom. bhbtd, Of the single ply girder. The wood block length to be such that'Ahe'-wood
blocking extends to each adjacent' I points fWebs:.a0d b6,ttom chord intersections): Attach wood
pane p
Gun Nails 3.0" applied to: the
6760 Forum Drive Suite 305, b.flan.d.o; FL 3282-! .48Qq)
Vww.alpineitw.com
�
ALPINE
mNE
single ply �� am���n�Ile to'the.
_..... ... ... _-..... .......... ____-_______- ..... ............... ... _-__--_--__-'_____---......... —........ .... '.... ... ........... ..............
'—_—� -
The ' of tuj�afbrVvmwdfU|��bb��d' ���mxzm� �bo full,' -
design load.
�valuehangers must be.apprpved the. hardware manuf4durer.,
At! edoe #hd ' all nail mutt be tb OeeVbht.spIitti'hqof
\mood-
If!can,beCfany further �youh�veanyq o�ennaa '
'
`Chief Engineer
~ 875OF6r'UhMOhve.8dity�06,[Nnhdn,FL32821- -.8790- | 422'8.685
ALPINE
April 261:2019,
Mr. Bob Michaelis
Carpehter Contractors -of Afn e rida, Inc.
AvenueG..
Northwest
Winter H6v6n, FL 33880-6201�
Dea.r. Bob,
.R6; Stron'gback bridgiho'. on tb6f. trusses.
I understand -there is some- bohdEirn over our recommendations f6rstrdngback bridging on. roof trusses:
i it irementoUthe Strongback bridging for roof trusses is not.a -requirement' pf:ANSI-�TPI 20-14 nor is i.. a re u... q
BuildingComponent -Safety- Infoemation . -(B ti*()� But ry
.0 strongback bridging roof*- tm§ges is
.-.-..-.-rec-oMiliep($eo...by.�CarDehtef- COhtrktbrs of. .. America -S *.6h back bridgingh o .
- functions:
One, bridging aligns th.e.bottoM.phpF.Os-.pfter they: are. setisojbev are uniform along the, ceiling
line and h;,, Os .'with _ceiling -'serviceability
Twoj bridging reduces f6lativd deflecti6h of. adjae:66A.-tfussb8i.
Str9ngba.ck b(Idging'.do6s hot;Or6Vent-pr r6duc6werall indiVidUal deflection, especially any r66f"VUs96sw
.. ....... ........ fjectjo_. than 1/4 9 inch.
Sirongoack
The outer ends .of'fh;b'gtroog'!:iap'kbridging shaft be.-affpched.-to awall or aripthorzecure end..restrain . t)- -of
a.s.sppcifie6by the Engineer of R6bofd6rAh& Building .Designer:
Strongback- bridging be fia. minimum 2j(6 -horhinat lumber. oriented -
9 e o., with the depth -vertical:. Attach
with (8) 16d -common nails (0.16Z"A51 nails at each intersecting member: When -extending the-
strdngbatk bridging overlap by- at. a.minimpm of. two trusqps. The location of. the: pti-pogback. 6d;dging`
ipaV.be:spp6ifted*O'y-',�h'eTruss Manufacturer,. Engineer 6f-R66ord,.Pr Building De§idriet.-'F51ei��se'-refe;r-:to-
BCS . I "St - rang.
backing Provisions" or to Alpine.:MOR-18131014 defail for more.. information. The. graphic
shoWh is f6r .generic illustrative pdrp6se only.
,676OF6rumDrive:8uite3O5,Qriando,.FL32821'-(800).521A' 790�(8631.42_2-8685
*vM--.W PineitvV.com.�
ALPINE
iN it U L- -L L- k.jv. I
Figure-1,
If I. -Clain be of any further sissistance. or ify.pu have any questions; plea
give me a Call.
Williaitn, H.,Knck. PAS.
Chief'.Eng'k'q.eer
Alpine an jTW. _ Company
Engineering 'Department
-Oeldn,do-, 1702821.
675.0. . Forum Drive Suite.366, Cd6nidd, FL 32821 (800). 521*-9.790'- (863).422-8685*
NO TD
(P) -10d COMMON
.4
-STRON GBACI< tPIDGING RECOMMENDATIONS'
7
lk- All scab -.on b(ocks shall, be: a. .minimum. `2X4.
BUTT .STRONGBACK
BRIDGING TOGETHER
4 "stress graded lumber;'
:
lo-AIL strongback bridging .and bracing shaft
minimum 8x'6 'stress : gra61ebl* IuHber..'
►--.The put -pose, of strondback bridging MgIsI: t..c
J. 'ATTACH SCAB WITH 10d:B13VGUN oxf sharing be'tween :trusses,_
-es,.
4' '-0.' �MAPS!xUf). 14AILSIN'B ROWS.
6 Af�
develop(o
;SCAB D.C. r?s,�41.j;lng In an overall Incredsg- In, -the
NOTE, 'IN LIEUJIF SPLICING AS'SHOWN, w stiffness. of -the. floor system;
LAP-* MEMBERS-
FOR:AT LEAST 13NE TRUMAPACING strop back brldglng� po'_4M.-tIoh6cI- ;as shown In
STREINGBACK'SIRIDGIN15 SPLICE DETAIL cletalls, 'Is recommended at 101 =01.o.c. (m ax;)
J. and .2.oq�101 the 'preferredattachment me-thods t 'Ms. 'b'rWbInV -.,braC1hg t
g Ir �qre- some Imes
101
STRONGBA.tk
m1s*akentyuse.1 nt'erchangeabl. `qcihIs- and yM.
Impqrtantt 'structural t4Oq uIremeh.t. ' bf .any 1*0 Q*t^'
or roof 'system, R.efe Truss. Design
Drawing (T.DD). TOr the; ..bracing rLm.quW-'Oments T.6'r
each jndIVIbIUAk truss compomen 'Bridging;'
partIcUlarly "strongbaCk.-"4bridiging".1s.:d.
rec6mmehdatloh for 'a' -truss system to. help
con-Wo vibra-tloe), In: addition: -to --alclIng In the:
distrIbLitIon of pblnt tbads between adjacent. truss,k *
-5trongbac lc�rldglng servesto reduce
STRONGBACK BRIDGING.;
-REAM I REQUIREMENTS
W10 1V None re uMed
bounce. Or residual vjbrI n'ro:5tu Ing: from
moving point ipqcit., :5uch as foo+st.eps,
4) STRONG3A2CKK,.
TM
AT EACH -END,
Wit'M 2,raw Q rf Mi. in P*1s)
V to
pdft�
The performance of all . floor systems tems are
enhanced by. the. Int�tatta-tlbh bt :strop back
I nclect
bticiglng arid ther6for'6:1i�. strongly recommended
ATT'At-HME'NT A
by Alpine.
For adclItionat ln'fdrpiat r;
Ioh regarding .137trongbo,5�4
O
bridging, refer t.0-.wSz,(BuILcIIng Component
Safety Information).
ANffWCWPAWI1Z7&wi',*
an 9. brackv Inatµlatr, tw--
*r , . rh .— I
13723.KWrpbrt Delve ..shm , Thi xuroMny-wW uft
Wto 200 ww _AA��Is 1-1� w ANA .1
MaNftw MOMS. Mo 63043 1 a i�. stwi*": 1. — I _R
ZATTACH S.TRUMACKJ.
TO BM7134. DOW WI
0110 - 3' SCRE%
:YES
Rf"'el 'ffil N6. 70861. .
0
L L: Psr
esx tPSF
QC 3 - DL PV*
FC A L L ?SF
t'.i�m PSF
-1 .6
6 4
Oki '"130+1,c'l�li � `�FI4 ��•' .�l�,�Bl�i;i�,�6'r•I�.�sd �'�n�r H�3t# 31F1t5k�r1��.:�k�'.�.'
situ ' irWm9l :T. "1°kv1,1�E LkE.• r
cl e (1�"Klfi
f t41I vT�E��
.'ONV S V-iU "YaWfl- 1,
?��Ik11 H.5 a.SfIi
380 : �1Cld .z M. "fVx#f3E`1 4' ND f�l '' A.
?
Cracked or Broken Member-: Repair 'Deto'dt
Load. Duratlon' = 0%
This drawing specifies repairs for a truss with broken chord Member forces may be Increased for Duration of Load
or web member,
This. design Is valid only for single ply trusses with 2x4. t
2x6 broken members, :.NO more than one break per chord panel, '
and no more than two breaks per truss, are allowed;
Contact the. truss' manufacturer for any repairs. that do :not ., ?
comply with this detail,
(B)' = Damaged Area; 12'. mak _ length:.•of damaged section J
�
(L) = Minimum rlalling distance on: -each side of damaged area CB)'' i
(S) = Two 2x4 or two 2x6 side members,same size, grade, and
species as damaged member. Applyy one scab per face, .
Minimum side member lengths) _ (2)(L) + (B)
Scab member length '(S) must -be within the broken panel.
Nall into 2x4 members. using two (a) rows at 4' o,c„ rows staggered;
Nall Into 2x6 members. using three (3) rows at 4' o,c„ rows s • aggeried,
Nall using 104 box or gun nails C0,1281x3', min) Into each side member>
The maximum permitted lumber grade for -use with this
detail Is Limited to Visual grade: 41 and MSR grade 1650f.
This repair detail may be used for broken connector plate at
mid -panel splices.
This repair detail mnyy not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tie -In loads,
S.
L L
a
�Typlcat
+ O + O + O + O
O + O + O + O +
Str
agger
+ = Back Face Wcl Box (0.128' x 3', min) Nallsl
0 = Front Face 2x4 Member - Double Row Staggers
2x6 Member - TrIoie RowStaooere
Nail Spacing Detail
JACS�tNF;;
AN 17W COMPANY
17380 Lakehonlpp��lve
E}Ah cµy, Mo 6awJ45
FRNSND TORAUmWoFtTANTux H THIS MAK READAV= ALLCK)WCM
Maxlmum Member Axial Force .
Me'mber!:•
Size
L
SPF-C
HF
DF-L
SYP
Web DnCy'. " '
2x4. `.
18' •.
620#
635#
730#
8004
Web .pnly !
2x4-
18'
. 975#
1055#
1295#
1415#
Web or, Chord
2x4
24
975#
1055#
1495#
1 1745#
Web Y 'gr Cord
2x6
1:465#
15B5#
2245#
2620#
Web or Chord
2x4-.1910#
30'
1960#
2315#
2555#
Web or. Chord
2.x6
2.230#
2365#
3125#
3575#
Web .or Chord
2x4'
36,
2470#
2530#
2930#
3210#
Web or Chord
2x6
31535#
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
43954
4500#
52254
5725#
Web or Chord
2x4
'48, .
3460#
3540#
4070#
4445#
Web. or Chord
2x6
5165#
5280#
6095#
6660#
JNSTALLM.
have a properly aiiazhed id ceI Locations shorn Far pernenent lateral rest—InT of
: hove braeknp Nsialled per I ae )s, 17 or 110, os oppptteable,. Apply plates to eadt
roes and position as shown obove and an the Jolni letaes, unless rated othervlse,
r io dranrwngs 160A-2 Iar standard plat. paSklane,
Hite, a division of 17W IWdhC Conponenis OreuP Inc, shall not be responsible For a devlat4
drartng, any /allure to bultd the •la•uss M eonfarnonce with MSIMI 1, or for handd 9, Shipp
dlatlon L'bracing of irusses.
seal'm ihh drastrnp or cover poppee tlsift iNs dravk%0 ltdeaies oesepianes Of professbnd
rim nzPWW llty sotsly for the deegn shown. The sedtobllty and use of iNs dra►fn0
ayitsy structure 1e flit rnpenabOW oP 1M IMIc" Daignar per ANSYMI t Sect.
For ears Infornaiton see thls Jobs general notes ppao a and •geese web slt►sn
ALP1N6, wvv.a r1*1tw,eenl TPD weetpyat.orgl S1CN wwwebelnductay.orgl 1CG wwwJecsafs,ors
' Hlntnun
L Dktnnee
e
L
S
Hlntwn B
\% L
Hlhtnum 7i L
L Dlstoree
L
REF MEMBER REPAIR
DATE 10/01/14
DRWG REPCHRD1014
e �
SPACING 24.0' MAX
a
A.
I ." lvogs. *304�, 'hT41-am.gMTIMAO
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-
p
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cn 4-V 0. ;w
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Offillr 13 �A. J v R04-'Q'N
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p
MI" DO pug' 1.9 1.0
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. )00Vat .90 9 WorAO
2�A- 0 . %UI ul
'ONIb"'
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-OT. Am
o
---rfircq W,0.Qq-ak!Pt-d-- '4, tioild -dox at-av sV-J.� -wi", 9'. .
S -acq PgT v x3pluad-w `9,
OP p
1511"iRal. PoItt
I. AX132A
'1411mg. R .14R4 601418-la ul q63oup Ualm• 1411530H
Mp
P. .94. 11 d4v P.
'g.
..............
V-14
10�3
"Yoe
17%
nO N04.:?-tdV.
ajo stjollvool alddlyo ley'.
d
003
ql
AMMO It?-t-ve lmgalfRlB
Sirnpson.Strong-TeO Wood ConstrucUon Connectors
Face -Mount Hangers - I -Joists, Glulam and SCL
wce'
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
.J
A
OEM
Actual ='
T Jolst
" Siie
(in.) ,
=
Model
No
Carded--
".Member "
Dimensions
(in:} ,
Mjn l
Max
Fasteners
(in:)
Allowable Loads
�.
Code
Ref.'
cS
�, Web
o Stiff,
= Regd.�
i
W
iiii
v
H -
',
B
Face -
Joist "
DF/SP
Species Header
SPFIHF
�` S 6i cies Header
Uplift
(160)
Floor
(100)
Snow:
(115)
Roof
(125)
1 Floor
(11100):
Snow,
{115)
Roof,
(125)"
IUS2.56/16
-
25/a
16
2
Min.
(14) 0.148 x 3
-
70
1,660
1,805
1,805
1,425
1,555
1,555
Max.
(16) 0.148 x 3
-
70
1,805
1,805
1,805
1,555
1,555
1,555
21/z x 16
MIU2.56/16
-
29/16
157/16
21/z
-
(24) 0.162 x 3Yz
(2) 0.148 x 11/z
230
3,455
3,920
4,045
2,970
3,370
3,480
U314
✓
29M6
101h
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11/z"
970
1,945
2,205
2,375
1,67511,895
2,045
HU316 / HUC316
V'
29A6
141/a
21/z
-
(20) 0.162 x 31/z
(8) 0.148 x 11h
1,515
2,975
3,360
3,610
2,565
2,895
3,110
IBC,
Yz 2x18 :.
Mik2 6/f8
-
� 24/6•
17ti6;
2'/z
-
`-(26) 0162x311a�
(2) 0.1¢8 x 11/z-
230
3,745
4,045'
4,045
3,220
3"480
3,480,
LA
"=H0316/HUC316,,,
--',-
��
"'-✓
2h6.
--1Ala�
2Yz
=:
"(20)0162x31/�':
(8)0148x1'/z;,'!°1515
2,475;
3,360!.3,610
2.565�
2,895
3,110'
21h x 20
MIU2.56/20
-
29/6
197/6
2Yz
-
(28) 0.162 x 31/z
(2) 0.148 x 11/z
230
4,030
4,060
4,060
3,465
1 3,495
3.495
211zx22
to 26,
MIU2.56/20
✓
�29/,6
19?tis::"
2Yz°
-
1
(28) 0162 x 3 /z;
(2) 0.148 x.1 /z
230
4,030
4,060'
4,060
3,465
.3,495
3,495'.
29/6 x 9Y4
to 26
21A6" wide joists use the same hangers as 21/z" wide joists and have the same loads.
3 Yz
MIU312j9 ",'
-
'3'Is
; " 9Y+6
2Yz
-_
(16) 0=162 X 3Yz
: (2) 0..1 x 11h
230
2 05°
,615
2 820
},980
2;245�
2,-025
X,9
HU210-2 / HUC210-2'
' ✓.
31/8
i 813/t6.
2Yz
Max.
;{18) O'.162 x 31h'
(10) 0.148 x 3 "
' .,r 5`
2,680
3,020;
3 25012,305
:2,605
2,800''
IBC,
3 117A
MIU3.12/11
• -
31/a
11 Y6
21h
-
(20) 0.162 x 31h
(2) 0.148 x 11/z
230
2,880
3,135
3,135
2,475
2,695
2,695
FL,
x
HU212-2 / HUC212-2
•' ✓
31/a
109/16
2Yz
Max:
(22) 0.162 x 314
' ' ('i0) 0:148 x 3
1,795
3,275
3,695
3,970
2,820
3,180
3,425
to
HU325/12"/HUC3.25112
3'/4
113/4
-2%z,
:-
,(24} 0162 x 31/z-
; `(12) 0,148 g 3 :�
"., ,7..5
3;570
4;030';
4,335
3 075',
3,470
3,735'
-"'
3'IaHUC3.25/16
313%6'
- 1
",
h
Min,
,
Max.
(28) 0162 z 31/z
4HU3.25/1618
- (12)0.148x3 ,
1,515
',75
2,975
3870
3,360
4,365-
3,610,
4,695
2,560
3,330
2,890
13.755
3,105`
4,040-
-
31/.,gbiam
HUCO210 2 SDS •''
3114
'9
3
=
(12) Y4".<x 21Iz"SDS
(6) Ya" xs21h"SDS
:L,3 t5
°,:1n,
f#.31,q
1,a1 ,
3;fi00
� ?16
3,71
FL
HGUS3.25Y10' " '
�
31/4
j " 85A `
4,'
"-;
(46) 0.162' 31h
(16) 0162'x 3Yz
'4,095
9,100
9,100'�
9.100
7825
7,825
7:825
IBC,
H5US325f12
3174
105/s
4"
-
- (56) OA62 x 3Yz -
(20) 0.162,x 311/2 ::5,040
9;4„00
9,400:
9,400
$;085
i-8 085
8,085
FL
.
sLGU3.25
3' a
, 8 to 30"
,4Yz
=
(16) Y4"X 2Yz'' S,DS
(12) Y$' X''„21h" SDS
:5 555
6720
7,310�
%070"
4;$40
5, fi
5,26 i
31h 51/a
HHUS46
-
3%
51/a
3
-
(14) 0.162 x 31h
(6) 0.162 x 31/z
1,320
2,785
3,155
3,405
2,395
2,715
2,930
x
HGUS46
-
3%
4346
4
-
(20) 0.162 x 31/z
(8) 0.162 x 31/z
2,155
4,360
4,885
5,230
3,750
4,200
4,500
HUS48
-)'39l+6
61556 "
' 2
-
(6) 0:162 x"3Yz"
(6) O.t62 xy3Yz
,1„320
1;595
1,815'
1,960;1365
7,555
1,680'
31h x 7114
HHUS48' ';
•
-�
35/a
7i/e :'
3
0 -'
(22) 6;i62x 3'!z
(8) 0.162 x 3Yz;
`. 7M0`
4,210
4,770-
5,140
3;615
4,095
4,415 _
HGUS4$ ' -" `=,_
•` •
-
351s
! 7:',A6
4 ,
_
(36)'0r162 x 31/2:
(12) 0.162 x 3'h
3,235
°7460
7,460',
7,460_`
6, 15:
"6.415
.6,415
IUS3.56/9.5
-
35/e
91/z
2
-
(10) 0.148 x 3
-
70 1
1,185
1,345
1,455
1,020
1,160
1,250
MIU3.56/9
•
-
39AG
813A6
21/z
-
(16) 0.162 x 31h
(2) 0.148 x 11/z
210 12,305
2,615
2,820
1,980
2,245
2,425
U410
• •
• ✓
3f3/Y6
83/8
2
-
(14) 0.162 x 31/z
(6)0 .148 x 3
970
2,015
2,285
2,465
1,735
1,965
2,120
HUS410
0
-
39/i6
815/i6
2
-
(8) 0.162 x 31/z
(8) 0.162 x 31/z
2,990
2,125
2,420
2,615 11,820
2,070
2,240
31/z 9 Yz
HHUS410
-
3%
9
3
-
(30) 0.162 x 31/z
(10) 0.162 x 3Yz
3,565
5,635
6,380
6,445
4,845
5,486
5,545
x
HU410/HUC410
✓
31N
8%
21/z
-
(36) 0.162 x 31h
(12) 0.162 x 31/z
3,235
7,460
7,460
7,460
6,415
6,415
6,415
HUC0410-SDS
-
31A6
9
3
-
(12)1/4" x 21/z" SDS
(6)114" x 21/z" SDS
2,265
4,500
4,500
4,500
3,24013,240
3,240
HGUS410
• •
-
35A
9'A.
4
-
(46) 0.162 x 31h
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
7,825
7,825
7,825
IBC,
LGU3.63-SDS
-
35A
8 to 30
41/z
-
(16)1/4" x 21/z" SDS
(12)1/4" x 21/z" SDS
5,555
6,720
6,720
6,720 14,840
4,840
4,840
LA
MGU3.63-SDS
-
35/6
91/4 to 30
41/z
-
(24) Y4" x 21h" SDS
(16) Y4" x 21/z" SDS
7,260
9,450
9,450
9,450 16,805
6,805
6,805
tUS3,56Jkf $8
�; -
.35N
11'(a
;2
,-
02) p.148x3
-
0
,1;420
7,615;'
T,745 (:i;
20°"7,390';
1,485
MIU3.56111
�" "=�
39h6
11 Ya l
.2'/z
=`
(20) 0162 x 3'I: �7
"(2) 014$'x 11/z
210
2,'860
3,135'
3,135)
2,4752,695
2,695'
U414
2-
-
(16j-0162x31/2,
- (6).0.148x3;
970
2,305,
2,61512,82011;980
12,245'2,425;
'
HHUS410 '
•
=° }
36%
9- '
• 3
-
{30)"0.162 x 31/z�:
`(10) 0.16x 31h
%3,SGS
5,635.
6,386
6.44514,845
5,486
5,545<
HUS412
= l3'/6
101h
2: "
-
(10)0 62x 3'h
(10) 0.762 z3Yz
13 43
2 660;
3;025
3,265
2,275
2;5901
2,795i
3,1Iz x 71'Ja
-
HU642
� ,.
• •
3e
106
„: _
, -
2,/z
Min
Max:.
(16) 0162 x31h
(22) 0162 x 3Yz
(6) 01
(10) 0.1480 3 - .',725
1135
2;380
3,275
2688
3,695
3,970 (2,82013,180'
,HU412/
;2,490+51
3,425'
HUCQ412 5DS -
3s/+6
11,)-'^-
`
=
=(14) Ya'"°X 211i' SDS
(6} 1/4° xl1/z" 5DS
'2 ct 5
6,{i'37
�,€ 315' 16,0
15l2:630
3.Ei,YL
3,6?G
HGUS412 C: '
- '<35/a
i
107/116:
4-
-
(56)6.162 x 3'h
(20) 0.162 x 311z
'5,040
9,400
9,400,1
9,400
8,085l
8i085'
8,085
LGU3.63 SDS, "
•
_ _= ,i
3$! j
8 tc 30=
4.1h
=
(16) Y4''x 2Yz'"SDS
(12) Ya' x,21/i' SDS'
5,655
6,70.
6,720''
6,720 )A
840-j
4;840 (4,840
..
MA'I 14 FQ_Cr1C
. .
- I'16z
❑t/. f��[1
`Eli.,_
in.n Yin',, nY�".p ti.
iYc1 Yi��.,niza bnc."1.
/1111in.cn1'.
n ernlo
IIr,
I nae In
,...r.
46 See footnotes on p.150,
Simpson Strong -Tien Wood Construction Connectors
Adjustable Truss Hangers
�C, This product is preferable to similar connectors because
of (a)'easier installation, (b) higher loads, (c) lower installed
�j cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
N Finish: Galvanized. Some products available in ZMAX® coating.
C See Corrosion Information, pp.13-15.
v Installation:
m.
CUse all specified fasteners; see General Notes.
C The following installation methods may be used:
U
N Top -Flange Installation — The straps must, be field formed
over the header — see table for minimum top -flange requirements.
F= Install top and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
-- -- the THA29, nails used -for joist attachment must be driven at an
d angle so that they penetrate through the corner of the joist and
into the header. for all other top -flange installations, straighten
the double -shear nailing tabs and install the 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.1h" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
Face-Mount.(Max.) Installation — Install face nails according to
the table. Not all nail holes in the"straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift - Lowest face nails must be filled to achieve uplift loads.
Options:
• .THA hangers available with the header flanges turned in for
35/a" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
1314' fnr
THAC422
for
{22-2
{26.2
Vj THAC422
Face nails Top nails
per table per table
13/i typical
21h'for THA422-2
and THA426-2
€ o `
c
W 21�.
U11111THA29
THA418
Double 4x2— 2face nails
Use full table value (total)
Single 4x2—I 4 top nails
See (totaq .
nailer table @ ... . r.
Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps maybe installed straight
or wrapped over with tabulated
face nails installed into top
and face of head
® Double -Shear
Double- Dome Double -Shear
Shear Nailing Naifing Side View
Side View;
Naifing j Do not (Available on
Top View bend tab some models)
Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
rypwai 1 nr+ta
Top Flange Installation
erto
tnote 5
p.187
86
THA/THAC
. - Adjustable Truss Hangers (cont.)
ID These products are available with additional corrosion protection. For more information, see p.15.
U
M
1. Uplift loads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 1 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 specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1'h" nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the tniss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
18
Simpson Strong -Tie® Wood Construction Connectors
Face -Mount Joist Hangers
W
64.....
This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost or a combination of these features.
The double -shear hanger series, ranging from the fight -capacity
LUS hangers to the highest -capacity HGUS mangers, feature
innovative clWble-shear nailing that distributes the load through
two points on each joist nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
ofdesgned fior welded or nailer applications:'--- --
— --
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
some models)
1. for 2x's
1' efor4x's
H
LUS28
HHUS210-2
P
dV "- ---<
MUS28
0
gw.41
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
e
LUS/MUS/HUS/HH.US/HGUS
.. ................................._..................................................................._......................................................................._..................................................
+ Face -Mount Joist Hangers (cont.)
a
SS"
All
SS
Model Heel"
No , ��
Height
Dimensions (in.):
Fasteners" =-
Ga =
W .
_ H B
Carrying �= Carded ,
;`Member _ .. --,,''Member.,
Single 2x Sizes
' 18 '':
3i/a
13h
14x3�21%
)d.148 x 3
41/4 '
19Ai <-
""43/a
1 /4 '
' (4}
.1480 3 ° _
"(4) 0:148
MUS26
411Ae
18
1 e/i6
53i6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
45/i6
16
15/6
5%
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
;HGUS26
404,
14, "
55/e
(20) 0.162 x 31h-
- (8) 0162 x 31h "
LUSH'
(6)D148`.X.3, j
�(4)0.148o,
MUS28
65/i6
18
i 19AG
61a/i6
2
(8)0.148x3
(8)0.148x3
HUS28
61/2
16
1 %
7
3
(22) 0.162 x 31h
(8) 0.162 x 31/2
HGUS28
69A6
12
1 %
71/e
5
(36) 0.162 x 31/2
(12) 0.162 x 31h
WS216 '
41% "
18,
;16 6`
71%6 "
1 Y'4
`"' (8)'0148 x 3 -
(4) 0.148 x 3,
---
16 °!,
f s/s
"< .'9 .
3
"(30) D.162 X 31/z'
{10) 6.162 x 31/2"
TO6,__
727,1
15/e
'91/e
, 5 '
,(46) 0162'x 31/2;'
• (16) 0.162 x"31h'
1. See table below for allowable loads.
Single 2z_Siii:s
These products are available with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
6 with Strong -Drive® SD Connector screws.
See pp. 335-337 for more information.
1,165
865
1 990
1,070
1 1,355[1,760
935
1;070
1,150
1,475
865
635
725
785
1,000
IBC, FL,
3Vu'
1 295_
„1,486e'
.1;560.,
1,,560._"1405,:.
;1,560,
; 1;560
1 560
810
955
1;090
1,180 ,
35'L'"
LA
1,320
2,735
.3,095
3,235
3,235
2,960
3:2,90
3 28;,
3,280
1,150
2,350
2,660
2,780
2,781
575'4,850'
5;170 J
5,390
'4690=
5,220
5;390'
,5390T
7 0 `'
., 3,225
3;610
3,870
3,985'
IBC, FL
1,165
1,100
1260
1,350
1,725
1195
1,360
1465
1,730
865
810
925
1,000
1,270
1,326
-1,130
i,b7b
': 2,125
2,255 '
1875 :.2,135
2 255
2:2 0
t; s0
.. 1,270
1,455
-1,575
1.955 ;
BCFL,
LA
1,760
4,095
4,095
4,09,5
4,095
4:095
4;095
4,095
4,095
1,480
3,520
3,520
3,520
3,5207275`
..7,275,
7,275 "
7,275 ,
`i 50<:
7T05 .
`7275
, 7275
7,275
,.1.325'
3,670
3,82(�
3,91'5 :
;4,250"
IBC, FL
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215
1,500
IBC, FL,
2,635
5,450
5;, 95
5,830
5,830 ,
2,635"
_ 95, .
' a;;780 .
5 33�
5;330,
2.220
' ; 320a
2,455
2.535
" 2,825"''
LA
2,090
9,100
910i0
9,100
9,100
2,090
9100
9'00
9,100
9,100
i,5-:5
6,340
6,730
61730
6,730
IBC, FL
1. For dimensions and fastener information, see table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp. 98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45'
• For skew only, maximum allowable download is 0.85 of the table load,
• For sloped only or sloped and skewed hangers, the maximum allowable downloads
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
Acute
side
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:
p"
HGUS Seat Width Joist Down Load Uplift
Specify angle
W < 2" Square cut 0.62 of table load 0.46 of table load
Top View HHUS Hanger
W < 2" Bevel out 0.72 of table load 0.46 of table load
Skewed Right
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
6dist must be bevel cut)
2".< W < 6" Square cut 0.46 of table load 0.41 of table load
All joist nails installed the
outside angle (non -acute side).
W > 6" Bevel cut 0.85 of table load 0.41 of table load
94
LUS/MUS/HUS/HHUS/HGUS
5S•
These products are available with For stainless Many of these products are approved for installation
additional corrosion protection. steel fasteners, t with Strong -Drive° SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
Double 2x Sizes
HHUS26-2 45/ia 14 35H6 53/a 3 (14) 0.162 x 31/z (6) 0.162 x 31/2 11,3201 2,830 1 3,190 3,415 4,250 1,135 1 2,435 2,745 12,935 13,655
HGUS26-2 4a/I6 . 12 36/i6 57AG 4 (20) 0.162 x 31/2 (8) 0.162 x 31h 12,155 14,340 14,850 5,170 5,575 11,855 13,730 14,170 14,445 14,795
IBC, FL,
LA
LUS210-2 67/I6 18 31/a 9 2 (8) 0.162 x 31/z 1 (6) 0.162 x 31/2 1,445 1,830 2,075 2,245 2,830 1;245 1,575 1,785 1,930 12,435
HHUS210-2 83/s 14 35/6 87a 3 (30) 0.162 x 31/z (10) 0.162 x 3'/z 3,550 5,705 6,435 6,485 6:485 3,335 4,905 5,340 5,060 5,190
HGUS210-2 8s/,e 12 35h6 93116 4 (46) 0.162 x 3112.(16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825
Triple 2x Sizes
�'.t16UJLb3'�1;4'356,";,1Z
4'--%s,W/2
,'4,<
(ZU)UJbZX3h;_.(tt1U:IbZ�f3Wh
e;l=,"4,J4U,,4b3U-'*,II'U"
b,J'{b."I;'bo'):d,lJU,
4�.IfU,
14,4,401
4,lyb_IBC,FL,
HGUS28=3
616
" 12
41S1r6
711a
4
(36) 0,162 x 3Yi
,'(12) 0:162`x 314
3,235
7460"
7460"
7;41i0
7,960.
"2,780",
6,415
6,415'
6,415
6,415
LA
HHUS210-3
83/s
14.
411A6
87/a
3
(30) 0.162 x 3'/z
(10) 0.162 x 3'h
3,405
5,630
6,375
6,485
6,485'
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
81 A/
12
415A6
91/a
4
(46) 0.162 x 31h
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
}iGUS212'3
10 /a ':
'1 12°°
'4-'ors'
1031a
" 4 :
'{56) 0.162 x 31h
(20) 0.162x 3'h"
`5,0�aL;0+v'„-r,C4"
9040
,5 `5
"�t70,
r,I BUG
FZf
> , u-
16C, F.L, ..
LA
Quadruple 2x Sizes
-rluuibzo`4% (, ,31/ IZ' J'U'A6 I 3Y76 ;' J/UJ,.VJUZX'372 6J,V.110Z X372; C.,)J3 14'0 gW,83U. L,1.,, IIU �aJ'f3,' 13bC13 =3 J6U %'Po.. IBC,FL,
HGUS28-4 71/a 12 69A6 I 73A6 1 4 1 (36) 0J62 x 31/z 1 (12) 0.162 x 31/z 13,235 1 7,460 7,460 7,460 7,460. 2,780 1 6,415 16,415 1 6,415 16,415 1 LA
HHUS210-4 83/a 14 61/e 87/a 1 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 13,405 15,630 16,37516,485 16,48512,930 14,840 15,485 15,57515,575 FL
4x Sizes
IBC, FL,
LA
IBC, FL
LUS48
43/s
18
3s/i6
63/a
1 2
(6) 0.162 x 31/z 1
(4) 0.162 x 31/2
1 '0960
11,315
11,490
11,610
2,030
1 910
11,130 11,280
11,385
11,745
IBC, FL,
HUS48
6'/a
14
39AG
7
2
(6) 0.162 x 3'h
(6) 0.162 x 31/z
1,320
1,580
1,790
1,930
2,415
1:135
1,360
1,540
1,660
2,075
LA
HHUS48
61/2
14
3%
71A
3
(22) 0.162 x 3'/z
(8) 0.162 x 3'/2
1,760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
67/I6
12
35/a
7'1A6
4
(36) 0.162 x 31/z
(12) 0.162 x 3'h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
HGUS412 10346 1 12 1 35/e 107H6 4 1 (56) 0.162 x 31/2 (20) 0.162 x 31/z 15,605 1 9,045 19,045 19,045 9:045 1 4:900 17,780 1 7,780 17,780 17,780
HGUS414 1171`16 1 12 35/e 127/I64 1 (66) 0.162 x 31h (22) 0.162 x 31/z 5,695 10,125 10,125 10,125 10,125 4,900 1 8,190 18,190 18,190 18,190
Double 4x Sizes
IBC, FL,
LA
FL
1. Uplft loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21/2" nails in the header
and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11/2" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
19
Simpson Strong-TieFl Wood Construction Connectors
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads -(with minimum nailing) apply to
heel heights as low as 37/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 1h" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is'/V per ASTM D1761 and D7147). See technical
bulletin T C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
fn Finish: Galvanized
L
Installation:
• Use all specified fasteners; see General Notes
C• Can be installed filling round holes only, or filling
U round and triangle holes for maximum values
N • See alternate installation for applications'
using the HTU26 on a 2x4 carrying member or
it HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
Options.
d • HTU. may be skewed up to 671/z°, See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com.
. for installation with Strong -Drive® SD fasteners. i
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
6 Many of.these products are approved for installation with Strong -Drive
SD Connector screws. See pp. 335-337 for more information.
5tanclard Allowable Loads
i. ---- -,._. .
1ai"
HTU26
Typical HTU26
Minimum Nailing
Installation
'-11W max. gap betWeene11d"of' '
truss and carrying member
HTU Installation for
-Standard Allowable Loads
(for 1/2" maximum gap, -
use Alternate Allowable Loads.)
Maximum Hanger (3ap)
Single 2x Sizes
q;S a f1'le
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
., ,'yam 1mun:1.
HTU28 (Min.)
v.ec
37/8
, ra
15/a
u�
71/is
u.ir=:'.SGv/
31/2
V.tVG.A'WJt,
(26) 0.162 x 31h
lcvj V.IKYVA 3IG
(14) 0.148 x 11/2
1p{JJ.;
1,235
G,.7YV=
3,820
_K"i;ULA+
3,895
4x)W
3,895
4jlJ_lV-'(
3,895
I,JJJ'
1 1, ;0
' G,JJU^i
2,865
P, 7i3U
2,920
�5g,.�.:.il�l'J'f."lU.,,
2,920
2,920
IBC,
FL,
HTU28 (Max.)
71/4
15/a
71As
31/z
(26) 0.162 x 31/z
(26) 0.148 x 11h
2,020
3,820
4,315
4,655
15,435
1 1,?35
3,285
3,71U
4,005
4,675
LA
H"a`'9y5s
0210•(Min)
37/a
15/
3yh";
,(32)'0.162X,31/2
"(14);'0.148x1?1h
;1,336,
4,3'0 64,3uJ,
,''CSO';4,
�Jv,
1145
3;225,';
3,225
"^;225
'e225.
6210"(N)ax)',
9%a e";
-1 s/e,
91fie,
31, JWYO.10
Double 2x Sizes
HT1J26?2, (Min':)
HTU262(MaX:)
i ",3?/a,- ',
>.51%z ;
35As:
35A6
-571s
z57he.
3?/z
{20j Od62;x3ih
(20)�0.162x31/2
(14) 0148 x„3 ,>
(2010:148X3
;1,515
2175-',2,940
2,940..
••3,3�0
'3,323":""g
a0 -
;3,910 ,
0";
1,305
1,870
" 1,850„'',
2,530",.�,8a5`"3,08i:-3855
" 2,090
i" 2 255�
>2,465
HTU28-2 (Min.)
37/a
3-6
71As
31/2
(26) 0.162 x 31/2
(14) 0.148 x 3
1,530
3,820
4,310
4,310
4,310
1,315
2,865
3,235
3,235
3,235
IBC,
HTU28-2 (Max.)
71/4
3-As
711/s
31/z
(26) 0.162 x 31/2
(26) 6.148 x 3
, 3,485
3,820
4,315
4,655
5:825
2,995
3,285
70
4,U35
FL,
LA
1. The maximum hanger gap Is measured between the joist (or truss) end and the carrying member.
2. MinirT um heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/s" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector° software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table.vakie. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
96
U
Z_
Z
Z
a
U
F7
C5
Z
0
Z
0
rn
0
0
m
0
U
U
HTU
6
..................................................................................................................................................................................................................................................................................................................................................................................................................................
Face -Mount Truss Hanger (coot.)-
' 9 Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6
Carrying Member
vMm
Fasteners (in. ,
DF/SP Allowable Loads
SPFJHF Allowati1e
Loads
Model,
No
Heel ..,`
Height
Minimum.
Carrying
Code
Ref.".
Carrying
Gamed
Uplift_
Floor
Snow
.Roof
Wind
Uplift
Floor
Snow
Roof
Wind
Member
Member
Member `" "
(160)
" {100}
,
{115) .
{125)
"fi¢0) -
(16Q)
(100j
(115) -"
, "(125),
(160) _..
;
HTU26 (Min.)
37/s
(2) 2x4
(10) 0.162 x 31h
(14) 0.148 x 11/2
925
1,470
1,660.
1,790
1,875
795
1,265
1,430
1,540
1,615
HTU26 (Max.)
51/2
(2) 2x4
(10) 0.162 x 31/2
(20) 0.148 x 11/2
1,240
1,470
1,66D
1„'• 90
2,220
1065
1,265
1,430
1,540
1,910
IBC,
" HTr I9Ft'r0Aar1 ""
"�71,
. " i �Va
"rent n yap Y n,i
r�Fi n yes V 1"ii
.1.a7n'
"5,oan,
` • ,�.,
x;n n
i a anF "
`"1 �a>;"
9 Fan
("a"� `
q r"li n .
"z zsn ;,
FL, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
moaer `Heel
No ;Height AN►; " H 8
Single 2x Sizes
Wind
(160)
HTU26
31h/s
57/a '
31h
( 24 6.162 k'' '/ ".
�)
11 O'148 x 1 �1z
.
2;3 5
:2
;, 9
2,395
040
10
1, 1t1
i, 1
1;5'0
HTU26"{Mrn.}
�� 37/a
�. '�13A,
5 A4 '
�31/2
(20} 0:162 ><31Iz
(14j 0'.148 x 11h
:=.1,175
2`940
1 3;100
3106 �"
3,100
' 1,Q10
1�,955
1,955
1,955
1,955
HTU26 (Max.)
- 51h
ides,
57/16
31/2
(20) 0.162 x 31Iz
.(20) 0148 x 11h,_
1,215„
2,9403,"s2E?
31a"80
' �,630 ''
1,045
7,850
2.0?
2,28'S
2,285
IBC,
HTU28 (Min.)
37/a
15/a
7116
31/2
(26) 0.162 x 31/2
(14) 0.148 x 11/2
1,110
3,770
3,770
3,770
3,770
955
2,825
2,825
2,825
2,825
FL,
LA
HTU28 (Max.)
71/4
15/8
7116
31/2
(26) 0.162 x 31/2
(26) 0.148 x 11h
1,920
3,820
4,3i5
4,655
5,015
1,695
2,865
3.235
3,490
3,765
Double 2k Sizes
HTU26-2 (Max.);
51h
3 6
.5716 _
31/2
(24) 0.162 x`�,1/2
"(20 {) k x 3
, ,1,910
,12;940
(3
=�3,501
3;500
` 1,645,
2,205^
2;205
" 2,205
2,205, .
HTU28-2 (Min.)
37/a
3-6
7116
31/2
(26) 0.162 x 31/2
(14) 0.148 x 3
11490
3,820
3,980
3,980
3,980
1,280
2,865
2,985
2,985
2,985
IBC,
FL,
HTU28-2 (Max.)
71/4
3�6
7116
31/2
(26) 0.162 x 31/2
(26) 0.148 x 3
3,035
3,820
4,315�
4,655
5,520
2,610
2,865
3,235
3,490
4 40
LA
HTU210-2 (Min.).:
37/a
' 3Y16``
9354 ?
31/2
(32 0.162 x 31/2""(14),0.148
x 3
';,1,755
4;255
4,255
4,255 ,
'4;255.
` 1;510
3,190
3,j90-
3,190
3,190
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3: Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating,
5. For hanger gaps between 1/a° and V, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Simpson Strong -Tie® Wood Construction Connectors
ti
z
z
a
0
Z
z
0
CO
z
0
a
CO
CO
m
0
0
m
0
U
U
Medium --Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU'hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension' is 25/16" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16" at 100% of the table load. Specify as an 'X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 'A" x 2aN` Titen 2
screws (Model TTN2-25234H) for GFCMU. Follow all'
installation instructions and use the loads from the sawn
lumber or RNP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/1a°-diameter hole to the specified embedment
depth plus 1/2".
• Afternatively, drill the 3/1s"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
3/1e" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/3" is required as shown in Figure 1 for fell uplift load.
• Wnere no uplift load is requlred, a minimum end distance
of 1 1/2" is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
6
23
0
(D
0
0
0
HU/HUC/HSUR/L
................ . ...................... . . . ..................... . . . ... . ........ . . ................... . . .. . ............... . ............. . ..... . ... . .. . .... . .. . . ..... . ..... . .................................... . . . .............
Medium -Duty- Face -Mount Hangers (cont.)
11% ThP_qP. nmrfi intcz nriz. nvniNhIp with iridifinnA mrre)qie)n nmtprtinn Fnr mnrp. infnrmqfinn cap. n 1.1;
MbdeV
Fasteners
Allowable -Loads ( F,/SP
GFCMU
C rete
d
Standard
ConcreteGFGMU
Joist
Uplift
D'
.6010"
,,Down
Tit�0'2,"
?
(10002"
5Y
HU26
HU26X
(4)1/4 x 2 3/4
(4) 114 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
2 k•
41�
A,
-
,
4
766
HU24-2
HUC24-2
(4)1/4 x 2 3/4
(4) 1/4 x 13/4
(2) 0.148 x 3
380
oOO ,__T_
1
380 I
1,545
HU26-3 (Min.) . HUC26-3(Min.) (8) 1/4 x 2 3/4 (8) 1/4 x 13/4 1 (4) 0.148 x 3 760 2,600 760 3,200
(12) 114 x 23/4 (12) '/, x 1 -14 1 (6) 0.148 x 3 1,135 3,000 1,135 9 d HU26-3 (Max.) HUC26-3 (Max.) 3,950
I HU210 I HU21OX 1 (8) 1/4 X 2 3/4 1 (8)1/4 x 13/4 1 (4)0.148xll/2 1 545 1 2,000 1 760 1 2,415 1
HU210-3(Min)
..HUC210-3(Min.)
(14) 114 x 2 3/4
(14) 1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-.3 (Max.)
(18) 114 x 2 3/4
(18) 1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212
i?XZ
4X 3/W
('1 3/
77777
A4 �,x111/2,
AJ35
2,50
HU212-2 (Min.)
HUC212-2 (Min.)
(16) 1/4 x 2 3/4
(16) 1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(2 2) 1/4 X 2 �/4
(2 2) 114 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
-,�U21-2,-3"iMin.'I-�i'�",H,u,C2l2-
Win
-'�66 1/ /4,
4x2�
F,r
iddJ�� �,i" "I
;,�
-zod", "'T
7135,
k '9261�'�"'
4.
HU214
HU214)(
(12) 1/4 x 2 3/4
1 (12) 1/4 X 11/4
(6) 0.148 x 11/2
1,135
2,665
1,135
1 2,665
(8}HU'C214-ioin ;0 48,x,3
1,5115
'085_
HU214-2.-,(Mak.)
"T'(24_
3 1
114 X 1, 14
048 xi 3'
'2,015 ,,"
HU214-3 (Min.)
HU0214-3 (Min.)
(18) 114 x 2 3/4
(18) 1/4 X 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24) 114 x 23/4
(24) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216,
1
1,102 6X
-,,(18)1/,4x2 �14
I T 3/'
j8� 8 X'
15 15
2,92Q
:1 5i5
920
HU216-2 (Min.)
HUG216-2 (Min.)
(2 0) 114 x 2 3/4
(20) 114 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUG216-2 (Max.)
(2 6) 1/4 x 2 3/4
(2 6) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
2,16r.3
Llb2 (Mi n
ny11A
*4
0
P
515-
1'51
�6-3(Max.)3
(Max) T
4
4�' x4 �K
�'(i-2)'0448
HU7 (Min.)
(Not available)
(12) 1/4 x 2 3/4
(12) 1/4 x 13/4
(4) 0.148 x 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16) 1/4 x 2 3/4
(16) 1A x 1 3K
(8) 0.148 x 11/2
1,085
3,485
1,085
3,485
(Min.} �X�
U79' '(M tj�'_6'tg�'A
(Not availlablel-',
RI '/A'X-23/1
A K,
11 k V if
OA4
[ I
, � � -_
' ,
" , 1,
- -_
",' dqq -1
HU11 (Min.) (Not available) 1 (2 2) 1/4 x 2 3/4 1 (2 2) 1/4 x 13/4 1 (6) 0.148 x 11/2 1 1,135 3,230 1,135 1
3,2_30]
HU11 (Max.) (Not available) (3 0) 1A x 2 -/4 1 (3 0) 114 x 1 Y4 I (10)0.148xll/2 1 1,445 3,735 1,445 1 3,735
z
C3
a<
2
0
0
F7LU
C9
z
0
F
CO
z
0
CL(n 2
CO
c�
38
STAGGER JOINTS - TYP.
B/5KI
du
w�
z
Lu
N
UPLIFT/SHEAR ANCHOR-7—
EACH TRUSS - SEE B/SKI
PLAN
NOTE: ADVL FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRU55 EARINGt A
SCALE: NTS SKI
I
iED HEEL ROOF TRU55E5
PLAN
' r
RIBBON BOARD- SEE
SCHEDULE FOR SPACING 4
FASTENING TO TRU55ES
�'\—MASONRY WALL -
SEE PLAN
ROOF SHEATHING- GEE I
SOFFIT/FASCIA- SEE ARCH.
RAISED HEEL ROOF TRU55E5
-SEE PLAN
Cie
wa
r0
RIBBON BOARD-
Q < 3
SEE SCHEDULE
� U z li
FOR SPACING 4
O W w w
FASTENING TO w N
U is
TRUSSES
< o =
_
Eu L o7.
z0m�
WALL SHEATHING -SEE PLAN
=
i
MIN. 15/32' CDX PLYWOOD OR
C 3
1/16' 055 WITH 8d GUN NAILS
U
(0.131' X 2 IR') ® 6' O.G. TO
UPLIFT/SHEAR GYP. CEILING -
RIBBON BOARDS
ANCHOR EACH SEE PLAN e
m,
TRU55- SEE PLAN SCHEDULE
DO.NOT FASTEN RIBBON BOARD
e
INTO END GRAIN OF ROOF TRUSS MASONRY WALL-
BOTTOM CHORD
SEE PLAN
W tlPEVI510N:
RAISED HEEL
TRUS5 BEARING E3'
SCALE: NTS SKI
RIBBON 5GHEDULE=
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=1(.5 MPH
(2) 12d GUN (0.131' X 3')
(Vascmn MPH)
2r4 SPFB2
24'
TO EACH TRUSS, (4)
EXP. B,
ENCLOSED
NAILS AT JOINTS
Vult=180 MPH
(2) 12d GUN (0.131' X 3')
(VasdR139 MPH)
2X4 SPF02
16,
TO EACH TRU55, (4)
EXP. C, ENCLOSED
I
I
NAILS AT JOINTS
J
d� s
SHEETTIRE
SHEEP INFOgMATION:
JOB NO. ddllld
onrerssuEn: Il.oe.ld
DR�VM BY:
REVIEWFDBY: M
SK.1
I
ALP E
'OLO'VUIAMY
January .10,:2620'
Carpenter ,Contractors o-fAm;e'carii J;
. nc...
3 60Avg ii 6 01 NW
Wiihter.HAV'ori, VL--,3U96-62",Qj�
.Dear ' a4-
It"has' come to my attention.,"ihatsome questions w. were raJ4pd_ p.pjjcernih95 ;/8,," diameter
end trusses t , allow d&f;ico.)'Pf'y02gq a
0- fo;r.
ififb"Ad"e'd rods -used ifor o. n g.)
Ifthes6.gable-en&are over ron.6W.U.q,os support;
--Wit Aredrill �4 ri,
ed b-6iit'I-h&,,cene jneofthe ;wj
.0 C.,
,v, -,C wi bu-: amnag granyconnect6fp t�.otve
Face no �',d. �'e..�ffia� th, '' rd , - - - , - - ! - - - - -la, & in, rticdlwQbs ih gn
naxep4irjsrequired Ahe truss only supports: 2 feet of floorfdad§4ndha addi iional
load..
If you have any, -qu&stidi n, §:)';pIea§6 give,m e:,,a call'.:
Sincerely;,
Yo
6760rq Forum Orlando, FL 3282.1 W) 5�21-97,90,-�-(,a63)1422-,8085
� _p !Vqj Suite 30.51
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ALPINE
AN ITW COMPANY
J,,sturner Carpenter Contractors of America Job Number. • N334501.
ob Dea>ription: ,7A5/320 ,182ECE ,02H ,Rl01 / 1828/CALI/4EBB ELEV.G,E
AdGrass___�
Joti Eit >rbeertn Criteria `
Design Code:. FBC 7th Ed. 2020 Res IntelliV/EW Version: 20;02.00A
JRefk 1X3L89750075
Wind Standard: ASCE 7=16 Wind Speed (mph): 160 Design Loading (pst): 37.00
,Building Type: Closed
This package contains general notes pages, 33 truss drawing(s) and 4 detail(s).
1
069.21.1302.22266
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3
06921.1302.22015
A2
5
069,21.1302.22267
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A8
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069.21.1302.21436
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VALTN 1`60118
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone:(800)755-6001
www:alpineitw.com
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2
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A7
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069.21.1302.22218
A9
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069,21.1302.23155
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069.21.1302.21983
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I�r ya Certificate of Product Approval #FL1999 Printed 3/10/2021 1 54:46 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted -work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or 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)
K.ey 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
fond 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.ora.
2.' ICC: International Code Council; www.iccsafe.ora.
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.orq.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 249671 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T10 /
FROM: RWM Qty: 11 7A5/320 ,182EC,E ,02H ,RI01 / 18281CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22266
Truss Label: Al SSB / YK 03/10/2021
12'11"15 19,10" 26'8"1
6'10"8 610"1 6'10"1
= 5X5
E
33'6"9 39,8"
6'10"8 6-17
0
he's^
39'8"
10' 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 999 360
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
TCDL: psf
B Brg Width = 8.0 Min Req = 2.0
5.2
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.617
H Br Width = 8.0 Min Re 2.0
g q =
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.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.457
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 1490 - 3155 E - F 1130 - 2029
Top chord: 2x4 SP #2 N;
C - D 1366 - 2875 F - G 1366 - 2875
Bot chord: 2x4 SP #1;
D - E 1130 -2029 G - H 1490 -3155
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - L 2759 -1207 K - J 2278 - 858
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2ff%min.). Restraint material to be supplied
L - K 2278 -879 J - H 2759 -1186
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
D - K 530 -745 F - J 541 134
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
�91:£i6fii!tlittJr@
E - K 1530 -745
rr
Loading
` y
.
Truss passed check for 20 psf additional bottom chord �,, `+•,.+•®*^4., °14
live load in areas with 42"-high x 24"-wide clearance..T qt""+oa`g;• ''
ram
q
g: e°
Wind
s
Wind loads based on MWFRS with additional C&C � � '��� Imember
design. x
Wind loading based on both gable and hip roof types.—
o
S T 0 • +
� ®0•0°o°mramv�°®V
.
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COA ( 'N � 1a
(3/10/2021
"WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r sa�ety to these functions.
practices prior performing Installers shall provide
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall
attache. rigpid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections
temporary
have a properly
B3, B7 or B10,
as appiicab�le. 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$cLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4of trusses. A drawing
seal on this
listing this drawing indicates acceptance of professional engc1s�neering responsibility solely -for the design shown. The suitability
drawing for any shcture is the responsibility of the Building -Designer per ANSIffPI 1 Sec.2.
or cover pa a 6750 Forum Drive
and use of this
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: 2497041 COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T25 /
FROM: ALS Qty: 1 7A5/320 ,182EC,E ,02H ,Riot / 1628/CALIMEBB ELEV.C,E DrwNo: 069.21.1302.22812
Truss Label: A1A SSB / WHK 03/10/2021
7'112 12' 17'1"12 19'10" 23'8" 31'8"14 39'8"
7'11"2 414 5'1"12 2'84 3'10" 8'0"14 T11"2
=6X6
F
39'8"
8'1"1 3'9"3 2'112 3' 6'8" 8'0"11
8'1"1 11'10"41 14 r 17' r 23'8" 31'811
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 too Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.386 O 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.669 0 706 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.168 K - -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.314 K
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.791
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.896
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.765
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE. HS IVIEW
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.
+ Bottom Chord section between vertcials may
be removed.
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7'11"5 1'
39'8"i
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /961 /309 /444
1 1556 P /- 1961 /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
**WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bragin 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 ANMCOWANY
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineenng responsibilittyv solely Tor the design shown. The suitability and use of Phis
drawing for any sfructure is the responsibility of the Buildingp esigner per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com: TPI: tpinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821
SEQN: 249705! HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T9 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,R101 / 18281CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22015
Truss Label: A2 SSB / WHK 03/10/2021
6'1 "7
12'6'15 i 19' 20'$" 27'1"1
6'5"8 6'S"1 1'8' 6'S"1
�,1 10'
10'
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: ll
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,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.
:5X5=5X5
E F
39'8"
9'10"
19'10"
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):
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.172 L 999 360
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
03/10/2021
EW Ver: 20.02.00A.1020.20
1
33'6"9 39.8"
6'6"8 6'1"7
10,
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1556 /- A /963 /310 /427
1 1556 A A /963 /310 /-
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
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 safPety practices prior to performing these functions. Installers shall provide temporary _
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural -sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. 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 ANR COMPAW
truss in conformance with ANSI/TPI 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 angsneering responsibility solely -for the design shown. The suitability and use of This
drawing for any s9r'ucture is the responsibility of the Building esigner per ANS!/TPI 1 Sec.2. Suite 305
For more information see these web sites_: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821
SEQN: 249706! HIPS Ply: 1 Job Number: N334501 Cust: R8975 JRef:1X3L89750075
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DnwNo: 069.21.1302.21421
Truss Label: A3 SSB / WHK 03/10/2021
6'1"7 12'0"15 16'0"1 21'7"15 27'7"1 33'6"9 39'8"
6'1"7 5'11"9 5'11"2 3.7"14 5'11"2 5'11"9 6'1"7
;5X5 =5X5
E F
39'8"
10' 9.10"
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.
910"
29'8"
Defl/CSI Criteria
PP Deflection in ]cc Udefl U#
VERT(LL): 0.171 L 999 360
VERT(CL): 0.319 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.124 K -
Creep Factor: 2.0
Max TC CSI: 0.408
Max BC CSI: 0.748
Max Web CSI: 0.485
Ver: 20.02.00A.1020.20
0011
OH
4 %e s
ti b
OAR
03/10/2021
10' 1'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- A /965 /312 /407
1 1556 A /- /965 /312 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1608 - 2796 F - G 1252 -1794
C - D 1497 - 2523 G - H 1498 - 2523
D - E 1252 -1794 H - 1 1609 - 2796
E - F 1245 -1635
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2439 -1329 L - K 2064 -1027
M - L 2064 -1048 K - 1 2439 -1308
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
M - D
' 495 -106
L - F
523 - 300
D - L
497 - 674
L - G
497 - 674
E - L
523 - 300
G - K
495 -106
**WARNING"'* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) for safPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSt. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for of lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
as applicable. Applly plates to each face o 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 BuildinccLLComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ARMCOWAW
truss in conformance with ANSI 1, or for handling, shipping,; mstalla ion and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering -responsibility solely or the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305
I.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: 249707 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRefAX3L89750075 T8 /
FROM: RWM Qty..
1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22267
Truss Label: A4 SSB / WHK 03/10/2021
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 + Tl0"14
�1' 10, 9.101. 91101. 10 1
10, 19,10" 29'8"
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 L!# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf.' NA Ce: NA VERT(LL): 0.149 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.279 J 999 240 B 1552. /- !- /965 l318 /386
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.060 1 - - G 1552 /- /- /965 /318 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.112 1 Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf G Brg Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.760 q =
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.755 Bearings B & G are a rigid surface.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.989 Bearings B & G require a seat plate.
Loc. from endwall: not in 9.o0 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1673 -2755 E - F 1699 -2561
C - D 1698 - 2561 F - G 1674 - 2755
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1352 -1728
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - K 2393 -1373 J -1 1695 - 842
be equally spaced. Attach with (2) 8d Box or Gun K - J 1695 - 663 1 - G 2393 -1352
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 498 -448 E - 1 770 -435
for (2) CLR'S where shown. Scab reinforcement to be K - D 770 -435 I - F 498 448
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc. �ttt{4tslnrtrrr�yr,
Wind
Wind loads based on MWFRS with additional C&C e/�®►®�°+�eO°d 0'°°•, rj p'%,
member design.
Wind loading based on both gable and hip roof types. ` 'a
0
AT 0a.
(9�4^tea °�iNn►`a�_`ii�t
COA b��,��ONAL ,,..
t�
r�@i�sa r34Ses {sass@;
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating; handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for sa�ety 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 riccl1id ceiling Locations shown -for permanent lateral restraint of webs shall have bracin installed per SCSI 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. ffefer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincQ�Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the *,,,,„,ro,�pN
truss in conformance with ANSI 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 en sneering responsibility solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the BuildingVesigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 249708 / HIPS
Ply: 1
Job Number: N334501
Cust: R 8975 JRefAX31-89750075 T24 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.21515
Truss Label: A5
SSB ! WHK 03/10/2021
6'1 "7 16'0"1 23'7"15 33'6"9 39'8"
6' 1 "7 9' 10" 10 77"14 91101,10 6'1 "7
:6X6 =6X6
D E
T2
12
6 F,—,- T4
M
5X5 5X5
n' C F i
m
W
W1
B G
A
�a
Ht+8-8"
=4X6(A2) =5X5 =5X5 -5X5=4X6(A2)
39'8"
10' 9.10" 10 1
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): 0.156 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 B 1556 /- A /964 1713 /366
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 A A /964 1713 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 It HORZ(TL): 0.119 1 Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: psf
5.2
G Br Width = 8.0 Min Re
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 9 q = 1.8
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.745 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 Fee: Yes Max Web CSI: 0.485
Members not listed have forces less than 375#
Loc. from endwall: not in 9.o0 It 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 1841 -2852 E - F 1665 -2513
C - D 1665 -2513 F - G 1841 - 2852
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1456 -1829
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 2505 -1555 J -1 1780 - 954
member design. K - J 1780 -1005 I - G 2505 -1535
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 511 -469 E - 1 617 - 249
K - D 617 - 248 I - F 512 - 469
moist;{tiiftUls{gtt� rr
l�frri�Y
` 171'
SS • f
v
r, a
g Q. 7'08 1
a
RAT 0
®'s r>aevi®a
ftsf67o"1i 111�11111
03/10/2021
•'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"`IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for
safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attacheU ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply plates to each face oT truss and position as shown above and on the Joint9Details, 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 ANMCCAIPANY
truss in conformance with ANSI/TPI 1, for handling,
or shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enUeering responsibility solely -Tor the design shown. The suitability and use of this
drawing for any sQr'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249709! HIPS
Ply: 1
Job Number: N334501
8975 JRef:1X3L89750075 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CAL1/4EBB ELEV.C,E
TDwNF: 069.21.1302.21406
Truss Label: A6
/ WHK 03/10/2021
7'10"14 15' 24'8" 31'9"2 398"
7' 1014 7' 1 "2 9'8" 7' 1 "2 7' 10"14
=6X6 =6X6
D T3 E
12
6 F7- 5X5 �5F5
C
h
W co
W1
B G
A
M H �8,8„
= 4X6(A2) = 5X5 =— 5X5 =5X5 = 4X6(A2)
� 39'8"
�1' 10' 9'10" 9'10" 10,
10' 19110" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 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 999 360 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 /- A /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- A /962 /328 A
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.115 1 - - Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: psf
5.2 G Br Width = 8.0 Min Re
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 9 q = 1.8
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 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: 0.474
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): 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 - I 628 - 300
K - D 628 - 300 I - F 394 - 358
%aygt44ftPti tflt;tt$trjtf
a r ^
0.708 I '
� o
r e r
0 0
o
COA# ONA�811"08
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r to
safety practices prior performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a 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 applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard Refer to General Notes
plate positions. job's page for additional information. ALPINE�
AI ine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANf COWAW
trTss in conformance ANSI/TPI 1, for handling,
with or shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enppmeenng responsibili((�� solely -for the design shown-. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer perANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.orq; AWC: awc.orq Orlando FL, 32821
SEQN: 249710 / HIPS
Ply: 1
Job Number: N334501
Cust: R 8975 JR&AX3L89750075 T23 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H .R101 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.21827
Truss Label: A7
SSB / WHK 03/10/2021
. 6'1"7 14'0"1 19,10" 25'7"15
336"9 39'8"
6'1"7 7'10"10 5'9"15 5'9"15
7'10"10 6'1"7
- ;5X5 III2X4 =5X5
D E F
T2
12
6
ro C 5�5C5
nT4
W3m
r`
B
A
H
1 �8 8,
=4X6(A2) -5X5 =5X8 =5X5=4X6(A2)
39'8"
10' 9'10" 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): 0.176 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240
B 1556 /- /- /958 l715 /325
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 /- /- /958 f715 /-
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: 4.2 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: 0.743
H Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.748
MWFRS Parallel Dist: hl2 to h
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: 0.434
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
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 1975 -2822 E-F 1780 -2112
C - D 1821 - 2515 F - G 1821 - 2515
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1;
D - E 1780 -2112 G - H 1975 -2822
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 2470 -1666 K - J 1912 -1210
member design.
L - K 1912 -1231 J - H 2470 -1645
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 439 - 395 F - J 556 -182
L - D 556 -182 J - G 439 - 395
ygy{iia{{Paitlrtftrtor�/�aA
E - K 440 -281
o f P
a
ID Q. i7G 1
d
®
a
� t
'tl
� 4a
4 a
Iftlea
03/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information,
of BCSI (Building
by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent -lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _
as applicable. Apply plates to each face oT 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 Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOAWA
truss in conformance with ANSI/ PI 1, or for handling, shipping,; installation and bracin of trusses. A seal on this drawing or cover pa a
listing this drawing indicates acceptance of professional engpeering responsibili��rr solely�or the design shown. The suitability and use ofg is 6750 Forum Drive
drawing for any structure is the responsibility of the Building Designer ANSI/TPI 1 Sec.2. Suite 305
per
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249711 / HIPS
Ply: 1
Job Number: N334501
Cust: R 8975 JRef:1X3L89750075 T6 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.22327
ISSB
Truss Label: A8
/ WHK 03/10/2021
6'9"4 13' 19,101, 26'8"
32'10"l2 39'8"
4 6'2"12 6'10" 6'10"
6-2"12 6'9"4
:5X5 1112X4 e 5X5
D E F
12
6 2X4 W
C
/2X4
rr
o
G
Un
W3
B
A
H
= 4X6(A2) = 5X5 = SX8 =5X5 = 4X6(A2)
39'8"
9110.. 9110..
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 999 360
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 A A /953 /716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 /- A /953 f716 /-
C Kzt: NAn
Des Ld: 37.00 HORZ(TL): 0.121 J
Wind reactions based on MWFRS
Mea
Mea Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: psf
B Brg Width = 8.0 Min Req = 1.8
5.2
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.543
BCDL: 5.0 psf
H Br Width = 8.0 Min Re 1.8
9 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
Top chord: 2x4 SP #2 N;
C - D 1925 - 2523 F - G 1925 - 2523
Bot chord: 2x4 SP #1;
D - E 1973 - 2289 G - H 2O14 - 2780
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
ggseftattupal8i/$P� I�rji�f.
D - K 425 -401 J - G 381 -339
`.Ja
E-K 585 -391
y � aawyra�meroars
ro a
r
m s
a
r
✓� ens 6.
y1 �a
V,gTp�N
COAL A1.
�t ibiD4
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an r7 SBCA) fo'r safety to these functions.
practices prior performing Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigqid ceilincl Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _
as applicable. Apply ?fates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
1�'-
ALPINE
LL��iill 1 VN
Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the MnWCCWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinQof trusses. A seal on this drawing or cover pa a
listing this drawing indicates acceptance of professional enpineermg-responsibility solely -for the design shown. The suitability and use of ibis 675o Forum Drive
drawing for any structure is the responsibility of the Building Designer ANSI/TPI 1 Sec.2. Suite 305
per
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249712 / HIPS
Ply: 1
Job Number: N334501
Cust: R8975 JROIX31.89750075 T21 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,Rl01 / 1828/CAL1/4EBB ELEV.C,E
DrwNo: 069.21.1302.22218
Truss Label: A9
SSB ! WHK 03110/2021
6'3"4 12'0"1 19,101, 275
334"12
6'3"4 5'8"12 7'9"15 7'9"15
5'812
,5X5 III2X4 =5X5
D E F
12
T
6 \2C
I
v_
I
ZO W3
Z %:?4
m
B
1 A
H
y�
1 8 8„
4X6(A2) =5X5 -5X8 -5X5=4X6(A2)
39'B"
10' 9'10" 9'10"
10, 1�
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 Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pt. NA Ce: NA VERT(LL): 0.206 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240
B 1556 /- /- /947 /717 /284
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - -
H 1556 /- /- /947 /717 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.124 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 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: 0.748
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: 0.753
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: 0.999
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 2102 - 2791 E - F 2189 - 2492
C - D 1987 -2524 F - G 1987 -2524
Top chord: 2x4 SP #2 N;
D - E 2189 -2492 G - H 2103 -2791
Bat 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 2434 -1769 K - J 2065 -1444
member design.
L - K 2065 -1465 J - H 2434 -1748
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 498 -118 K - F 539 - 531
D - K 539 - 531 F - J 498 -118
yt►fi@Pflt1!!r=t1t tr
tr
E - K 685 -462
f
pr''G
®pia®m0aa•®o t,
s`
°® 0.7108 1
s
ti a
P
r
a
o
a n
p A u
COA�
4ian�68i41t'
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
`"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI
anc7'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
at ache riqid ceiling Locations shown for Permanent lateral restraint of webs shall have braginct installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of 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
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure
truss in conformance ANSI f� PI 1, for handling,
to build the AN TV COMG_ANY
with or
shipping,, installation and bracin4 of trusses. A seal on this drawingor cover pa4e 6750 Forum Drive listing this drawing indicates acceptance of professional encLsneering responsibili((�� solely -for the design shown. The suitabiliy and use of iris
drawing for any s9ructure 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:249713/ HIPS
Ply: 1
Job Number: N334501
R8975 JRef:1X3L89750075 T5 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1628/CALI/4EBB ELEV.C,E
]Cust:
DrwNo: 069.21.1302.21436
Truss Label: A10
SSB / WHK 03/10/2021
5'919' 28'8"
33'10"12 39'8"
5'9"4 5'2"12 8' 9'8"
5'2"12 5'9"4
;5X5 =_5XT35 5X5
D
F
T 12
6 �2X4 W
02X4
o C (a) (a)
G Ln
in W3
io
B
1 A
H
s
8'8"
1to
=4X6 A2 L K J _
( ) =5X5 r =5X8 =5X5=4X6(A2)
39'8"
9110" 9110"
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): 0.213 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240
B 1556 /- /- /940 [718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - -
H 1556 /- A /940 f718 A
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.127 J -
Wind reactions based on MWFRS
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: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934
H Brg Width = 8.6 Min Req = 1.8
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.752
MWFRS Parallel Dist: h/2 to h
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: 0.751
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: o.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 2194 -2804 E - F 2386 -2693
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE;
C - D 2057 - 2533 F - G 2066 - 2539
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
nails(0.113"x2.5",min.). Restraint material to be supplied
L - K 2147 -1575 J - H 2440 -1822
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.{ryfRtllfti
E - K 79 -778
534
trrtttrrrrr
Wind
Wind loads based MWFRS
on with additional C&C
member design.�`'��+°c•,�%p
Wind loading based on both gable and hip roof types.
g o 70$ 1 '
P s
® °
0 s
03/10/2021
'"WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly _
attacheU ri id ceilincl Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicab)e. Apply plates to each face of truss and position as shown above and on the Join f 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$cLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANrtwCO~
truss in -conformance with ANSI/TPI 1, or for handling, shipping,, installation. bracin trusses. A
and of seal on this drawin
listing this drawing indicates acceptance of professional enggi�neering responsibilitt�y solely -for the design shown. The suitability
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
or cover paWe 675o Forum Drive
and use of This
Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249714 / HIPS
Ply: 1
Job Number: N334501
Cust: R 8975 JRef:1X3L89750075 T4 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.21875
Truss Label: Al2
SSB / WHK 03/10/2021
9' 17' 22'8" 30'8"
39'8"
9' g 5 g 8'
9'
�6C6 T2 =5XD5 =4E4 T3
=6X6
F
T 12
6�
T
o (a) W (a)
u7
p W5
A
1 B
G �n
I�g,g.,
39
H
4X6(A2) =6X6 =6X6 =6X6=4X6(A2) 1
39'8"
10' 9'10" 9'10"
10,
10' 19110" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udef! U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360
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 A /921 /720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - -
G 1556 A /- /921 /720 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.150 I - -
Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.939
G 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: 0.834
Bearings B & G are a rigid surface.
Spacing: 24.0 " C&C Dist a: Re Fac: Yes Max Web CSI: 0.306
ft p
Bearings B & G require a seat plate.
dwa
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2250 -2705 E - F 2239 -2478-
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
C - D 2238 - 2478 F - G 2250 - 2704
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) 1X4 #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
nails(0.113"x2.5",min.). Restraint material to be supplied
K - J 3174 -2647 I - G 2329 -1835
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
C - K 718 -428 E - 1 944 -834
same size, species, grade, and 80% length of web
K - D 940 - 832 1 - F 718 -430
member. Attach with 0.128x3" gun nails @ 6" oc.
3�trgaetngu#fldadrtf'r
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
a �
0. 7,08 1
G t r m m a s
° o �
q
8 A'i 0 m �,
O�—�
xa 3jy.�L •I"®mOlY m.mf10• e1'
VV°VBSP
COA 0NAA
`�8ar�attttast�t�ti`�
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for
safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attache0 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.
-
�LPPII NN
ALPINE
Alpine, a division of ITW Buildingq�Components Group Inc. shall not•be responsible for any deviation from this drawing, any failure
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation bracin trusses. A
to build the MN COWA-
and of seal on this drawing
listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability
drawing for is the -Designer
or cover pale 675o Forum Drive
and use ofQ is
any structure responsibility of the Building per ANSIITPI 1 Sec.2.
Suite 305
,For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora
Orlando FL, 32821
SEON: 249715 / SPEC Ply: 1 Job Number: N334501 Cust: R 9975 JRef:1X3L89750075 T2 /
FROM: RWM Oty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DnvNo: 069.21.1302.22124
Truss Label: A11 SSB / WHK 03/10/2021
5'7"4
5'7"4
10'8" 1L 3 15 16'0"1 23'7"15
5'0"12 7' 1115 4'8"24'8"2 77'14
29'7"15 39'8"
il-
6' 10'0"1
5X5
5X5 =4X4 -5X5 =5X5
D F F r u
39'8"
10' 9.10" 9'10" 10 1
10' 19110" 29'8" 39.8"
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): 0.229 L 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.427 L 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.076 K - -
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
HORZ(TL): 0.142 K - -
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: 0.820
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0,802
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.811
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE. 18SS
Lumber
Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.0E;
Bot chord: 2x4 SP #1;
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
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /932 1716 /257
1 1556 /- /- /930 /718 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 2225 - 2806 F G 2509 - 2878
C - D 2062 - 2521 G - H 2O44 - 2305
D - E 1917 - 2214 H - 1 2093 - 2649
E - F 1976 - 2258
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2452 -1880 L - K 2805 - 2204
M - L 2814 - 2230 K - I 2266 -1674
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 1699 -1345 G - K 774 - 669
M - E 760 - 872 K - H 693 - 431
M - F 856 - 742
**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. 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 ANMCOWANV
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� sole) or the design shown. The suitabiliCy 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821
SEQN: 249716 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T20 !
FROM: RWM Qly: 1 ,7A5l320 ,1,2EC,E ,02H ,R,01 / 1828/CALIMEBB ELEV.C,E DrwNo: 069.21.1302.21781
Truss Label: A13 SSB / WHK 03/10/2021
57 4 108 133 1�5 21'7"15 317'15 39'8"
5'7"4 5'0"12 2'7"1 8,4" r 10, 8'0"1 1
I
EO
1�
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 "
=5X5
D
20'8"
10'8"
10'8"
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: 3.97 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T3 2x4 SP #1;
T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #2 N; B1 2x4 SP #1;
Webs: 2x4 SP #3; W7 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
5'8" i 13'4"
5'4" T10" 7'10"
16 23'10"
8' 1'
8 39'"�
TT
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or*=PLF
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
Pf: NA Ce: NA VERT(LL): 0.043 M 999 360 Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA VERT(CL): 0.080 M 999 240 B 840 /- A /551 . /397 /257
Snow Duration: NA HORZ(LL): 0.017 J - - N* 315 /- /- /159 1140 /-
HORZ(TL): 0.028 J H 585 /- /- /436 /242 /-
Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS
FBC 7th Ed. 2020 Res. Max TC CSI: 0.957 B Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014 Max BC CSI: 0.647 N Brg Width = 68.0 Min Req = -
Rep Fac: Yes Max Web CSI: 0.546 H Brg Width = 8.0 Min Req = 1.5
Bearings B, N, & H are a rigid surface.
FT/RT:20(0)/10(0) Bearings B, N, & H require a seat plate.
Plate Type(s): Members not listed have forces less than 375#
WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 959 -1265 E - F 645 - 628
C - D 755 - 932 F - G 648 - 471
D-E 808 -911 G-H 324 -611
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 1088 - 733 K - J 924 - 213
M - L 931 - 620 J - H 455 -107
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
tltiilttSlffli9tr+lrrrrrjf D - M 619
♦� -454 F - K 1390 -1254
fq,
rj;, M - E 442 - 299 K - G 854 -1043
�/ ' •ad1A®�°sa�yo f trip E - L 449 -564
s
o. 708 1
a • �
4 v
5 , T d
;
COA NoON I A
1>"3fPi9"100�
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and -bracing. Refer to -and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safPety 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. 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 Buildinnc1�Components Group Inc. shall not -be responsible for any deviation from this drawing, any, failure to build the ANR COMPAW
truss in conformance with ANSI PI 1, or for handling, shipping,Installation and bracin4of trusses. A seal on this drawln or cover pa a
listing this drawin indicates acceptance of professional enUeering responsibility solely -for the design shown. The suitability and use of This 6750.Fon,m 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 ; AWC: awc.org Odando FL, 32821
SEQN: 249734 / HIPS
Ply: 2
Job Number: N334501
8975 JRef:1X3L89750075 T12 /
FROM: JRH
Qty: 1
7A5/320 ,182EC,E ,02H ,RIO1 / 1828/CALI/4EBB ELEV.C,E
FDN.:069.21.1302.23499
Truss Label: A14G
WHK 03110/2021
2 Complete Trusses Required
7' 17' 22'8" 3Z8" 39'8"
7' 10, S'8" 10, 7' if
12 =6C6 T2 =8X8 =8X8 =6X6
p T3 E T4 F
T 6� T
_o
fM BLo
7
G 'v
i3 A H I�8'8"
4X6(A1) -8X8 =8X8 =-8X8=4X6(A1) 1
1 39'8"
�1' 10' 9.10.. 9' 10" 10 1
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): 0.295 J 999 360 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 A
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 B Br g Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676 g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G are rigid s
Bearings B & li require a seaatt plat
late.
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)/l0(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 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" nails
K - J 4768 - 2187 1 - 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 (lbs)
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 - 1 727 -1297
Loading K - D 727 -1298 1 - F 1287 -417
#1 hip supports 7-0-0 jacks with no webs. tglttitltittuoitt/Drr�r
Wind
Wind loads and reactions based on MWFRS. a�,` ®,®a°°WQB+°`°•b'`��r�,,
°
`.% I
Wind loading based on both gable and hip roof types. 3' �„.
i o. 708 1
° r
°
® a y
a S
® b�
p b
`JY b
4� p®mewmim �yyi
`
COA At. i.
f"fig 1t61l1{S
03/10/2021
`"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted -otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPP �I NN
ALPINE
Alpine, a division of ITW Buildinc� Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCCWV
truss in conformance with ANSI 1, or for handling, shipping,, installation bracin trusses. A this drawing
and of seal on or cover page 675o Forum Drive
listing this drawin indicates acceptance of professional en ineenng responsibility solely or the design shown. The suitability and use of This
drawing for any sfructure is the responsibility of the BuildingUesigner per ANSI/T I 1 Sec.2. Suite 305
For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249717 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T19 /
FROM: RWM Qly: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22421
Truss Label: A15 SSB / WHK 03/10/2021
5'7"4
10'8" 15'3"15
23'3"15
5'7"4
5,0"12 T 47"15 '}
8'
= 5X5
D
12
T
6 � o�2X4
=5X74
=H0510
C
E
T3 F
60
B
A
�
=3X6(A1)
N
=5X8 =5X5
M
=4X6
21'
5' —
5' 5'
8
16'
21' 26'
=4X4
31'8"l 3T8" 39'8"
8'4"2 11 r.15 7'
_5X70(SRS) T
T4 G H
TT�
o
:v
J 11 �88
5X5 = 3X6(A1)
13'8"
5'8" 8'
31'8 3918"
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): 0.038 0 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.072 0 999 240
B 745 /- /- /497 /341 /276
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.017 K - -
M 1429 /- /- /726 /654 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.031 K
L 629 /- /- /238 /218 !-
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: .psf
Building Code:
Creep Factor: 2.0
1 534 /- /- /399 1245 A
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.701
Wind reactions based on MWFRS
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.635
B Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 2.0
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Re Fac: Yes
p
Max Web CSI: 0.703
L Brg Width = 8.0 Min Req = 1.5
Loc. from endwall: Any
FT/RT:20(0)/10(0)
1 Brg Width = 8.0 Min Req = 1.5
GCpi: 0.18
Plate Type(s):
Bearings B, M, L, & I are a rigid surface.
Wind Duration: 1.60
WAVE HS
VIEW Ver: 20.02.00A.1020.20
Bearings B, M. L, & I require a seat plate.
Lumber
Members not listed have forces less than 375#
Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1;
Maximum Top Chord Forces Per Ply (Ibs)
Bot chord: 2x4 SP #2 N;
Chords Tens.Comp. Chords Tens. Comp.
Webs: 2x4 SP #3;
B - C 1109 -1100 E - F 800 - 732
Bracing
C - D 1003 - 901 G - H 766 - 618
(a) 1X4 #3SRB or better continuous lateral restraint to
D - E 835 -674 H - 1 595 -577
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
Maximum Bot Chord Forces Per Ply (Ibs)
and attached at both ends to a suitable support by
Chords Tens.Comp. Chords Tens. Comp.
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
B - O - 410
-442 M - L
restraint. substitute (1) scab for (1) CLR and (2) scabs
570
O - N 570 -442 L - K 530 367
530 367
for (2) CLR'S where shown. Scab reinforcement to be
N - M 598 -426 K - 1 451 -326
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" dc.gtt;g4tt9tf!Pi4f/�l
Maximum Web Forces Per Ply (Ibs)
Wind
}� J_fl
Webs Tens.Comp. Webs Tens. Comp.
Wind loads based on MWFRS with additional C&C
member design.
ti aaop°i ••°p ����
q�
�' � � � " � 'y
C - 0 502 -291 M - F 909 -732
O - D 469 -387 L - G 947 -898
Wind loading based on both gable and hip roof types.
t:
® e6
E - M 1635 -1574
p •
A
Too
1�
COA b AIONA te a••
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per-BGSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a -properly
attached rigpid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable.. _App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANR CCWV
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely or 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249718 / SPEC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T18 /
FROM: RWM Qty: 1 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EB8 ELEV.C,E DrwNo: 069.21.1302.21516
Truss Label: A16 SSB / WHK 03/10/2021
' 5'74 10'8"
17'3"15
23'6" 29'8"1
32'8" 39'8"
5'7"4 5'0"12
6'7"15
662"1 6'2"1
2'11"1 7'
19'3"15
•
_5X5
�(TY
T6
—12 5L5 T
O
m
=8X8
-8X8 =5X10(SRS T
rN
E
F G H I J K
m
B
1
AB AE
G �
M xcT
A
N
1
Y
3X6(A1) =5X5
X W
=_5X5
V u T S R O P
=_4X6 1112X4(.2
-44
O
=5X5 =3X6(A1)
21'
5'
13'8"
1'3"15
5 T 5
�-
1 8' 'i'1''i
8'
16. 17' "15
26' 29,6"5-1
1
2V
31' �
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
L/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce:
NA VERT(LL): 0.037 Y 999
360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.069 Y 999
240 B 774 A /- /508 /355 /317
BCDL: 10.00 Risk Category: II
Snow Duration: NA
HORZ(LL): 0.016 0 -
- U 1323 /- /- /633 /586 A
EXP: C Kzt: NA
Des Ld: 37.00
HORZ(TL): 0.030 0
R 711 /- /- /257 /237 /-
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
M 531 /- A /381 /247 1-
Soffit: 0.00 BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.948
Wind reactions based on MWFRS
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.636
B Brg Width = 8.0 Min Req = 1.5
U Brg Width = 8.0 Min Req = 1.8
Spacing: 24.0 " C&C Dist a: 3.97 ft
Re Fac: Yes
p
Max Web CSI: 0.584
R Brg Width = 8.0 Min Req = 1.5
Loc. from endwall: Any
FT/RT:20(0)/10(0)
M Brg Width = 8.0 Min Req = 1.5
GCpi: 0.18
Plate Type(s):
Bearings B, U, R, & M are a rigid surface.
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20 Bearings B, U, R. & M require a seat plate.
Lumber
Members not listed have forces less than 375#
Top chord: 2x4 SP #2 N;
Maximum Top Chord Forces Per Ply (Ibs)
Bat chord: 2x4 SP #2 N;
Chords Tens.Comp. Chords Tens. Comp.
Webs: 2x4 SP #3;
B-C 1118 -1151 F-G 823 -776
Plating Notes
C - D 1027 -960 G - H 834 -791
All plates are 2X4 except as noted.
D - E 791 -722 K - L 681 - 548E
- F 823 -777 L - M 628 - 571
(*') 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Maximum Bot Chord Forces Per PI Ibs
Chords Tens.Comp. Chords Tens. Comp.
Wind
B-Y 978 -830 T-S 585 -491
Wind loads based on MWFRS with additional C&C
Y - X 627 -411 S - R 584 -491
member design.
X - W 462 -350 R - Q 424 -356
Wind loading based on both gable and hip roof types.
W - V 462 -350 Q - P 424 -355
tltgttiftlut;triltl
V - U 462 -350 P - O 424 - 356
U - T
589 -490
O - M
445
- 354
} 6 ,
Maximum Web Forces Per Ply (Ibs)
f
Webs
Tens.Comp.
Webs
Tens.
Comp.
m p�
®. Q8 1
C - Y
Y D
445 -257
U -AB
611
- 605
-
453 -285
AB- H
504
-522
® .
f o u
E - Z
Z - U
1516 -1447
1536 -1466
R -AE
AE- K
930
910
- 847
- 826
o
is 8p o �
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping; installing and bracing.Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face otruss 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 ANR COWAW
truss in conformance with ANSI 1, or for handling, shipping,, Installatlon and bracin of trusses. A seal on this drawinp or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional en Ineenng responsibilitty�r solely -for the design -shown. The suitability and use of this
drawing for any structure is the responsibility of the BuildingI esigner 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 ; AWC: awc.org Orlando FL, 32821
SEQN: 249739 / GABL Ply: 1 Job Number: N334501 Cust: R 8975 JRef1X3L89750075 T3 /
FROM: HMT Qty: 1 7A5/320 ,182EC,E ,02H ,Rl01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23311
Truss Label: 131GE �SSB / WHK 03/10/2021
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: II
Des Ld: 37.00
EXP: C Kzt: NA
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 96 plf at -1.00 to 96 pif at 22.33
BC: From 20 pif at 0.00 to 20 pif 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 All 6015ENG160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
- any
as
dra
Alp
tru:
listi
dra
For
10'8"
10'8"
(TVP) =4X4
F
21'4"
21'4"
21'4"
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: No
FT/RT:20(0)/10(0)
Plate Type(s):
21'4"
10'8"
Defl/CSI Criteria
♦ Maximum Reactions (ibs), or*=PLF
PP Deflection in loc L/defl U#
Gravity Non -Gravity
VERT(LL): 0.005 R 999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.011 R 999 240
B* 125 /- /- /39 /48 /11
HORZ(LL): 0.004 L - -
Wind reactions based on MWFRS
HORZ(TL): 0.006 R
B Brg Width = 256 Min Req = -
Creep Factor: 2.0
Bearing B is a rigid surface.
Max TC CSI: 0.323
Members not listed have forces less than 375#
Max BC CSI: 0.197
Max Web CSI: 0.091
EW Ver: 20.02.00A.1020.20
0
a
0.7'08 1
0
y
@Jp �mae„ra�®*P
r
10%t
� W119"itttl
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI an fabricating,
fo'r safety practices prior to performing these functions. Installers shall provide temporary.
per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
tl ri4id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
icable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildingq�Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawingor cover pa e
us drawing indicates acceptance of professional engineering responsibilittyy,solely-for the design shown. The suitabiliy and use of this
for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2.
information see these web sites: Alpine: alpineilw com• TPI: tpinst orq; SBCA: sbcindustrycom; ICC: iccsafe orq• AWC: awc orq
AL NE
AN RW COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN:249737/ GABL Ply: 1 Job Number: N334501 Cust:R8975 JRefAX31.89750075 T1 /
FROM: RWM Qty: 1 7A51320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22625
Truss Label: C1GE �SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
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 SIP #2 N;
Webs: 2x4 SIP #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 pif 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.
Additional Notes
See DWGS Al6015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
T
T
5' 2' --
(TYP)
=4X4
D
14'
14'
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/l 0(0)
Plate Type(s):
14'
7'
DefI/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.007 J 999 360
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
♦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
VIEW Ver: 20.02.o0A.1020.20 I Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 -403 H - E 511 -403
0- ,08 1
e ^1
COA
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping,- installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)% 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 Buiidin Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI f� PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa4e 6750 Forum Drive
listing this drawing indicates acceptance of professional ancLsneering responsibility solely or the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.ora, AWC, awa.oro Orlando FL, 32821
SEQN: 249721 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075
FROM: JRH Qty: 1 , A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23155
Truss Label: D1 KD / WHK 03/10/2021
T
M
o_
N
14
5'
5'
=4X4
C
10,
5'
12
6
M
B D
q E 88
F
2X4(A1) III2X4 - 2X4(A1)
5'
5'
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
Des Ld: 37.00
EXP: C Kzt: NA
NCBCLL: 10.00
Mean Height: 15.00 It
Building Code:
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAX/C
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
5
10,
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udell U#
Gravity Non -Gravity
VERT(LL): 0.007 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.013 F 999 240
B 434 /- A /286 /202 /134
HORZ(LL): 0.003 F - -
D 434 /- /- /286 /202 /-
HORZ(TL): 0.006 F
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.345
D Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.257
Bearings B & D are a rigid surface.
Max Web CSI: 0.081
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.
VIEW Ver: 20.02.00A.1020.20
B - C 522 -494 C - D 521 -494
�Q rt'��
tl,y9/�A/tlpa�
4.FE
r 0. i�i
a
1rdArS�ii14�1l�iN
COA�PtZqONAL
03/10/2021
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 properly attached structural sheathing and bottom chord shall have a properly
attachetl rigqid ceilingp Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI actions B3, B7 or B10, _
as applicable. Apply plates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. F�efer to ALPINE�
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AMMCOMPAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4g of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineenng responsibilitty�r solely for the design shown. The suitabilify and use of leis
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: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 249722 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T14 /
FROM: JRH Qly: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23047
Truss Label: D2 KD / WHK 03/10/2021
5'
5'
=4X4
C
10,
5'
12
6
u�
io
q B D
E 88
F
2X4(A1) 1112X4=2X4(A1)
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
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 999 360
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
Ve r: 20.02.00A.1020.20
s }• r
�a��yy ST®«a®aow,ry«\e4j'p®®«��lg�iPy�
a.708 1
«
s
S P,i 0 $• .
co
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 434 /- /- /286 1202 /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
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 sa ety practices nor 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 rigctid 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 Joinf9Details, unless noted otherwise. Flefer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the RNM�CWG
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing -this drawing indicates acceptance of professional engiineering responsibilitty� solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2497351 HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T17 /
FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22468
Truss Label: D3G KD / WHK 03/10/2021
T
_o
43
12
3' 7' 10,
3' 4' 3'
4X6
C
4X6
D
6T
B E
4LJ F 8 8
H G
1112X4 1112X4
2X4(A1) = 2X4(A1)
1 3'1"12
3'1"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
Des Ld: 37.00
EXP: C Kzt: NA
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 lb 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.
10,
3'8"8
6' 10"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: Varies by Ld Case
FT/RT:20(0)/10(0)
Plate Type(s):
3112
10, 1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.022 H 999 360
VERT(CL): 0.044 H 999 240
HORZ(LL): 0.008 C - -
HORZ(TL): 0.016 C
Creep Factor: 2.0
Max TC CSI: 0.288
Max BC CSI: 0.365
Max Web CSI: 0.059
03/10/2021
EW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 625 /- /- /- /316 A
E 625 /- /- A /316 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 8.0 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 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
**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 rigpid ceilin Locations shown for -permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, _
as applicable. Applgy plates to each face of truss and position as shown above and on the Join �Details, --unless noted otherwise. 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 ANr COMFA
truss in conformance with ANSI 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 en sneering responsibilit�yr solely -for the design shown. The suitability and use of this
drawing for any s r'ucture is the responsibility of the Building -Designer per ANSI[TPl 1 Sec.2, Suite 305 -
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249723 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T33
FROM: RWM Qty: 1 7A5/320 ,l82EC,E ,02H ,RI01 / 1828/CALIAEBB ELEV.C,E DrwNo: 069.21.1302.23000
Truss Label: VS KD ! WHK 03/10/2021
3'11"8 7'11"
311 "8 1 3' 11 "8
12 =4Xg4
6
T
N=4X4(D1)=4X4(D1)
1 A C
� �9'6"3
D
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
SDacina: 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.
7'11"
7'11"
7'11"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI 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): 0.028 999 360
VERT(CL): 0.051 999 240
HORZ(LL): -0.010 - -
HORZ(TL): 0.019
Creep Factor: 2.0
Max TC CSI: 0.321
Max BC CSI: 0.374
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
a y/� ,q •
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COA> AL
03/10/2021
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D' 75 /- /- /35 /26 /8
Wind reactions based on MWFRS
D Brg Width = 95.0 Min Req = -
Bearing A 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.
A - B 506 - 366 B - C 503 - 366
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - C 330 - 393
""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 er BCSI.,Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
attacheTri id ce!lin Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10,
as applical5 e. App�y plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Ifefer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encLsneering responsibili(t�� 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: 249724 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 lRef lX31-89750075 T16 /
FROM: RWM Qly: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22405
Truss Label: V4 KID / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Scacina: 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.
1'11"8 1 3'11"
1'11 "8 1111,18
12
6 =4X4
B
A 4X4(D1)=4X4(D1) C
10'6"3
D
3'11"
3'11"
3'11"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in ]cc Udefl U#
VERT(LL): 0.004 999 360
VERT(CL): 0.007 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.003
Creep Factor: 2.0
Max TC CSI: 0.070
Max BC CSI: 0.098
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
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q*°oquoa°gs
03/10/2021
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
D* 75 /- /- /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 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
attachetl rigpid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per.BCSI sections B3, B7 or B10, _
as applicable. Apply Oates to each face oFtruss 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. �LPPII NN
Alpine, a division of ITW Buildin Components Group Inc. shall not: be responsible for any deviation from this drawing, any failure to build the ANMCCWAW
truss in conformance with ANSIi9 PI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover pa4e 6750 Forum Drive listing this drawing indicates acceptance :of professional engineering responsibility solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249725 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JROAX3L89750075 T15 /
FROM: RWM city: 8 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DnvNo: 069.21.1302.21766
Truss Label: EJ7 SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
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
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
Deft/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
EW Ver: 20.02.00A.1020.20
y�r
e4resee�ne � ,���i
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e '
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COA Sq,4! 0N A L
Wmnsol ;
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /- /249 /108 /208
D 125 A A /73 /- A
C 174 /- A /128 /169 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 properly attached structural sheathing and bottom chord shall have a properly
attached rigqid ceiling Locations shown for Permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oF.truss and position as shown above and on the Join 9Details, unless noted otherwise. Refer to ALPINE
drawings 16OA-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 n Cowa
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingq of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates -acceptance of professional en sneering responsibilit solely for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building�esigner perANSIRI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc-orn Orlando FL, 32821
SEQN: 249726 EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T11 /
FROM: LPM Qty: 6 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALIAEBB ELEV.C,E DrwNo: 069.21.1302.23405
Truss Label: EJ7A �JB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
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: 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 Fee: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in ]cc 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
°�R• H.
a '
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t
O.
s
COArij${
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 270 /- /- /179 f71 /186
C 126 A /- /76 /- _ A
B 177 /- 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, 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 properir attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracirip installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face, of truss and position as shown above and on the Join 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 ANMCQWP
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawingg or cover pa a 675o Forum Drive
listing this -drawing indicates acceptance of professional enccLLmeering responsibili(t�� solely -for the design shown. The suitabiliCy and -use of This
drawing for any structure is the responsibility of the Building -Designer per ANSYT_Pl 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 249727 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:lX3L89750075 T28 /
FROM: JRH Qty: 3 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22311
Truss Label: EJ3 SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
4"3
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.
I
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 Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
T
cM
O
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: 0.248
Max BC CSI: 0.112
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
10'2"11
LO
C'7
N
8-8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 188 A /- /157 /71 /100
D 52 /- /- /28 A A
C 65 /- /- /45 /66 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
./..
NN a
e
e
s 0. 708 1 -
' a
s
o
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fib®tl11CC�'®mom`
.
COA f j � +NA��`�4;
jt�i9t;$1154�f�
03/10/2021
'*WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply to each face of truss and as shown the Join 9Details, Refer
Oates position above and on unless noted otherwise. to
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a
listing this drawing indicates acceptance -for
AN—CO-AW
6750 Forum Drive
of professional engineering responsibility solely the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2.
Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org
Orlando FL, 32821
SEON: 249728 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T35
FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21983
Truss Label: CJ5 KD / YK 03/10/2021
Loading Criteria (psf)
TOLL: ' 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
11'2"5
12
6
M
a) tT
N iM
M
B
�+'� A 8'8"
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: 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.
4'11"4
411 "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):
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
..dooeoo a'. j�srr�t
o s
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9 a
D
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in
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03/10/2021
♦Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /- /200 /88 /152
D 89 !- /- /51 /- /-
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#
**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 �roper)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, 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 Buildingg 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 page 6750 Forum Drive
listing this drawing indicates�acceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use of )his
drawing for any structure is the responsibility of the Buildinggesigner per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249729 / JACK Ply: 1 Job Number: N334501 Cust R 8975 JRef:1X3Las750o75 T34 I
FROM: LPM Qty: 4 , A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21609
Truss Label: CJ3 �SSB / WHK 03/10/2021
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
Soacina: 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: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
2X4(A1)
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)/l 0(0)
Plate Type(s):
C
T
Defl/CSI Criteria
PP Deflection in loc Udell UA
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.(101 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
o a
0
s
COA
ONA� tt
'rrersuwnatoli
03/10/2021
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 A /- /156 /71 /9f
- D 50 /- A /27 A /-
- C 63 A /- /44 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling 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 er BCSI. Unless noted otherwise, top.chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attachec�ri id 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, oT truss and position as shown above and on the Joint9Details, unless noted otherwise. ffefer to A 10111116111111,
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 Buildin44� Components Group Inc -shall not. be respponsible for any deviation from this drawing, any failure to build the wMCOWAIN
truss in conformance with ANSI/TPI 1, or for handling,- shipping,, installation. and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enVeering responsibility solely -for the design shown. The suitabilif9y and use of This -
drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249730 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T32 /
FROM: LPM Qly: 4 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo; 069.21.1302.22407
Truss Label: CA KD / WHK 03/10/2021
43
T
t
12
6 C
11114 i
11'r4
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 Uh
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.000 D
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.000 D
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.183
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.022
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall. Any 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;
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
21
r
1
9'2"5
':
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 143 /- /- /145 f76 /45
D 11 /-2 /- /14 /10 /-
C - /-15 /- /29 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
COA iTf7,taenal�a��
03/10/2021
' **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted -otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall _have.braciriinstalled 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 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCONNANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional enAsneering responsibility solely or the design shown. The suitability and use Nis
drawing for any structure is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.orn• AWC:• nwr. orn Orlando FL, 32821
SEQN: 249731 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRefAX3L89750075 T27 I
FROM: LPM Qty: 4 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22577
Truss Label: CJ1A KD / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
4 3
V
E
12
6 C
11114
11114
iF
M
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/4
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.000 D -
EXP: C Kzt: NA
HORZ(TL): 0.000 D -
Mean Height: 15.00 ft
Building Code:
Creep Factor: 2.0
BCDL: 4.psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.183
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.022
C&C Dist a: 3 00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall: Any FT/RT:20(0)/10(0)
GCpi: 0.18 Plate Type(s):
Wind Duration: 1.60 WAXIF: VIEW Ver: 20.02.00A.1020.20
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.
@®g ° 4
Q �.
708 1
m �
�T
4
kd�pIN7t1yY it"I41
03/10/2021
"WARNING"` READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT * FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care
Component Safety Informatior
bracing per-BCSI. Unless note
attached rigid ceilinct Location
as applicab-le. Apply plates tc
drawings 16OA-Z for standard
Alpine, a division of ITW_BuildincLComponents Group Inc. shall
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- /145 f76 ME
D 11 /-2 - /- /14 /10 /-
C - /-15 /- /29 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
not be responsible for any deviation from this drawing, any failure to build the
g,, installation and bracing of trusses. A seal on this drawing or cover pa4a
Bring responsibili��r solely -tor the design shown. The suitability -and use of This
;ignerper ANSI/TPI 1 Sec.2.
ALPINE
MMOOWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
jorawing for any
more information see these web sites: Alpine: alpineitw.com: TPI:
SEON: 249732 / HIP_ Ply:1 Job Number: N334501 Cust: R 8975 JRef:1X3LB9750075 T26 /
FROM: HMT city: 2 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21890
Truss Label: HJ7 KD / WHK 03110/2021
5'3"5
5'3"5
9'10"1
4'6" 11
E
12'2"3
12
4.24 a 2X4
C
v
j�) M
v
B
T
4"3 A 8 8
FE
2X4(A1) =4X4
V5"
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
D
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 0.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 It
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
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. 1 62"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):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.040 F 999 360
VERT(CL): 0.076 F 999 240
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 A
HORZ(LL): 0.010 C - -
E 364 A /0 /- /84 /0
HORZ(TL): 0.018 C - -
D 214 A /- P /177 A
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.546
B Brg Width = 10.6 Min Req = 1.5
Max BC CSI: 0.416
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.260
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#
VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
H
h� �I aeo�f OYo m®
e
0. 7,08 1
/
°
SWAT
COA ONAL ��,'�v�`
Lawl"Ssatct4Bt1
03/10/2021
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for (permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicable. Apply plates to each face o truss and position as shown above and on the Join, Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for 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 ANMCO +v
truss in conformance with ANSI1TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawingor cover pa a 675o Forum Drive
listing this drawing indicates acceptance oFprofessional anQineenng responsibility solely -for the design shown. The suitabiliy 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: 249733 / HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T29 /
FROM: JRH Qty: 2 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALIAEBB ELEV.C,E DrwNo: 069.21.1302.22843
Truss Label: HJ3 �SSB / WHK 03/10/2021
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld. 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
17
2X4(A1)
I — VY
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 0.00 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 #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)/10(0)
Plate Type(s):
C
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
03/10/2021
10'2"6
C\1
prpn
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 84 /- A /- /45 A
D 28 /- A /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, 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 ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Applgy plates to each face of truss and position as shown above and on the Joini Details, unless noted otherwise. f�efer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the ANRWCOWAW
truss in conformance with ANSI 1, or for handling, shipping,, Installation -and bracinct of trusses. A seal on this drawmg or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional an Ineenng responsibility solely -for the design shown. The su!tabiliCy and use of this
drawing for any structure is the responsibility of the BuildingUesigner per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
Gable Stud Reinforcement Detail
ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.Q0
Or: 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1,00
❑ri 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or, 120 moh Wind Sma & 15' Moan Hoinh+_ Pnr+Intl„ Pv,r-1--4 n v-+ - t nn
(7
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) 1x4 'L' Brace w
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace ww
(1) 2x6 'L' Brace w
(2) 2x6 'L' Brace ■
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
S P I;
#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'
p
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
S P
#2
3' 10'
6' 7'
6' 1V
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
F
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U
_
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
4-)
-
S P F
#3
4' 2'
7' 1'
7' 9'
B' 9'
9' 1'
10' 5'
10' 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
I I P
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
QJ
0
HI
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' S.
10' 5'
10, 10'
12, 8'
13' 7'
14' 0'
14' 0'
\
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
ill 1'
14' 0'
14' 0'
14' 0'
14' 0'
/
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13, 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10,
8' 6'
9' 1'
10' 6'
10' 11'
13' 4'
14' 0'
14' 0'
14' 0'
Q3
D F L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10' 11'
13' 4'
14' 0'
14' V
14' 0'
Standard
4' 2'
S' 8'
6' 0'
7' 6'
8' 0'
10, 2'
10, 10'
ill 10'
12' 7'
14' 0'
14' 0'
0
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' V
14' 0'
14' 0'
14' 0'
14' 0'
d
S P F
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
LD
U
H F
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
ill 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
0
�l
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10' V
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' ill
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10,
9' 8'
10, 1'
11' 7'
12' 0'
14'
.--I
D F L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
13' 7'
14' 0'
0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 60014
at each end. Max web
total length is 14'.
Vertical length shown
In table above.
at
AN ITW COi
11514% Earth\ City\ Expressway
\ 1 Suite%242
\ 1 Earth\ City,%MO\ 63045
Aboutj�
87
18'
L
'L' Brace End
Zones, typ.
2x6 DF-L #2 or
better diagonal
r
bracer single
8,
or double cut
(as shown) at
upper end.
`l1t W` Refer to chart Sk
—VARNM" READ AND FDLLTIV ALL N=S a THIS IIRAVING!
w DWMTANTww Fl1RMSH THIS DRAWING T13 ALL CONTRACT�(S RXLUDM THE INSTALLERS;
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref ®t;
Ito. the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) fo s,
actices prior to performing these functions, Installers shall provide temporary bradng pe. B
less noted otherwise, top chord shall have properly attached structural sheathing and bo 1
all have a properly attached rigid celling. Locations shown for permanent lateral restraint I
all have bradng Installed per BCSI sections B3, B7 or H10, as applicable. Apply plates to en
truss and position as shown above and on the Joint Details, unless noted otherwise.
fer to drawings 160A-Z for standard plate positions.
I Ine, a division of ITV Building Components Group Inc shall not be responsible for any devlatl
Is drawing, any fallure to build the truss in conformance with ANSI/TPI 1, or for handling, ship)
tallation & bracing of trusses.
A seal on this drawing or cover page llsti g this drawing, Imdicates acceptance of professional
glneering responsBnRity solely for the design shown. The suitability and use of this drawing
r any structure Is the responsibility of the WAd4ng Designer per ANSI/TPI 1 Sec2,
For more Information see this Job's general notes page and these web sites,
UE
Bracing Group Species and Gradest
Group At
Spruce -Pine -Fir Hem -Fir
#1 / #2 IStandarEd #2 1 Stud
#3 1 Stud 1 #3 Stnndnrd
Dou Las Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Stnndnrd
Group BI
Hem -Fir
#1 & Btr
#1
Do" Ins Flr-Larch Southern Plnewww
#1 1 1 #1
#2 1 1 #2
lx4 Braces shall be SRB (Stress -Rated Board).
wwFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these grades,
L,able I russ Betail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3.0' min) nails,
ill For (1) 'L' brace, space nails at 2' o.c,
In 18' end zones and 4' o.c. between zones.
)K)KFor (2) 'L' braces, space nails at 3' o,c,
In 18' end zones and 6' o.c, between zones.
'L' bracing must be a minimum of 80X of web
member length.
Gable Vertical Plate Sizes
Vertical Len th
No Splice
Less than 4' 0'
2X3
Greater than 4' 0', but
3X4
gJfll
less than 11' 6'
Greater than 11' 6'
4X4
f f/ir II + Refer to common truss design for
u r<j peak, splice, and heel plates,
+: °+ Refer to the Building Designer for conditions
ve ti° lei th, not addressed by this detail.
REF ASCE7-16-GAB16015
DATE 01/26/2018
�� DRWG A16015ENC160118
° ��+.,
MAX, TOT, LD, 60 PSF
_ 111110 7/10/2021
!E� MAX, SPACING 24,0'
'T'
Reinforcing
Member
Gable
Truss
Gable Detail
Fnr I Pt -in \/Prtir-n I cz
Gable Truss Plate Sizes
pproprlate Alpine gable detall for
:e sizes for vertical studs,
Engineered truss design for peak,
rb, and heel plates.
vertical plates overlap, use a
ite that covers the total area of
Lapped plates to span the web,
e, 2X4
2X4 r2X8
Provide connections for uplift specified on the engineered truss design,
Attach each 'T' reinforcing member with
End Driven NoAsi
10d Common (0,148'x 3,',min) Nails at 4' o.c. plus
(4) nails In the top and bottom chords.
Toenalled 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, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 8 ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENCI00118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A2003OPED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015E�NDIOOII
S11530ENC100118, S12030ENC100118, S14030ENC ®d3pp01001
01
S18030ENC100118, S20030ENC100118, S20030pQ110
[
See appropriate Alpine gable detail for max] eJglc�y 9,odgr44j
'T' Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from -top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
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) = 30% = 1,30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8 ' 7 ' = 11 ' 2 '
'T' Relnf,
Mbr, Size
'T'
Increase
2x4
30
2x6
20
Eeb
pi
I&P IAN ITW COMPANY
115141 Earthl City\Expressway
IISuite\242
%%Earth% City,l MO163045
VINGI
"30HPO2TANT" FVURR11QSH nrtS REM TAND O °ALL ALL NOTES � M im INSIALLER1
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref m n
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s t
practices prior to performing these functions. Installers shall provide temporary bradng pe. BLSL a
Unless noted otherwise, top chord shall have properly attached structural sheathing nntl bo m cho
shot[ have a property attached rigid ceiling, Locations shown for permanent lateral restraint f s
shall have bracing Installed per BCSI sections E3, B7 or B10, as applicable. Apply plates to et.
of truss and position as shown above and on the Joint Detalls, unless noted otherwise. f
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devintlo %r
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin
Installation 6 bracing of trusses,
A seal on this drawing or cover page UstI g this drawing. kxkates acceptance of professbnal
engineering responsibility sotety for the design shown. The suitaMty and use of this drowlrg
for any strucU" Is the respons"ty of the RuAding Designer per ANSI/TPI 1 SecZ
For more Information see this Job's general notes page and these web sitesr
ALPINE, www.alpineitw,comi TPIr www,tpinstorgi SBCAi www.sbclndustry,orgi ICG wwwlccsafearg
,i
v 0
�p+ o 4
Al 0
c
a �0 • "V r
eaew• , se•e ,
ewab.ewew
{�
114, `
Q7�H�TPiI�E7 /10/2021
�l9 ffi114g
MAX, TOT, LD, 60 PSF
REF LET -IN VERT
DATE O1/02/2018
DRWG GBLLETIN0118
DUR, FAC, ANY
MAX, SPACING 24,0'
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,
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 withi
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
❑r
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
i8-0-0 max WI
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, BOY length of
web, same species and grade or better, attached with 1Od 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'.
Valle
Spacing
Pitched Cut
Bottom Chord
Valley
X4 TYf
G
a i�tls
� SQ
EEy9
_ey r
Square Cut
Bottom Chord
Vallev
2X4 4X4
_��Tf
Stubbed Valley Optional. Hip
End Detail Joint Detail
H.
s,,bommon T
..VARNMM REAR NO Pn_LaV ALL MOTES CH nUS BRAVB4Cd �. �(Ijt3 4
■wWWTANTa FURNISH THIS DRAVIM M ALL CWTRACTDRS UCLUDING THE BNSTaLLER&
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refera
follow the latest edition of HCSI (BuRding Component Safety Information, by TPI and SBCA) fort-'!
R
practices prior to performing these functions. Installers shall provide temporary bracing perLUnless noted otherwise, top chord shall have properly attached structural shed#Ong and bolt 11shall have a properly attached rigid celling. Locations shown for permonent lateral restraint • i�i V t
shall have bracing Installed per BCSI sections B3, B7 or HIO, as appllcdble. Apply plates to e.9 n t1 m [�
of truss and position as shown above and an the Joint Details, unless noted otherwise.
Q, i • �'N 2
eRl
Refer to drawings 160A-Z for standard plate positions. ®s• f 44 rd� `yam.
Alpine, a division of ITV Building Components Group Inc shall not he responsible for any deviation m ••wr i yy® \i-
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, erw�r ws•` ` �*
AN ITW COMPANY Installation 6 bracing of trusses.
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional !tl v 1 �( 11
1151A Earth\ City\ Expressway englneering responsibitIty solely for the design sham The sultahalty and use of this drawnng ^ INVAL
11 SuRe\242 for day structure Is the responswalty of the Building De,lgrner per ANSI/TPI I Sec.& � t� ha+ 3/10/2021
\\Earth\CityA MO\63045 For more Information see this Job's general notes page and these web sites,
ALPINE www.alpineltw.conr TPb www.tpinstorgl SBCA, www.sbclndustry.org) ICG wwdccsafearg
E-LL 30 30
C DL 20 15
C DL 10 10
C LL 0 0
❑T, LD, 60 55
m
24'
Partial Framing
Plan
�OPSF REF VALLEY DETAIL
7 PSF DATE 01/26/2018
0 PSF DRWG VAL180160118
0 PSF
i7PSF
DUR.FAC.1.25/ 1,3311.1511.1
SPACING 24.0'
Valley Detail - ASCE 71-16: 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,
34Attach each valley to every supporting truss with:
(2) 16d box (0,135' x 3,5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TC DL=5 psf, Kzt = 1.00, Max, Wind Speed based on
supporting truss material at connection location:
170 mph for SP (G = 0.55, min.),
155 mph for DF-L (G = 0.50, min,), or
120 mph for 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
12
12 Max. I
1X3
LX3 (Max Spacing)
3 5X4/SPL
fl-
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 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,
WWA 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',
2X4
Valle
Spacing
Pitched Cut Square Cut Stubbed Valley
Bottom Chord Bottom Chord End Detail
Valley Valle
ToeyA I C o mz +N1-1,
ll S t
10 Ma 42X4nraitraeof,,�j
aa.w.,. ommon Trusses
``gag 0. N f 'r at 2 ' o,c.
4X4
Optional Hip
Joint Detail
n T-usses
2 o, c.
— Partial Framing
Plan
w VA131DXiww READ An FM, m`" ALL NOTES CN THIS WAVMG V m ®. rU0 4 L TCLL 30 30 40 PSF REF VALLEY DETAIL
■IDPMUNTwa FURMSH TIES DRAWING TO ALL CONMCT13RS INCLUDING THE INSTALLIIt�
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re aril c TC DL 20 15 7 PSF DATE 01/26/2018
fallow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) a ,*
practices prior to performing these functions, Installers shall provide temporary bradng BCSLw e
Unless noted otherwise, top chord shall have properly attached structural sheathing and b on a d p^� py a BC DL 10 10 10 PSF DRWG VALTN160118
shall have a properly attached rlgld ceiling. Locations shown for permanent lateral restrain of P'11 4J •
shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to e%,�,h ebs s 4,
of truss and position as shown above and on the Joint Details, unless noted otherwise. • Y 'h BC LL 0 0 0 PSF
.4 RI Refer to drawings 160A-Z for standard plate positions.
Alpine, i division of ITV build Components Group Inc, shall not SI responsible for any deviati � TOT, LD, 60 55 57PSF
this
drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppt sew,rewwa �7
AN IT W COMPANY Installation & bracing of trusses.
\ \ 514\ Eai1h\ Ci 1 Expressway A seal on this drawing or cover page Usti g this drawing, Indkates acceptance of professbnal t �j
ty p y engineering responsUlty solely for the design shorn The sWtnblllty arw use of this drawing 4 j kb� ��N4 /10/2021 DUR.FAC.1,25/1,33 1,15 1.15
\1Suile\242 for any structure k the responsibility of the BuAd4g Designer per ANSI/iPI 1 Set:2. 814P1}91i
\l Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites SPACING 24,0'
ALPINE, wwwalpineitr.comi TPI, www.tpinst.orgi SECA, wwwsbclndustry.orgi ICO—1—afe.org
; a
VALLEY FRAMING & BRACING DETAIL
Y
R
BC
1/2
of
Lumber Size and Grade•Minumum Requirements
GENERAL NOTES
Purlins required 2%0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must he 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
5 16d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
3 16d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails .
Ridge board to truss
416d toe -nails
Purlin to (Typ)
3 16d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
3 16d toe -nails
l �V "4V1 "` hr ""r13. 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"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge
of cri�ple with 10d f0.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length.
Cripp es over 10'-0' long requre two CLR's or both faces w/ " V or scab. Use stress
graded lumber & box or common nails.
,Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
Installed Into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples If cripples fall between
lower truss top chords and lateral bracing Is not used.
-Apply all nailing In accordance to current NOS requiremen �tf
Nails are common wire nails unless noted otherwise. Hr
EHIS'••., / y'
ZAWDU
0-aW rANra F TM WPM M ANO °Vu"COMM"aTES ON AAMURSS 7CLUBM TW IWTNJzxs ; * LL 20 30 40 54 REF VALLEY FRAMING
Trusses requb a extreme care ti fabricatine, tnrrs6he, shlppine, kwtalune and braclne. � Refer to DL 10 20 7 7 DATE 10/O1/14
folloe the latest edition of SCSI ChAdIne Component Safety Informtlon, by TPI and S.M for saf • ^C •
praetices Prior to perfornhhe these functbrhs. Installers shall provide tenparag brodne per B STATE �./� 6 =
limes. noted othereise, tap chord shall have properly attached str..Ih—t sheathlnp and bottom • ,p
sham have a property attached rpid eeLVO locations shorn for pernonent tateral restraint of • . 4. JFC DL 0 0 0 0 DRWG VACNV1801015
d r7 �^ (I� oft have and
poe Installed per 11=above
sand on tin 17 or Det s, applkobte. Apply plates to each faQl' : •
lu(�\`I(1 of taus and posttlan as siwn above and on the Idnt DetnRs, vdess iwced otherwise. $ •: �1 P..' `l(♦�' C LL 0 0 0 0
Refer to drawings 16DA-2 for xft lard plate positions. �i • • �1
Alpine, a aMslon of ITV "ding Conponents Group me shaU not be responsible for arty deviation fran ^r ••••��' ••••• � QC`
/1N iTLVQOMAAN1 this d -.U, any fazu-e to btAd the truss In confornance with ANSI/M 1, or far hamm�e, stippbe ♦ c TOT. LD.30 50 47 61
Installation f, bra�ddnroe�o�f trusses. n �+ G
A�herrr�;or cover pace Uslingdesb ttds da.thp, at� acceptance �� ujOrYQ`-lot
�� DUR. FAC. 1.25/1.15
solely for atheoe shin d The
13389 Lakefront Drive far arty Ie rrsporrcibllty of tid3hp Leslprrr per ArtSI/rPi 1 Sec'-'
Earth My, M063008 For more iattecotlon see vials job's eenrral notes po�try�V Ieemd�fearp 9Z ZO�r— SPACING SEE ABOVE
ALPIIFi mat YInforn ti TPL eethh, ob's C .n. ehre