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HomeMy WebLinkAboutEngineering Package - TrussBuilder:
Project:
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ENGINEERING PACKAGE
DR HORTON /STATEWIDE
F5/320 CREEKSIDE
167 E D �for cod
s !Elance
en�'�ei .
nng
Lot: ! 99
Address:
............... ................ ............................. _................. .............................................
_JobNumber: >N333986
_.......................... ......... _............................... _................... ..... _..............................
Revision Date:
Block:_ Unit:
New Load #: RH01
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ALIPINE
Mardi 13,2019 ARVWC6NiAIiY
Mt. Bob. Michaelis
Garp&ht6r. C6.6tralctors df America, -Inc.
POP Avenue G, Northwest
Winter Haven, FL 33860-6201
Re: ARpTsaffi/e installatlofis-for a single ply carried trods with a width Jess than 1ho hangqr width, andwood.blo King to-?ql�jeve full design load valuefd�-fat@- unted.hanger-Aft6hm'entb'na'aiTd ply
supporting girder (,Refbfdntd detail WA3.7,02).
'Gear -Bob,
.Fota sih& ply carried trussWith- a wldth les's than thEi hanger width you can install prefabricated bricated jack
scab truss. ft-fpr Wqodfiler 61pckiN, The chord sizes, chord grades, and -Alpirw-connector plat6(%) to
be*thesame asthe single -ply carried truss. The prefabricated jack scab trfjs's (*)'ivill hav& a minimum
length. of 4&' and will have a: minimum pit . of 5712-J4e single. ply prrji�J�.�u . ss shall bpv.e..a reaction of5-0
,..
3,0or'lets. Aftaqfi *p' refabricated'J ack..bcab : truss with'two (2) rows of 0.1 28"x3V GUn Nails at 2"
Q_'G. perr6*.,-staggiei-&d I" (See FigiW6 I b6loWl. P16ase.referto.the SimpsctwStong..-Tle Catalog C-C
2:Gl9;. page 21 6j Pigurp:3 for more information.
Alu"re.-I
Fora single plyffifde(thait requirds Wood bl6ckh§ to iidhie.veAill desFigh load Value for face -mounted
hangers-AffaCh one wood. block(*) to �ffie back face of the single -ply girder with the same size and
grade:.6!§ the bottom c6ird""Pif thie.strigqlio. Ply gJrd*0't."The.'w* oad-b'lock length to b& such thatth6widod
blocking: extends -to.ea.ch-adjacent panel �oihts (*&bsaftd bottom ch6rd 1ntersQqtion§). Attach wood
block (*)with two::. (2) rows of 6..12�Ir x3.0" Gun Nails at 6" O.C. per raw, . staggered 3.0"'applied to the
(J760 Forum Drive $qfte 165, Orlando, �L 3.2821
www.allpineitmoom
ALPINE
single ply girder face, with an add*na�[ (20) Gun Nails at.eac5'panO*-pojnt app&d to the
wood. block faqe (See Fire u�.Z
pad&:rriore information.
Figure-2
- ------ ......
The -appl ' ldMon of -.prefabricated jack scab truss f6ir wood filler blocking br wood blocking to, achieve M. 11,
Oesign IoaO value for fqce=mount6d h aingers, must be approved by fhe- hardware m . anufacfurer,.,
All ddbia and end distances,_ acid spacing for all nail conneciiOns must be sudlOent to OreVi6rit--spliffling of
'wood -
If. I can.bL-.Qf any f w-ffier assistance or if ypu have any questions; please give
me a call.
WiSailin H, Mqk-P.E-.
Chief Engineer
Alpine an ITW Conipany
trigineering Qqpartmerit
.Mii
Odando,'FL
6750'FbfUrrr DtVe SdIte:306;-Gflafido,.FL 32821 (863) 422-8685
WW,W.a(pin1pib,v.q6M
ALPINEMMMARV
April 26,,201 §
Mr. Bob Micha6lis
Carpenter
Contract6rd. ofAmerica, Iris.
ve 3§ A nue 1% lqprfhvvppt
Ill lhW Mv6n, FL 33886-6201
Dear Bob,
Rd*- Strongba& bridging 6ij rbbfj:ru§se§.
I -understand ther6 PS some coricdirn over oO1r*fecdmmendAti6hs f6t.sti-brigback bridging on- foof trusses.
9
-Skgngback bridging for roof trusses is npt.a requirement Qf-ANSI-Tpl 2014 nor is it a requirement of.the
Bdildiftg Component Safety InfbiftniAorr. (Bbsfj, But st-ongback- bri
dging ging on roof trottes is
recommended by Carpehtet Cohtraatoft di America. Stiftlb96k bfldfflrig.serves the following two
funcildRsc
Opp; bridging al!pq the bottom -chords after the} are. set -so they are Uniform along the ceiling
lirfe and 1161pa-with ceiling sQrvici abliify
Two; bridging reduces relative deflection of adjacent-tMsses.
. - B
Skopgback bridgino'.does- dot -prevent -of reduciyoveWl indiVidual d6flectida, especially any. roof trusses-
cleflecti�g^more that 1!4" inch,
........... .. ..
.$trPngbgqk- brfdgfng In roof trusses d6es *not serve as teMpbrary..br pdr.mati6n):* bracing :and is not.
'to di are de between iMs -intended §tributb� of �li sign joads sps. Cqnse4aen 1�, tip design loads havet e
been accounted - .forWith this detail. and dontibubds- §trdh&ack'bfldgihg should not be.attaiched betweencbftiffion and order trusse-s. The use -of strongback I)rldging, shall not interfere with' other dps.ign
considerations ad siJeciffed.by-tho Engihaer Of Record cir theF Building Designer.
The doter bads oft ei'gttorfaback.bddgipg.shalI be-attachedto awall-oranother-secure end restriin . t or
as Apecified: by the Erigihee* r of RedoM brAtia BW1dinq.Db;,§Igh6r.
Strongback bfiftng'sHak be -a- minimum
Mum of 24 nominal' lUrribO otiented-with the depth Vertical. Attach
wiffi (8), 16d :common
nail*; (0. 1 62'x3_51 pails at qaclri intersecting When extending the
ztroqdback bridging overlap. by at a.minimum.of .two trusses. The location of
f. the: strongback. bridging
maybe specified by the Truss MahufktUr6r,. Ehg!6eL6? b-F RL-dord, or Bulridihg De§ijh'dr. Please rei4--6
BCS14Stro'ngb.ackihg*Prpvi".sions"brtoAlpinp,gT MbRijol4detail r
I for more. information. Yhe graphib
shown (Figure 1) is for g!ahbric MuWatlive piLirpose only,.
6750 Forurn Drive.Suite 305; Or%ndo, FL.3282I (800) 511-0790-(863) 422-8685
wW-Alploeitw.com,
ALPINE
1\i7L? - UI- I .1.1 L DIY . I
r,la- r:S •rlCr� �R• S�.dlel
Figure4
1f 1-can be of any fiidher assista[ice' or if.ypu haveany questions, please give me a. call.
'Sinc rely?. nulu:urti„ Jlr �Ci}� 1
M H.
No.70861
William-R .Krick P E, ,a?y STATE O
Chief•Er�gineer • ,� P:*
Alpine an ITW C.ornpany `'�°�r`'�� ORIO -
F rgierig'Depaif�ierrt
neri
Orlando, FL V821
BAO Forum Drive Suite 3.0$; Odarido,'FL V821 , (800) W-9790 - (883).422-8665
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Cracked or Broken Member- Repair Detail
Load Duration = OX
b f --es may be Increased for Duration of Load
This drawing specifies repairs for a truss with broken chord
at- web member.
This design Is valid onlyy for single ply trusses with 2x4 or
2x6 broken members, No more than one break pper chord panel
and no more than two hreaks per truss are allowed,
Contact
y wl- heth -this s k anuPacturer for any repairs that do not
(B) = Mamaged area, 12' max length of damaged section
(L) = Minimum nailing distance. on each side op damaged area (B)
(S) = Two 2x4 or two 2x6 side members,
,y same size, grade, and
Mlnlmum sidememberlengih(s) =p(2)(L) + scab per fnce,
Scab member length (S) must be within the broken panel,
ail Into 2x4 members using two (2) rows at 4' o.a, rows staggered,
all Into 2x6 members using three (3) rows at 4 o.c., rows staggered.
Nall using 10d box or gun nails (o,12g'x3', min) Into eaph side member,
The paxlmum permitted lumber gradq for -use with this
detail Is United to Visual grade #1 and MSR grade 1650f.
Thais-pnnelispldleesil may be used for broken connector plate at
Thisrepair
within the used -par Or web
Broken chord may not support any tie-in loads.
S.
L L
tTyplcal
0
0 + 0 .1. 0 + O t
S2
tagger
Back Face lMMOd bbBox (0,,1D128, x 31, min) No.ILsI
o = Front Face 2x6 Mermn er - Trlpkee Row Stanoered
Nall Spacing De -tall
M IiW COMPAMf
13311 L11SM10l D,lw
,'M cHV' Mo 85015
ml
cRli0.At0MI
Men er o
Maximum Member Axial Force.
Member'
Size
L
SPF-C
HF '
DF-L
SYP
Web Only
2x4
12'
620#
635#
730#
B00#
Web Unly
2x4
i8'
975#
1055#
1295#
1415#
Web or Ci9ord
2x4
24'
975#
1055#
149511
1745#
Web or Chord
2x6
1465#
1585#
2245#
2620H
Web or Chord
2x4
30'
1910#
19600
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36,
2470#
2530#
2930#
3210#
Web or Chord
2X6
3535#
3635#
4295#
4745#
Web or Cgord
2x4
42,
2975#
3045#
3505#
3835#
Web or Chord
2x6
4395#
4500#
5225#
5725#
Web or Chord
2x4
.48,
3460#
3540#
4070#
4445#
Web or C1lord
2x6
5165#
5280#
6095#
6660#
carrel W.
p poa.Vy.opo...r,N�y Io
ui: M co„f e'n`nane'i vMirAHf=/�7t l,n,111&1tlif• and d i�ppnht�
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8
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L
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REF MEMBER REPAIR
DATE 10/01/14
DRWG REPCHRDID14
SPACING 24,0' MAX
IL ,
p,icrdg Y, adLLAR BEAM, -EVERY MRA
BOARD PAIR -OF RAFTERS
kblov-
v4les
a
n, K%tql.Q
BEYI�F--K A W-NOA.RR A�-,O:
T"* -r-PA-MING .F,U!i,7,-.UNDER VALLEY
---.lV,A.l:4Y RAF.r8R-.0R PLIDOE
CEq. MUP. - Lt
1polab,41-Pldr,30 paf(TL)'apd-26 per(TD).Mzfx
from Ahd' "IQys'0rfiIQQPQM
TM
4 Uala-kU'
pbMr't&-.twu-?A6 4i6altao-ealli
4*16d W4-.ftJN
!:Rldit a:bOl1rdrfu-T.- Of bldck A IN t"-T%Svs.
E010957
4'16i6toa-b511f
TIWLg to urp§ja.
aa.
USEDI .13. 'QIWPVdfthVt0Jra-fW 4 16d1olt-WIRS.
NAIL§
rids 6!'"
Uses
aLre
L�0-30 40 54
Kw ItK.fitc lb
Fc DL, w ZQ 7
I
b'L 0 .0 0 0
ma a tam f OF Be. U TA 0 .0 q 0
J— d e InpG. 0 60 4-7 61
OR X-0
r
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1, 4— :z
0
Simpson Stll'ong-Te011 Wood Construction. . Con . n.ectors SIMPSON
0 These products are avauabie with additional corrosion protection. F;Dr more Iriformation, see p. 15. Codes: See p.112 for Code Reference Key Chart.
R
�7
1-1. Vl
tPFIRF '
Code
Ma)L.
Ref..
t'�lff :F
R
p;
"F16 Snow Roof
La
7�
Mim
--�ax,j
- -- - -
WT
, Q I
1
(l 115) (.1 2�0' .
(14) 0148 x 3
--
-
70
1,660 LEI 15 i 1 80,;
1.4251 4555. 1 -655
.
IUS2.56116
25A
I
16
2
F,
(16) 0.148 x 3
-
7111
1.301. 1,905 1,605
1.5551
2'A x 16
BA1U2.56116
1211,,l
10,
21h
- 1
(24) 0.162 X 31/2
(2) 0.148 x 1 I.-i
230
3,45513,92014.045
2,97013.370:.3,480
9710
1.94.5I2,20512375
-1.67511.89512.045
U314
21/1.
10-yk
2
-
06) 0.16201h'
(6) 0.148 x I W
HUSIBIHUG316
V
29m
14Y.
21h
-
1.20) 0.162 x 331
(8)0148xllh
1.515
5 3,360i 3610
2,97i "
2,56512,895
3,11D
IBC,
FL
LA
MIU2 56/20
73v.
:-wp-565'LSgS;3,710
21/z x 20
2-As I
19%
Th
(28) 0.162 x 31/z
(2) 0.148 x 1 'A
230
4,030 14,060'4.060
3,46513,495
3.4951
INV
V.
2-W
'di
29
to 26
2%s%vide joists use the same hangers as 21h" Wide Joists and have the same loads,
?Jq;
fo
OI,
i i'R
3011A
MIU3.12111
31A 11 A
2Yi
-
(20)0.162x li
(2) 0.14B x 112
230
2,880 3.135 - 3,135
2,475 US512,595
FL
HU212-2 / HUC212-2
13n
1 10-1.
Th
Max.
(22) 0.162 x 3 1/--
(10) 0.148 x 3
7.795
3,27513.695,3.970
2,82013,180:3.425
LA
'1025
3,
.735
"69d:
k
H
Mk
N NQ
Q
W Ob
WZ".1".
-1103Wz
.. - �:
-A
7'
k
25 -Tk6:1
01
.82
7i -5;
IBC.
?"
.4 4 9 :10
'y -
-
RR:
6.1 -311! o
..
.
I
t4w
sios5:k,085:
FL
116
5 265
5,?F,3
31h x 5-/4
LHUS46
31A
5%
3
-
(14) 0.162 x 3 Yz
(6) 0.162 x 311
1.320
Z785
3.155
3.405
2.395 2.71512.930
31A
4%
4
-
(20) 0.162 x 31/z
(8)0.162x3lh
2,155
4.360
4,885
5,230
3,750 4,200
4.500
HBUS46
0,
5-1
t555
-1,650
'17.
:4
IUS3.56/9.5
3%
91A
2
(10) 0.148 x 3
TO
1
1,185
1,345
11.455
1.020 i 1,160
1,250
MIU3.55/9
3%;
B%
2%
(16) 0.162Y. 31/.
(2) 0.148 x 1 1h
210
2,305
2,615
12.820
1,980 i 2,245
2.425
U410
V
39/1-
Bin
(14) 0.162 x 31h
(6) 0.148 x 3
970
2.015
2,28512,465
1,735.1,95512,120
HUS410
•
-
3Yt6
81%
2
(8) 0.162x 311
M0.1620%
2,990
2.125
2.42012,615
1. 12.07012.240
3 N x 9'A
-
31A
9
3
(3010.162 x 3 1/6
(10) 0.162 x 31,
3.565
5,635
6.38016,,145
4,845 5,48615,55.4-5
HU4101HUC410
I-
V
Mid
81A
Th
-
(36) 0.162 x -31h
02) 0,162 x 31A
345
7,46017,460
7,460
6,415 6.41515,115
HUC0410-SDS
131,lo
1 9
3
-
(121 W Y. 21,4" SOS
(6) Ye x 211T SOS
',--es
4.500 OT41.
550 0
',:. 5 n Ll
3.2110) 3'.140
2.140
HGUS410
34
91Sc
4
-
(46) 0.162 x 31:
06)0.162x314
4,095
9,100
9,100
9,100
7,82517.825
7,825
IBC.
LGU3.63-SDS
3%
8 WO
41h
-
(1611/4- x 2 lir S D S
02)'/4"x2Yi'SDS
5,555
6,720
6.720
6,720
4,840 4,840
4.840
LA
MGU3.63-SDS
3%
191/4tD 30,01
-
(24) Y4x 21h"SDS
(16) 1/4' x 21W SOS
7.260
9,450
9,450
6
9.450
6.80515.805
6.805
1,2% J,396
1,485
604
2,695
. . . . . . . . . . . .
110 0062
Alt
5964,795
x
V
4 9---
2;490
.2,09;, .18Q.
3.425
16)
6
H
A;DBS
5,035-
7};810;A
4D
8 Sib
5,
SD9
146 See footnotes on p. 150.
Cl .
t6
186
THA/THAC
Adjustable Truss Hangers
O This product is preferable to similar connectors because
of (a) easier installation, (b) h/gher toads, (c) lower installed
7> cost or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZIVAXr' coating.
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following Installation methods may be used:
• Top -Flange installation —The straps must be field formed
over the header — see table for minimum top -flange requirements.
Install top and face nails according to the table. Top rails shall
not be within Ya from the edge of -the too -flange members. For
the THA29, nals used forjoist attachment must be driven at an
angle so that they penetrate through the comer of the joist and
into the header, For all other top -flange Installations, straighten
the double -sheer nailing tabs and Install the nails straight into
.he joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, vAth at feast half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filed.
Nails must have a minimum'k• edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount fmin.) 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 filed. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the comer of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
3ya° (exceptTHA413) and larger, with no load reduction —
order THAC hanger,
Codes: See p.12 for Code Reference Key Chart
Double aF Double -Shear
She_^ Nailing i Side Vievr,
„ Do not
Top V e
{ r bend tab
HtFar
TNAC422
�•t
211efar
TH4422-2
THA42G2
THAC422
lYW opid
2%, forTHA42M
4: and THA42e-2
a
Yy
Y
:a
rTHA418
Typical TKA Top Flange
Installation on a Naflar
(except THA29)
THA422 Face -Mount
(Max,) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of header.
Double W-
Use tulltable value
Single 4 2—_
See
nailertabL
SIMPSON
S�ror�gf-'£
2 face nails
(total)
4 top nails
(fib)
double sharnailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a4x2 Floor Truss
Refer to
footnote 5
on p.187
Typical THA29
Top Flange Installation
THA/THAC
Adjustable Truss -Hangers (cont.)
ff These products are avaLable with additional corrosion protection. For more kdor flon, see p.15.
5
SiMPSON
�'�: •R`
.
_ �2)". -i�)5 . •`:` _ �
'.:
?%R• :.
_aHsi�.; :... = Atlbvtabletfiatls _
�_
Code
.'M4del'.;
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-
HiiaBe�> i..:, _ '_
`'; ;: =a< :'.•:. en a De tfi :., .`,Coy `n "Me ble '''
3 P rF3i _g 6 . E' ; ' COrifed::, .VP :-: E[59i '
H; • ::Il}:'�ipj r • :,, : F, t 3Jfi mtief '. �60 s -QOf,
•.
j..P^ }...2iw3:
_
T%o'w; ..QO.:j ! Oplitt� FIpor Spout ' Rbpf7.:
NjB�.,. Wind
its t {76U
.._.1125118Q)
Ref.
_ _ `xf
_.�,t:,�,r.�:�•=r..�
�„E�i;i5`2'w
cri;-�,.;. "per. .:�'.:•: �:L °»3'•�. - s�['�.�;J..*'LFS.Gr-'^�rF.:,£_,:t'..:1`�`,r�.••'ti-twit;;*rn'`y�,y.'�i'i?-�§:.Y'`v`�?:.��•
.r,:;;�._��`�wh':3r`4',-`_ -•mil, nv�EYatpg�ln5€al ti..t.�t_;;�,�. .;,r.�,;;�.r
.`i�i'��.i-:u�_�.d•%�rnr4y.x.Trn3•:i �i����-mt.��:`�'=ci=i..n3;e.R•'�H.�F:,s.-::c%21,si:.��.:1'"+':'C�{i�'u.::
y
e- s•�='.:'u-+„ _�>-..�_g;� sa.
"'i�=.:� _ ��'::�:.e
�,
0.148 x 3 1
(6) 0.148 x 3
(4) 0.148 x 8
525
1.; 50
1.750 (
1?50
450
V130
1,330
1,3 30
VA29
18
1 /e
9114e
5'/e
-
(4) 0.148 x 3
525
-
2,010
2;4a
(6) 0149 x 3
(4) 0.148 x 3
2,610'
2.610 1
450 J
1.985 1
1; 85
i,965
.7t36213i.'
%"r8:
'_lIe'..j-$4,'is
a�fr•i;�;
---'t'+
-4j0:fA3-z3•:�(@j•0148�x�
`(2)
('1j•0:14&xi•Yz-"=�`_.:-5':4SAArraB:{4',�i3�`-.'
^
-
1;7'Ir+
1s�1U'�..,1.t;)
THA218 1
18 1
1 Ys
173'ra
51h 1
2
1
14)0.1480
0.149 x 3
(4) 0.148 x The
-
t.a6r1 1; 460
1,480
-
_
1.110
1-110
1?1h
IBC,
Tig21'8'-2
p18
.y�95; .
CYc
1%8:r
'•2.'l':
-
..[(1:1 %3ih
{ O 1S`z3Yi:
,a61 Q:a4Y
Y,'��C1 1 �o t;
T.
' �995
'
ai„°0:
,.51a
15..
FL.
THA222-2
! 16
1 31%
22-Y-.
8 1
2
-
(4) 0,162 x 314
(2) 0.162 x 3'h
(6)(1.1480
-
1. ri0 1,9?5
i,99'r
- 1
?,450
t 15
1. t;
LA
T1f1S43
;551`3x
i8"
w4LQd482
r.'::ef_,?18z3
THA4'8
161
TY,
1714171%
1
2
- )(4)0.162x31h
(2)0.162XTV, 1
(6)0.148X3
-
1,960
7995j
1995
-
1A90
1,515
1515
F 42,,
Sa,�,
fr .ti
;?z�.:��:>.-��'-
r tt
•,
-�9(�r-0;�s2�:����}ail¢`Eck;3�i���ga�g�c�::�_:=�::,-��,...�=��°�:�����-
,fir.'`:±T,
1,4}9
1;SU'. !.
i 1,a'•S.":
::�r:•:ale
•
_
THA426
14
1 3% 1
26 `,
Th
2
-
1(4) 0.162 x 31h
(4) 0.162 x 31f
(6) 0.162 x 3M
-
2,435
2,435
2,435
-
2,095
2.095
2.095
i tid2 .r
ia,
t,h•'
1>ne
J'Jt=
• 2 F.
` 4�."..�(4)'Q
�fiz CA
(4]:0.162)t 3 ;
(nJ 01GGL a3'h
.
i3; Q 3 U:
,:3;39Q :<
: -::
2,865:
t2,865
,2,865 :
FL
THA426-2
1 14 17i/a
26Y. 1 9'/a 1 2 -
(4) 0.162 x 31h
(4) 0.1 B2 X 314 (6) 0.162 it 3'A -
3,330 3,330
3,330 - 2,865
2.865
2.865
.. >� `�
a
.J` � 'id`�!
.4• .,yy .rr �:a�:�:e}As=w'.'id}q'U
s' +�iiR"^_
w .,.ys-1.c�-F°'u`�'i`v`•z:�
es:._
'�•:c' ,.. Y�i.'•
:`.':'
�±'--
4..
•5„
_ , L^'
_ S'_
t06)
-s
1
r G,.Y a~.s$%"4�';
-a•`;..,;s=:
THA29 . 18
1-A
9',4a
51A
-
91A.
-
0.14 B x 3
(4)0.1480
525
2,265
2,265
2.265
450
1950
1450
W:.
°i
s�*h`:
-
°is.
Z�r�.iakxa.
"r:
_
i=-
e17Yie
.
y855
THA218 j
18
1"A
17%
51h
-;
-
(18)0.14Bx3
(4)0.148x3
2,45,3
2,4501
7a50
735
_'i0
=i05
1 21o'
.T1rA418':2=1;1�.:�,3Y?;
1�':_`;'tb._.
c-,.-
1�3ic.';:;;�:,�;•''`.�
�j�U.161�3?!i(�O:t6�.7F33/eac8�.r-•
ti?.z�k���r�,_3;#i0_�:
139.5.
2.34�
?.845
,2,8'S
IBC,
THA222-2116
1 31/e
22M.
8
t^-
14%4
-
'22)0.162x3t1(ej0.162x31/z
1,855
3,310
3,310 3.310
1.595
2.645
_,64
2845
LA
:4-i'
r ;=.,0g
.
r ;
THA418
16
31A
171rrz
7?i
-
1411. ' -
W) 0.162 x 31i
(6) 0.162 x 3'h
1.855
3,310
3,31.01 3.:10
1.595
12,645
2.8451
284S
� Jti�4$2'���5.:34fi�
:aT2,^"77Ja:
� t:_�-('
•'t�lia� _- -
^'
22),1106$:x�'i/.it�;Xf,.`ll�x:�
��.
`=,�:
�3u�,-`�" i-+i'��="
;1r9.ti,.:
2,fi4x
`��64.5
' 2,E45
THA426
14
3%
26
PA
-
16N 1! -
(30)0.162x3'h(6)0.162x3Ya
1,855
4,415
4,4801 4,480
1,595
3.795
3.8551
3.855
)
-THA4
IN
: i
72aY
'93i
�-
ffi3je'_'.`''' =s=
,
~ (3ti 01 k�3'Z
fi)(Di62x3'/z
854
:- �(�1-��5y�FY.
`fi71'_
1595
4445.
4;745
4,745
R I
THA426-2
14
7Ya
26Yrs
9'a
18 ! -
(38)0.162 x 31/i
(6)0.162x 3Yi
1,655
t,5201
5,520 5,520
1.595
4,745
4.745
4.745
i
1. Upliftloads have been increased for earthquake or vAnd loading with no further Increase allowed. Reducewhere other loads govem.
2. Wind (160) is a download rating.
3, Min. top flange refers to the minimum length of strap that must be fleld4ormed over the header. The tabulated loads for the TH429 with 1 W min.
top Range are based on a s igls 2x carrying member, all other tap -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 42 Less carrying members with double top chords, us= the specified fasteners for full tabulated values. For single 4x2 top chord or near
applications. refer to the Nader Table.
4. Face -mount Installation bads are used on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.1461 x 1 Ye 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 to table value for
16 gauge and 14 gauge.
5. For the THA 2x medals, one strap may be installed vertically according to the face -mount dolling requirements and the other slap wrapped over
the truss chord ac=rduig to the top -flange railing requirements (see dra%i g on p.186) and actieve full tabulated top -flange installation loads.
6. Refer to installation instructions reganing fastener installation into carried 3olsq member. Based or the installatizin condition, rails will be installed
either straight w8h strafghted double -shear nai ing tabs or slanted
7. Fasteners: Nall dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
187
Simpsori strong-TWI l Jcod Construction Connectors $innPsoia .
I`1A�1Pr
-- six:
Face -Mount Joist Hangers
G�aE� This product is preferable to sin» larconnectars because `
of a) easrerinstallatron, b) hfgherloads, c) lower tt
lnstalled cost, or combination of these features.
The doulate-shear ha•rger senes, ranging frcrr the light-oarfacr.�
LUJS hangers to the highest-oapaci", HGUS hangars, fea�re i
b*rnovattae double -shear nalilrrg that distributes the load through i
two points on each loLt hall i;r greater strength. This allows for
fewer nails, faster Installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier Installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAXO coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• Not designed forwelded or naler applications.
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available-, consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
js
1 Double -Shear
Nailing
Top View
1
•$�;.v?_ Double -Shear NaHing
Side View.
Do not bend tab
t
1 Dome DoubleShem
Nailing Side Mew
(4vaRab:e on
i some models)
,
1' lgr2�(s
1?i; for4Ks 1,
l'
WS28
HHUS210-2
MUS28
W.
HUS210
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Desione.J
N
0
U
N
c
1:
0
U
N
N
N
r0
193
i
O
V
N
C
C
O
U
r9
N
'II
4)
M
M
194
Simpsori Strong Tie Wood Construction connectors' SIMPSON
Face-Mount Joist Hangers (coat.)
••.'• . Z.,
:... Ig4t' 'M(.z :H,: _'6::'µFNIe er:::: i(Vjeipber•.',
•� _ '=.r� _ - ors` - _:::..-• - -•--- -'_.
single 2x Sizes
�•
iL'U524.' :
; ;��=:-
:- :'c �
.9fi+`
�p�6._
.�y �.:
`=t�'<�,;'�
:Z4;;roige:x3'a'1
:°='(2)�iA6•za--,
:11152fi_.,'-:�
`•A',s.�;
:,Y�'i6..
`�� s
.: �'4i:
`:-(�`) O:i.�.:x'3'c•
:= (�(0:748-�i3': ;
MUS26
4%. 1
18 )
1 Vu
514e 1
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
454e 1
16
1 15/e
SY.
3
(14) 0.162 x 31z
(6) 0162 x 3Yx
AG11526-j_'izip@:
3,:.1
':`fi e1,
. 3e=%;
Ai'',120j
.162X3 :'.':i13}1):i'62dfTdYi'
LU�B).
:434"e,�:"?„I$'�:.jBlie:.:'1'i3s::
3,'i••
:;..(6)`OAdB'k'3`:
MUS28
6e1s
18
1 "u
Mies
2
(8) 0.148 x 3
(8)0.1480
HU528
61/z
16
1 %
7
3
(22) 0162 x 3rh
(8) 0.162 x 31't
H US28
6Yu
12
15%
M
5
(36)0.162x3%
(12)0.162x3%
:l:l1S;:
/t6
`
a Tit
83b':..t:16:;:
:HGUS'L•iDn:`.�8�s;'::''
?4j�.i';1•'sb`°;
�j�j'e`v:�
F.3� •'
•'(9fi)•A�1�SS3'��`
:t(]5j0:7�23c3'Ej
1. See table below for allowable loads.
SS
ss
>a
These products are available with adcWonal corrosion
protection. For mone Information, see p.15.
For stainless -steel fasteners, see P. 21.
Many of these products are approved for installation
+ wnh Strong -Drives SD Connector screw..
see pp. w5-357 for more h1banabon.
-- - �
fCade.
�'::' �1',iiF°AfluWabT�a`3s,�"_�ie.�
f1,rti.:F�looi�l -: ipFv '
z�fil))v,:'�1.Q.�� '��1�r
�
�:3b' sYGnfi;
,,�� :v=�15!>}.
:,;.- � `SP:'Ailoyrabfe:l�r7ds,>=�: � -
31` ifs; :.Flour :.;Sn8v1_ ':rAaof'.'4Virid'
16U� ��' (t�p�: , ;(115)', : °'(i2?):. ;:t180
-:SP.F/+if'�IlbNiablel�oads";1•• • -
'.'U` Irf t .'' Ffooi'` ''' Sitow7 Aoof ' 'Wind
,..�160) . '.(?Dal: Si45i.., . ;�2�., .•(160j
'Ref.
Single 2x Sizes
;W524 : ;
k ).'D4.
' ' L8
4.990
riS.
: 4fi5�
•::725
$2$'?:
;6°�'.'
.`i.2t7.;
.. g6R :.'._:
<I�St
565 _
G35.
770,. '
W526
1.165
865
1,070
1.355
1,165
935
1,070
1,150
1.475
865
635
725
785
1.000
113G.A
:fJll)526: __6st
?:2�5']718R'493.Q`x,5_=74D5
:.f,564
,'1;6fa0.``.i.5i0'•'=�1f1`
'.955
:•1,09Q'
HUS26
1,32C
2,735
3,095
3,235
3,235
1320
2,960
3,28D
3,200
3.280
1,15i
2,350
6360
'.7110
HGUS26:�?Y�
�399z_:;(f5tJ0^i,�rQy:wi5:�.=�4fi90"•:'5?zA".
5;09D;'390'.•:
...361Q
:3,8iU
'•3;985•
IBC. FL
WS28
1.165
1,100
1.260
1,350
1,725
1.165
1,195
1,360
1,465
1,730
865
810
925
1.000
1.270
225"�°
:.1 Wit:.':
1;270'`j;
;A55.;
1.SZB'
'
IBC FL
LA
HUS28
1,780
4,095
4,095
4,095
4,095
1,76Fr
4.095
4,095
4,095
4.095
1 AB0
3.520
3,520
3,520
Fa20
`FI[�ifS28 ''
=tE✓�'.
' 73
_
`775'"7;i01;Y25;'
$5'-1x75';'"72r5'::7;325
-u
82U `:3915•=
`4 5b•:
IBC: FL
WS210
1,165
1,335
1.530
1,640
2,090
1,165
1,450
1,555
( 1,775
2,270
865
985
j 1,120
1,215
1.500
IBC, FL,
11US210e:_
`" ? „
:
` ,fit
`'x 35
-5:89r;,•S
It=.6.I?G'
'�3A0`::2,220:
i^d"
`.•2635
4,525:
LA
f'GL'5210
2.090
9.1m,
I D,100
I 91o0
9.100
2090
9100
9,100
i 9,100
0.100
1,545
6.340
6.730
6.730
E•,730
19G.FI.
1. For dunensions and feslw-r' formaJon, se 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. rnwdmum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skswed conditions are 0.72 of the table load, not to exceed 2.475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45". Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square out 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table bad
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load. 0.41 of table load
Acute
'side
speclry angle
Top View HHUS Hanger
Skewed Right
aoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side),
Simpson Strong -Tie`° Wood Construction Connectors SIMPSON
These products are available with For stainless Marry of these products are approved for installation
ID additional corrosion protection. ® steel fasteners, I with Strong-DrivEP SD Connector screws.
For more Information, see p. IS.. see p.21. See pp. 335-3.37 for more information,
M
,r
birnetis(ri S{0.).;
_ �ast`en@rs• n
�.Z '.•'�
r-1SPo�i SPFIf)F,ADowahleLaads` '
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r iiJo: ;
;n
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9
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-
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41'r t'
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N ODD 7T3J (1253;` b� S160);
:41:�
-F3obi'
110D)'
Snow
:115j • •
(•
{;0oi. Wind
(125)• {760)'
.Code
ReL:
!
Double Zx Sizes
:tUS242
j:;°iTi:%_':x:jr�4)•IF'6Zi(3690=::780
{:.$�5.
T.40
LUSrZfi Z
: 4'1s`..
18''
�{Je
= E;:.:'j4j0iL2X3h<'
11l'D:1673'1i
37� rah' Y(1$1F..
'`;26T
,95..
M1 11A
s$85:
h9U5�d:090
1,976
HHUS26-2
41c
14
3zre
SYe
3
(14j0.162x3Iz
(fi)0,1"o2x31h
1,3'L0 2830
3,190
3,415
4,25011.135
2,435
2745.2,935
3,655
HGUS26-2
491,
12 1
3%
Mis
4
(20) 0.162 x 31i
(8) 0.152 x 314
2,155 ' 4,340
4,850
5,170
5,575 11.855
3.730
4.170 14.445
4.795
'4 Ss:.
B.
3.'�:.:,7
.:2:a:�6)Yd
6�•x8 :
"{4)O.lfi2ic8*ht:
F49`0 J 1�`l(
e1
:i 1 ,:M13,520
1,130;
1',280
•1:385
1,743
IBr,,FL,i
H11S8,-2'
' fi!5'e`'
;743is
iTle;
(2 {1762 3flx-
0. Z..'3*
65'
S�8$i,
3 6 0
A,135
:4„435
'5�45
U
i4CU 8=2•:• .
'fis'as:.."l2i
Akin;
79ie
4'''j36)l?:782'
+2
`i'h'
{12jQ1E2 3 ;
3 3 11li46D},'r.,4$,
i7;46(f;'6,415`
6:415,:64l51,
•fi-015
WS210-2
61a
:8
3%
9
(8)0.162X31h I
(30)0,162xTV
(6)0.152x314
1.4451,830
2,075
2,245
1,575
1.785
1.930
2,435
HHUS210-2
B?i
14
TA
Sr/n
3
(10)0.162x344
3,55015,705
6,435
6,455
4.9g5
'a.340
5060
Sigp
HGUS210-2
895a
12 13%i.
93ie
4
(46) 0.162 X 31/z
(16) 0,162 x 3 �
4,095 9.100
9,100
9,100
7.460
7,825
7.825
7,825
I
f
Triple 2x Sizes
;5 ;;
i(2a)-4tfi?] ?.'%iS i0 2X3�(is1>
5p1434U 50==517Q:5;5>
':i;HSS3i7?R
17A:'?1,448.4:795
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6;4�5
6415,
6;415
LA i
HHUS210-3
B34
14
49A.
815
3
(30) D.162 x 31R i (1D) 0162 x 31/d
3,40515.630 6.375
6,485
6,485 2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
81iis
12
445.
91A
4
(46)0.162x31h((16)D,162x3%
4,095 1 9,100 9,100
9.100
9.100 3,520
7,825
7.825
7.825
7.825
-;Go3 12 3
:117 ra=
c.
i
OJx>
t,.?I.'.
1
(5.6Y$4$2X3h; j20]9:ifi2i%?:;.oJFiO}%_�
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4-
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3 1S�K
1$20
3 i
81
7=7"c0
';73r1
7,To0
IBC FL
LA
2N(U__
14,
22jh:15 x: ?
s 1p1?,iL1 SL5';1
_
U; 14;900:.8;1'9U
S19U
`. 190:
9190:
Quadruple 2x S•rzes
)iGL1$26¢:
s"5it
i12t
6 i
'b°fd':
f E1}br762•i�33z,s8}0
+a:'
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@30:
i:0
7raL�;955';373Q.
977ll,
4J95
IBC, FL,
HGUS28-4
7Y,
12
MIN.
1 4 (36)0,162x3h
(12)0,162x3Yd
3,235
7,460
7.460
7,460
7.460 12.780
16.415 6,415
6.415 6.4-15
LA
HHUS210-4
8N
14
61%
87A
3 (30) 0.162 x 31h
(f0)0,1620%
3,405
5,630
6.375
6.485
6,485 2,930
4,840 5,485
5,57515.575
FL !
JiU512'._'•`c%jam:
^'i2
sQ3§
'356'
:95e
Ib
F�(G1:P.1.'6&1t3.*!z':{16j`6?{fiZ';1'h;R"
= f1 ..(),O t6?�C�31�zq
P�rQ:1;62 . 1Yz
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Q'
' '?�
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{DD;3;52(Y..7.,'895:7,625•.7825.1,7,5$5
rS, �'r80
7T68
'7 SU
7.7E.i1' -;c0:
IGC. FL'
;Nfill$7 Yr_4:j
<,12�4
}.l ;i;8'1s;
925h
s•4; 66j:01 2XS1/:':122}9:j622713M1rz`
-
i',.
,',412
]till
.1012 C�,900.:fi7�0;
q D
.8,710.400
4x Sizes 1
a
3
`4S:zz'.;
. t43h152:X3'�i5yk)•_O12St3�h`;�ti�.1SD
=EFSq
;7179,i�2fi5:
1*.5'-G19:::$85.j
1pP5
1,090.
1.3i0:
l6C,FLj
:b1iQ5Qb'•:;:
' 4T�tc=;
fiZ
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:Q,{r a
= �4''
322)Q`;I2>}3'K�,'(�1111_SE7c3Yi•
Ali :: _
-'
�p511,°i`
r5j5,
1L855
3;730
('4A71Q'
4;45
4,795'
filiS.•.:".
-43Ss°
'C73
3?%q}fe
,;i
.`[a4j62%3?h
(6}QtEik�l%=13rt..`83Q;3s9
r35
,ai0,
i,135;
2435'crr745
WS46
0.
18
35he
BY.
2
1 (6)(3.16201A
(4) 0,162 x 31h
1,0G0
1,315
1.490
1.610
2.0301
910
1,130
1.280
1,385
1.745
IBC, FLI
HUM
61/d
14
M
7
2
1 (6)0.162X3%
(6)0.162x31h
1,324
1,580
1,790
11.930
2,415
1135
1,360
1,540
1,660
2,075
LA
HHUS48
61h
14
35/a
7Ye
3
1 (22) 0.162 x 31h
1 (8) 0162 x 3!A
1,760
4.265
4,810
5,155
5,980
1515
3.670
4,135
4,435
5,145
HGUS48
r :1if)55,`4:it1':: '::`:8?r
63ia
12
`ld•
3%
39 et
,b,
7Yie
;QBi::'
, ;._ 9`'
4
21
.vB,T:.{3(1862;X3'./z
(36) 0.162 x 314
(�Aa,% 3'r;6)
! (12) 0.162 x 314
0:'x
' 1i1);DD¢2t(,3?,
3,235
,'�,,;'i7D5?
7.460
7,460
�, 3.5,5.3i.:4i�u.'4i905.
7,460
7,460
2 780
6,415
6,415
5;535
16A15
:a,5
16.4151
575
13♦Gt194jff:'
: tt3las>
r'j�
_" Sre
:9d5s
::-4.:;
(96) 6.j6 )�3
. (]6f.`0,162 -s-A
#0
i `ltfff•
.2M.;91D(3,:91flD°I=3i520'
T'925
`7825.
7,825
7,'825
IBC. FL.�
L4
HGUS412
10%
12
3%
101/c
4
(567 0.l6Zx31h
I (20) 0.162x_31/z
51695
9.045
9.045
9,045
9.G45
4,91;0
7,780
7,766
7.7,80
7,786
HGUS414
11%
12
35A
12Yrs
4
IN) 0.162 x31h
1(22) 0.162 x 31i
5,695
10,125
10,125
10,125
10.125t
�,900
8,190
8,190
8.190
8.190
�
Double 4x Sizes
�H(i15573T�(I :8 •.1•':y2 q =,d'' j16)0:162'_}C3T�;'��jQO;TfiLX •.'i}f3'- 45. ,+ 095;> d9711.2;M0T82(i:7 20 -7820 7,820
iHGC)537_12' 'j�?d>: ' 1= 7e/a 10450..• 4'r� (SF>1D1`73/z g) 0182x3'h i0 y5 - 3329+ 3 i00 71995' 7995. 7985 7,995, : L
HGl�3T37r14' 11TS„ _a2= :7i.1: �e'.`4b6j.(?•1S2X'f;2�j (L1EL$3'i; a080: O+ Up W{t) t $�-0 9;U30. `U3 039 9;030
1. vNu; L wear nwe ueen mureasea nor earncuaxe or wino ioaang with no further increase allowed. Reduce where other bads govern,
2. Wind (160) Is a dovnlo3d rating.
3. Minimum heel height shown is required to achieve b:8 table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may (unit allowable loads in accordarxm with ANSUTPI 1-2014. Simpson Strong -Tie' Connector Selector° sotNvare Includes
the evaluation of cross -grain tension in its hanger allowable loads_ For additional information, cordact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying memuer minimum for haled hangers, bYnh 3x carrying members, use 0.1bT x 2W nails in the header
and 0.152' x 319' in the joist, with no load reduction. 11duh single 2x carrying members, use 0.148' x f IX nails In the header and 0,148' x 3' in the )cis,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nall dimensions In the table are &,ad diameter by length. See pp. Z1-22 for fastener information.
195
196
HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns I
designed specifically for shallow heel heights, so that j
full allowable loads (with minimum nailing) apply to i
heel heights as low as W. Minimum and maximum
nailing options provide solutions for varying heal ;
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end ofthe truss and the carrying member i
up to mh' max to allow for greater construction j
tolerances (ma).imum gap for standard allowable loads
Is'/V per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for i
mom information.
Material: 16 gauge
Finish: Galvanized HTU26
Installation: i
• Use all specified fastener; see Genera! Notes
• Can be installed filling round holes only. cr filling I
round and triangle holes for maximum values ,
• See alternate installation for applications I
using the HTU26 on a 2x4 carrying member or Min. heel
HTU28 or HTU210 on a 2x6 carrying member height
for additional uprift capacity pertable
Options:
Typical HTU26
Minimum Nailing
Installation
W",.,,.....
• HTU may be skewed up to 67r/z°. Sea Hanger ' truss and carrying member
Options on pp. 98-99 for allowable loads. ' HTU Installation for
• See engineering letter L-C-HTUSD at stiongtie.com i Standard Allowable Loads
1
for installation with Strong -Driven SD fasteners. (fdr mh' maximum gap,
Codes: See p.12 for Code Reference Key Chart use Alternate Allowable Loads.)
Many of these products are approved for installation with Strong -Drive
SD Connector screws. See pp. 335-3V for more information.
Standard Allowable Loads (1/8e Maximum Hanger Gar))
SIMPSON
Alternate installation -
HT028 installed on
2x6 Carrying Member
(h'TU210 simr7ar)
.9-44ioiisxjpa'
=.FasTeiii rs (2 ' �� r~
sc'r > gFIS? A uerd`6JeEa'ads <: may-`
i - ' SQF FAJJawahl ads
-: =
Height {t B,
:
_
'-tillepitier
1?..I
ooi $no s �..
_< as ..-_yt R4F( 'yPffii('
: Up (}
Qi`( nPF'
:Sh6w'
.Code
.�
Eoiii L�flnd',
sRef.
�_: g.�
+•.•:
•.Y%,; _l
:'Membe:t
_16Oj'-
_ Z.
(100}3a{}5r25Json
"(1QOp`,`(10q);':(115J':'(]25)'
(1B0)
Single 2x Sizes
7`a:: °b3zs ;}3ii -(ZO)•1)"J62i:3a
/P',
:(1 f 6,148.% ]
). a
:bu
-$r
.-� -
=_
n. i •
f `50: 1.E$_ p ac0::;
580-
<ft1172F(Min,)"-'<_r:3';:j°-:.75i4si;,:j2Q}:41o2x3.114�.0;'11�z:=Tr2?Dy'$
W,
jy�2TiQ3�L0�
:1,075i(,tEbPj.2Uf5
2;015°.:2;U15;
HT1126{Ma1�?;;_i_
5Yz '
1 ' ST/p: a354::f?OSt11622.3'l�
(1G D,1463t tnai.
95._.::L..
:r�
1�YffKa
:a ,� 2, ti :2 as
s� 450:
IBC,
HTU28(Min.)
3%
j 1% 7Kc 31, j (26)0.162x3?i
(14)0,14Bx1mh
1,235
3,820 3,895
3,895 ; 3,895
1.060 ; 2,865 2,920
2,920 2,920
FL.
HTU28(Maxa 7mir 1Fla • 11ic j 312 (26)0.1E2%314 (26)0.148x1Vz Z020 3,820 i 1.75 4.655 : 5,435 1,735 : 3,2953.710 4G05 14,675 to
Hllf��.749in.E".::gi�r:•} fi;:'9 :.3 E32J0;{621<3i. (A�U94iS13�Zt55.' t?Aa
firi121�:jMaxli;.")J•::f?re::,'9}ia'i'61:-($21�:1.62x'3yia.„°6995;.'18% .4,045 a.005` 'C936 9,155
Double 2x Sizes -
HTU�6•R'(iNI
5%Sc ". !i20):U 162 X 3.rz:
={lIJ 0.:r4BIX 9,4
s1 Si
,1�9s1:1:.:y,�%ci?;57339
E9:
1,305 r 1,?50 2 090.
2;255..2 465'.
:14T11aC (Mail';
z';:
tie
=571+e '3Yr.:_(2b]9{�2k334:`
©jffdg8ic ;_
2
G84 $655
HTU28-2(Mina
37A
3&
711s j 314 (26)0.162x311
(14)0.148x3
1,530
3,820_ 4,310
3,820 4,315
4,310 ' 4,310
1,315 2,865 i 3,235
3.235 3,235
!BL
LA
HTU28-2(Max}
7Ye
i31ic
7}ts 31i (26)0.162x3!�i
(2610.14E%3
3,485
4.655 5.325
Z995 3,285 '3;71ii:.'1005-
�"ll
Alj iv-
?lpv;3s!%::S11c..31.'.:(32JIU162.z3??s�H
_•
Bje.i'9,8W.;7;57b:i
3.540.
;B 0. 1.010
i-0.762z'$'n,
;(32j
frBY ;".
".' ®
d7&a+ 303`-
Sw:
r3535'4;G45�•4tic5::.980:
•5615
. , i •e i I,N,ir i iui i i r ranger gap is measures oetween mejoist for miss) end end the carrpng member.
2 lAinimum heel heights readred for full table loads are based on a rnInirnum 2:12 pitch.
3. Uplift bads have been increased for earthquaks or wind loading with no further increase allowed Reduce ::,here other loads govern.
4. Wind (160) Is a download rating.
S. For hanger gaps between W and W, use the ARemata Allowable Loads.
B. Truss chord cress -grain lension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong Ile° Connector Selector' software
includes tl-e evaluation of cross -grain tensfo-i in fts hanger allowable loads. For additional informalion, contact Sbnpson Strong-'ile.
7. Loads shown are based on a minimum hvo-ply 2x carrying member. For single 2x carrying members. use 0.148' x 1 W nays in t-ia header and
reduce the allowable download to 0.70 of the table value. The allowable uplift Is 100% of the table load.
S. Fasteners: Nail dmensio is in the fable are listed diameter by length. See pp. 21 22 for fastener information.
0
a
a
0
6
6
Simpson Strbng-Tie' (Hood Construction Connectors
Face -Mount Truss Hanger (cont.)
MMany of these products are approved for Installation vritn St ong-Drivee
SD Connector sorexrs. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
SIMPSON ,
iMpa
neeisNt`::Di
SE?AIC aEi�fl iia8'q^' ':>
SPF!(jFNlowatile.l oads� -
Y:
ModAl ::'?
Nd: Hen9ht
?.
arFY� 8:::, :� •;. :..:: ::: _ <
j ': '.' - k n w.' ": a r'`W[n ✓
. U . ift ' +.F1Ror .•Snow: ROof, Wind
Code
Ref.
i9eirib n. her Metnitg�16�):
(i Dj:'
: ;1 M ., UD.) ,. (, : :t , •60)
HTU26 (Min.) 3% (2) 2x4 (10) 0.162x 31h (14) 0,148 x 11h
925 1.470 1.660 i,79U1 % 5
795 1 1,265
i.a30 1,5'�rl
t;j 15
i
HTU26 (Max.) 51h q) 2x4 (10) 0.162 x 31r (20) 0.146 x 1 Yz
i.240 1,470 1,680 i,790 2,22G
1005 1,265
1;130 '1 1
910
IBC.
i1T1?rB bTaxj i7Ja c 2i " • . 2� 76213�/z 'j f�1$8 iG 7?�
; j?+ L ° 961)��• 3✓I Ct7 ' ff9,
%1;6�5� %215 0
, n555; ..050
{ ` i1"(t^=.::g
Z'b ..2(I ]ta2M3+p. _ .Q 49:f<7'f
fi * L tlff':`';
4.
.:
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is'W.
3.4Yund (160) is a download rating.
4. Fasteners Mal dimensions in. the table are fisted dameter by length. See pp. 21-22 for fastener information.
Altemative AllnwahlP I gads (1/2 r Maximum Hanger Gap)
r
=SRFIit�Agl+9ahleLbds':. ,�
-
'M
- '.:N'''•'s'�••
• )•Y-?+
- >'r.'j••_'CaCrYltlg_•;}�;,;xarrie)i,���lpr
�'Ilenlber
por,;5ngyuy.sR'aoi;;'E.�ndr.
•i)tylifY• �-1oor •:Su6Nr'::.Ronf..•V�Itdl.
Dode
; :Nleinhet=�uj5(10a3
R(a15
(125j:. I 7.b'0�'
Single 2x Sizes
(11126 _ -
t v
1q :i 1.
.. ..
" ;
..
.:T,51J
Z;610 11,51. r
t
)
r
+HTI}28,(Mfftj, ^`-:,'.
:(A13u) ,
��'`.
53z i
1,�ra',
1(:
v5rr71s
5!Ti9
� 3?%:� (-.{2II'y-0:1621r3r1,z, ;(c4).9:7�'X:i''F
1. 1
;Brit• .(Zt>) Q16213ai(20•'Q749
'9;1Z5�'k�'�,4�f.'
:31D4;
=:°•
�'�Oa'
r55LC<)''�.3-
_ e,.:
�3s1{ID
'•1,aiD>:.1055.
•1,9,55�
f;9�`; 1:955.
!
t_...
0I•{;8.5Q.2;0;?0
' 3, .1
4�1t1'}43?Q.
•2,'s'E3 `. �,.285
HTU28 (Min.)
31A
W.
I 715s 1
3% I (26) 0.182 X 31h (14) 0.148 X 11h
1,1110
3.770
3,770
3,77D
3,170
955
2,82.5
Z825
2.825 L 2.825
FL, j
LA I
HN28 (Max.)
71/4
11A 7149
31h r (26) 0.162 x 31h (26) 0.148 x 11Ft
1,920
3,820
4,315
4,655
5.015
1,695
2,865
3. _35
3.490 3,765
.. '.
'
HT1I?lA-((17.,n•);.
HiU21U'(Ma_x:1' �.
-
��;kt:
9'Ia#
.. ._r..... •�
'-?;o-f 91'r� •
._1'�e�'9Y�e_,'.'otifz:.(32J',0�2jt3;�•:(32}•4i:tg8;1p91h=3�frs;�,�r7.p5:..`
y
r 3 tJ:]EZX� t4 G,l x_�ii:
yl?fe;.iq. �-. �� i'{• . )' .. i�:•
•"?�"
, � ,�_�'-_.
3^^, b.
�_...
`$,su!!
;O�f4;_�,I#4,,`;'�D�fl�
�"�
�;¢()..:
-36q�F='�;075
:2.iiQ0:
OR
;2;j
�3,53D_%3�G5�
'Z 700;
2;Z002;700
�:
3,7b5' •3,Z65.
Double 2x Sizes
11ES'L:tMlru -
=31/e i
r
.3i4's' 5rh''-"fJz'.
v
;(20JA162%31'i.(a$}:0.19�'x3+,i34_s_:?,.3;5t1(i:
3D1#r>1305.j,265
22D5:
_Z�O6'.2205
'lFli1262(A1a1r�'
HTU28-2 (Min.)
�T)i•e.'5?G';':14
3%
I Sys 1 731,
,;3%
20Jfl1B4c;?�fi-A {2{I}DaaBx9r_
1 31h 1(26) D162x.31h (14) 0.148x3
7�?340u:µt7:Dji�35g0
1,490 3.820
3,980
_
3.980 13,980
1G43�22D5
1.280 2.865
221�5.22D^�':2265
2,985
2.985 12,985
IB` ,,
HTJ28-2(Max.)
71/4 716s
1h
31h (26)D.162x3(26)0.14Bx3
3,035 3.820
4ab
4,655 5520
2.610 2.BB5
32c"5m3z9U.4.i40
LA
Ij1U_ �..;:at
-
300
311§0'
3;19b.8.190'
}fiU210-' 11
;9Yr q: 9}ie`•
a4. 01ifig;X3.i4::(32jU,1?lSK3�
r.85-"3::;Zt'.6F
;3315{'3j530-;3989
4,3011: ,4,655
1. The maximum hanger gap is measraed between the joist (or truss) and and the carrying member.
2. h4uiinum heel heights required for tug 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 aiiowed. Reduce where other loads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between W and h', use the Altemate Allowable Loads.
6. Truss chord cross -gram tension may limit allowable loads in accordance .vith AMSVTPI 1-2014. Simpson Strong-T€e° Conne for Selector, sor:-vare
includes the evaluation of cross -grain lersien m its hanger allowable Icads. For additional infomracion, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x marrying members, use 0.143' x 1IR nails in the header and
reduce the allowable download to 0.70 of the table value. The dow able uplift is 100% of the table load.
B. Fasteners: Mall dimensions in the table are fated diameter by length. See pp. 21 22 for fastener Information.
C.
r--
r-.2i
;dn2n'r
197
Simpson Strong -Tie' Wood Construction Connectors
HU/HUC/HSURIL
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wail
as described below. Additionally, HU hangers Wirth 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 26/ie' 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/m" 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 an face nails with Ile x 1 Ye Titan" 2 screws
(Model TTN2-251344 for concrete and 1,4n x 2'.'4° Titen 2
screws (l.A:)MITTN2-2=41hj for GFUJI1.1. Follow all
installation instructions and use the loads from the sewn
lumber or EINP se`.il•: its:
Material:14 gauge
Finish: Galvanized; ZMAV, and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Then 2 screws. Titen scre'ras for GFCMU V/4" x 2 %' —
Model TTN2-252344 and for concrete (Ya x 1 Y,? — Model
TTN2-25134H) are not provided with the hangers.
• DO the Vie -diameter hole to the specified embedment
depth plus W.
• Alternatively, drill the Yiis°dameter hole to the specified
embedment depth and blow it clean using compressed al
• Caution: Cversteed-dameter holes in the base material
Wll reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchors
load capacity.
• Titen Installation Tool lets are available. They include a
Via" drill bit and hex -head driver bit (Model T FNT01-RC);
a T1" x 4�W drill bit is also available (Model MD318412).
• A minimum edge distance of 1 Ye" and minimum end distance
of 37h' is required as s!rAvn in Frg:ara 1 for full! uplift load.
• 1-JfUre no uplift load is required, a rrinitnum end dislarr::5
of 11P is pernftted.
Codes: See p.12 for Code Reference Key Chart
0%
b
Concealed flanges
HUC410
v✓
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
237
0
0
E
0
0
Sirnpson Stron�-Te� IIV'o'o'd Con�iruc 'fiio'n' Conineclors
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers (cont.)
IR These, products are available with additional corrosion protection. For more information, see p. 15.
X
AK.,FC ...
A
fit9Q 2~, ten
HU26
HU26X
(4) V4 x 2 11,
(4) 1114 K 13114
(2) 0.148 11 'k
- _
335 i 1.000
335
1,545
447dF3k
HU24-2
HUG24-2
(4) 1/4 x 2 Y'a (4) V, x 134
(2) 0.148 x 3
380 1,000 1
380 1
1.545
---------------
-3 P-P
t
c
HU26-3 (Min)
HUG26-3 (flin.)
(B) Y<x 2Y,
(8) Yk x 1 y< i
(4) 0.148 x 3
760 i 2.000
760
3,200
HU26-3 (hW
HUG26-3 (Max.)
(12) V, x 2Y4
(12) Y, x 1% 1,
(6) 0.148 x 3
1,135 3,000
1.135
3,950
'iX
�qrpq.
LU2
Huziox
(6) Y4 x 2%
(8) 1/, x I -j
(4) 0.148 x 1 Ih
545 2,000
760
2.415
_UU R411� nfi'�:
0_0 M
U21 0
H -3 (Min.)
HUG210-3 (Min)
4) V, x 2:144
(14) A x 1
(6) 0.148 x 3
1.135 1 3.500 1
1.135
4,920
1
HU210-3*(Max.)
[11.113210-3 (Max)
(118) X 2YA
(1 B) % X 13/4
C-.0)0.1480
1,800 1 4,500 1
1.800
5.085
N
-1-%:z
X
�ORPU*
(lain)IIUC212-2
(Min.)
(16) Y.x ZY,
-,16) Yi x1Y,
(6) 0.148 x 3
1,135 i 4,000
1.135
4,920
HU212-2 (Max.)HUC212-2 Oviax.)
(22)102Y4
(22) 1/4 x 1 YA
(10) 0.148 x 3
1.350 I 5,085
1.350
1 5,085
13)
—0—
&
HU214
HU214X
(12) Y. x Z-/,
(12)1/40%
(6)0.14801S
1.135
2_665
1.135
U65
04
Xy
A. -
.... . . . . . .
HU214-3 (Min)
HUC214-3 (MIN
81 W x 21/4
(18) IA x IN
(8) 0.148 x 3
1,515
4.500
1.515
6.OB5
HU214-3 (Max.)
I-IUC214-3 tMax.)
(24) Y4 x 2:V4
(24) 1/4 x 1 Y-
(12) 0.148 x 3
2,015
5,085
2,015
5,085
tff 14
HU216-2(Min.) HUC216-2(Min.) (20)','4x2Y4 (20)Y4X1V4 (8) 0.148 X 3 1.515 4.92U 1.5Ib I 4,UZU
HU216-2(may) tiuc216-2(mm) (26),,ix2-/_ t2w/.x1y, (lZ,0.148X3 2,015 5.085 2,015 5,085
HU7 (Min)
(Notavallable)
H U7 (Max)
(Nolavailable)
- t U2
I a?
HU1I (Min.)
(Not available)
HUII (Play.)
(Not available)
(2) 1/2 x 21,14 (12) 114 X I Y4 (4) 0.148 x 1 V. 545 1 Z980 760 VBO
(16)14 x 2Y. (16) Y4 x l-,,, i(8) 0148 x 11i 1,085 1 3,485 1.065 3.4B5
(22)15x23/ (22)1/40N I (6)0.148X1'h 1,135 1 3,230 1 1,135 3.230
(30)14x2N (330)1/41Y, (10)0.148xl'A 1.445 1 3,735 1 1.445 3.735
STAGGER JOINTS -
-ED HEEL ROOF TRUSSES ROOF SHEATHING- SEE
PLAN
SOFFIT/PASCIA- SEE ARCI,
RAISED HEEL ROOF TRUSSES
-SEE PLAN
Wi
RIBBONBOARD--5EE
SCHEDULE
FOR SPACING (
FASTENNG TORIBBON
BOARD- SEE
TRUSSES
SCHEDULE FOR SPACING t
FA5TFNING TO TRUSSES
WALL SHEATHNG-SEE PLANMIN.
I
I5/32' COX PLYWOOD OR
1/16' OSB UTH Sd GUN NAILS
GYP. CEILING-
(0131' X 2 1/29 9 6' OO. TOUPLIFT/SHEAR5EE
PLAN t
UPLIFT/SHEAR ANCHOR
MASONRY WALL-
RIBBON BOARDSANCHOR
EACHEACH
TRU55 - SEE B/SKIS
SEE PLNJ
DO NOTFA5TEN RIBBON 80ARDMASONRT.WALL-
TR155- SEE FLAN5CHEDULE
PLAN _ _ __
IT
INTO END GRAIN OF ROOF TRUSSSEE
PLAN
SHOU4 FOR CLARITY
BOTTOM CHORD
�-�
��
RAISED HEEL TRUSS BEARING( �
RAISED HEEL TRUSS BEARING/
A
acs0:, KM SKI
acne, xra
SKI
RI650N SCHEDULE
DESIGN CRITERIA
RIBBCN MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vu11.165 MPH
(2) 12d CAN (0.131' X 39
(Vaad•125 MPH)
2X4 6PF'2
24'
TO EACH TRUSS, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
Vull•150 MPH
(2)12d MIN (0,131' X 31)
(Va5d•139 MPH)
2X4 SPF4
16,
To EACH TRIM(4)
EXP. C.
NAIL5 AT JOINTS
ENCLOSED
22
M0
Og
sr
U
SK.1
Piggyback Detail - ASCE 7-101 180 mph, 30' Mean Hgt, Partially Enclosed, Exp, C, Kzt=1.00
180 mph Wind, 30.00 ft Mean Hgt, ASCE 7-l0, Part. Enclosed Bldg, Located anywhere In roof, Exp C, Wind DL= 5.0 psF (min), Kzt=1.0.
Or 160 mph wind, 30,00 ft Mean Hgt, ASCE 7-10, Part, Enclosed Bldg. located anywhere In roof, Exp D, wind DL= 5.0 psF (min), Kzt=1.0,
Note, Top chords of trusses supparting piggyback cap trusses must be adequately braced by sheathing or purins. The building Engineer of Record shall
provide diagonal bracing or any other suitable anchorage to permanently restrain purlins, and lateral bracing For out of plane loads over gable ends.
Maximum truss spacing Is 24' o.c. detail Is not applicable IF cap supports additional loads such as cupola, steeple, chimney or drag strut (oads,
Piggyback cap truss slant nalled to all top chord purlln
bracing with <2) 16d box nails (0.1351x351) and secure top
chord with 2x4 N3 grade scab (1 side only at each end)
attached with 2 rows of 10d box nails (0,128'x3') at 4' o.c.
12
Up to 12
L—Tap Chard Scab (Typical Each End)
++ Flat top chord purlins required at both ends and at a maximum
of 24' Intervals unless otherwise noted on base truss design
drawing. Attach purlln bracing to the flat top chord using a
minimum of (2) 16d box nails (0.135'x3V).
r In addition, provide connection with one of the following methods)
Trulox 28PB Wave Plaavback Plate
Use 3X8 Trulax plates for 2x4 chard member, and One 28PB wave pl gybeck plate to each face
3XI0 Trulox plates for 2x6 and larger chord ee gg o Att hh eeth to pi back at tim of
members. Attach to each face a 8' a.* with (4) fabrlca Ion. i� tach to suppo)gting truss wl Yl
0,12014.375' nails Into cap bottom chord and (4) (4) 0,120'x1.375' nails per Face per ply.
In base truss top chord, Trulox plates may be Piggyback plates may be staggered 4 o.la Front
staggered 4' o,c. Front to back faces, to back faces.
APA Rated Gusset 2x4 Vllr±lcal Scabs
B'xB'x7/16' (min) APA rated sheathing G6ussets 2x4 SPF N2, Full c�iord depth scabs (each face).
(each face), Attach 8 8' o.la wltF� (83 6d caPnon Attach 8 a' o.c. with (6) 10d box nails <0.12e'x3'),
<O.1L3'x2') nails per gusset, (4) n cap bottom Per scab, (3) In cap bottom chard and (3) In
chord and c4) In base truss top chord, Gussets pose truss top chord, Scabs may be staggered
may be staggered 4' o,c, fron to back faces, 4' o.c, front to back faces.
MAVM
r.WMTMTiu �a THIS MAWM TO AAM VLL�CIT41MCIDIM Q dwBW TIC ➢ISWARS
l==11u u u — -- Alpine, a dv1Nm OF ITV eWldlIn Cmpanmta Group Inc. shoU not be restionslhte for wY dMati
AN rtWCOMPAW this cl—lne, any FaRre to billd the tru!! ii wnFamw cv NW ANS[/TPL 1. ar far hood) ➢ ehpi
hstallatlan & bmdn➢ oP trueeea
Aaiyre�d{mp tit d-ft ar cover pope Uetr.e tls it'a h, Y. bAMY o.ceeptonce of d--b 7annl
_ s tiCtwr�spmon>baiY salNY fay tf,e de!!on shorn D- r,ltaP- and use o/ —&ti" ba.Yq
13380 LaWhonl adve FaP any u toe r�spw,aWiy f t,e HWldrq Bealy,.r pWr At6i/iP! ! SecE
Earth Clly, Ma 63D95 ALPIND w►.alphala cool �Iiev��.tpMsatarel 5➢CAS nrclndUab`Y.arB1eICP ee nJ�ccsofe.ora
Flat Top Chord <= 36'
24.0'
REF PIGGYBACK
DATE 10/01/14
DRWG PBIGOIO1014
SGqbbed: Pfggyb-A 'k -Dleto�
%+ei Top, �.hOrO Oes smPArVgAlP�QcapVrjs;�ql-m14stFI
L
pohj�Asr The bpWinq gngfm?Rr, of
�keq Pr
SHt%jt
Pr 'Weilmbof)Q;A.YE�%ume%hard pirptcdtn purllnikanOte,OlacIrl for out of pLan? toms 'over gable ends,
ROvr -to Ehblnebrib� 'seated trUss- d6sjor;. t41g fdrr• ftgybackrat?d bixog tP-Qss -sp
spdfhg. !s.!1�4` 64 DeJ6.lt. - Is, nqt CipplItAke. if -ctkP., !�Upporjs- dddit.16mm( triads such 'as' dUootwi. 4tbepifi, dh_16h&y, on' dfad strut 1pad:%.
:)K ax4 6^8,2xIO or 2 - A% :09; bi, Of? PT, SP - F, '�Stiqtl,:Y�tlq. only fP*� Ot - overlap. vF piogyoaqk chonO ds xhpwh.
or P us riO,661ud. kttach !gcdb 46 fa -pit of
.xommonmalts. or 'ww`xs. .' onilmou-pL�al r cit 'BrqdlndMR) cIfIed 'an--thi g0gon+1no'
Hiss ITWBGC o;. o3 2JI 7i - iifhed, Akach.-tp
e $'..aa. Uroddho0i top H.ea;h suppqrtlh? trusp,with -(2) ;�C(0,14. cohMph nalts,
lgoyVack 'as pbjITWDCG'd 4OAtt%"hV6-oochard d# IraElip m*ter1 -'tobe SIAPPIlid qnq dLtbaho'd at:'both. gnos) to
�SUPOortlhU.truss Using elther,tL'atc&Aqmt%. p01kLle s ppqrt Py erPvtIbn, coMQ,C6r-
AgIne dr;^gWIH .11.oi- With. Uh halls'- �6*1.f QIP;AC0lIsix--dtI
#2r pi
mp ji 'Ena� 1) do, &P
Q f.- bLn �Foy, VCE. .'7 16, '14 301 qr gX `&I.SP.
--t, RW - 6dge, of ijuppgf-ititi truss -,*op
61 6, 1100. rl 30 MH'
06 'for "A.$CE I d -C D 'hay be!,Ckp Ile& tid tpp
E -bm edge 6PO.QPPOi t1hQ ij'usir
--OC;j. fqi4 A9C.E.7-16, ABO:.mp Ile, Bldg 11P Vln�, or lbo.��
4P'.o6-.ftk4.ASQFj 7-16,480 'mp• Part; Edi�; x 7.0"..30h, MH ..top ghbrd.
.ifiix' tQen-&W':b(OC;'k iP 't*op "rhard.-Wilk OA0 2811 GUM'
-.Mks e 41' bc -f"m qj&eh face thi,,qqghoHt- top •rborO,
;sco- j)o*Q*fI
F Aax,
igyld'gekt. Truss..
prMrtlhb Trui#
I Y
G
Top Chorid'-Blpr teiall
S GAB
�WAIC�& 0M
F0114i jhv fait VQwq",vOf Ehr,dN F "tapeff'.1
WQ brd
iiith
,A prlmvia-wr MJ i
5PNG ObSCAE651i8
"STATPO0wO
0.
.9" of nv Iwd
5-5 F
mp
4 L F I N E,
V MAXI
'AN-fTWCbMMNY 14W * a ' i"., -bfad. Wi *%wi, ol;
A-Spe M
.614 enrft,r�tj�ierwaw�y Y
-8WI'i242 ji,
-Eirlh*Cly. Ma 6645, V11ri
ALP d
cl
p On
60,
-
P.
�IM
.'
!WIN
�
!
�ME
�mE
M.
444
� � ugig
�
� \ -
� .
. �
�
AQ X.I.." 2
e e ,�
tea, 86367
UAT OF ,� w
4N
ZOM
�aNA.,>,``�
Alpine, an ITW Company
6750 Forum Drive, Suite 305
g Orlando, FL 32821
Phone: (800)755-6001
ALPINE
AN ITN COMPANY www.alpineitw..com
FL KEG# 278, Yoonhwak Kim, FL PE 486367
Ttjs docwnm Chas boon eledronic* signed
wW ssslled using a Ipgltat Signatwo. Pftsd
copi.s mahout an odgisd sig *w* nwst be
vertihd using the wWkW 91ockonic version.
Site; to€arinatY
Pa a 1`
Customer., Carpenter Contractors of America
Job Number: N333986
Job Description: , 7A5/320,167ED ,RH01 /1.672/ARIA/4EAB ELEV,D
Address:
44 ineer a Criierra
,
Design Code: FBC 7th Ed. 2020 Res.
IntelliVIEW Version: 20.02.00A
JRef#.• 1Xal89750092
Wind Standard: ASCE 7-16 Wind Speed (mph).: 160
Design Loading (pso: 37.00
Building Type: Closed
This package contains general notes pages, 27 truss drawing(s) and 4 detail(s).
Item 17rawng Nurrtber 1 ruts. ,
1 301.21.1437,26224 Al
3 301.21.1437.26412 A2
5 301.21.1437.26367 A4
7 301.21.1`437.26802 A6
g 301.21.1437.26991 AlOG
11 301.21.1437.26615 A9
13 301.21.1.437.26865 B1
15 301,21.1437.26115 C1GE
17 301.21.1437.26849 MV01
19 301.21.1437,26959 EJ7A
21 301.21.1437.26740 EJ7S
23 301.21.1437.26537 CJ5
25 301.21.1437.26443 CJ3
27 301.21.1437.24413 HJ7
29 GBLLETIN011.8
31 VALTN1601'18
{tem,,,=
draw€rig number �
-1'ruas
2
301.21,1437.26209
A1A
4
301.21.1437.26240
A3
6
301.21.1437.26366
A5
8
301.21.1437.26131
A8
10
301.21.1437,26646
A7
12
301.21.1437.26757
A8G
14
301.21.1437.26804
B2GE.
16
301.21.1437.26896
V4
18
301.21.143726585
MV02
20
301.21.1437:26194
EJ7
22
301.21.1437.26553
CJ5A
24
301.21.1437,27006
CJ3A
26
301.21.1437,26507
CJ1
28
A16015ENC160118
30
VAL180160118
Florida Certificate of Product Approval #FL1999 Printed 10/28/202.1 2,42:50 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 610 (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, 87 and/or 610, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www.icc-es.ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 49802 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xal89750092 T18
FROM: RWM Qty: 8 7A5/320 ,167ED ,RH01 / 16721ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26224
Truss Label: Al SSB / YK 10/28/2021
6'1"7 178"15 19'4"
6'7"8 i' 67"1
10'
10'
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 3-
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
25'11"l 32'6"9 38'8"
6'7"1 i 6'7"8 '1 6'1"7
=5X5
E
38'8"
9'4"
9'4"
10'
19'4"
28'8" +
38'8"
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.208 K 999 360
VERT(CL): 0.361 K 999 240
HORZ(LL): 0.076 J - -
HORZ(TL): 0.131 J
Creep Factor: 2.0
Max TC CSI: 0.531
Max BC CSI: 0.793
Max Web CSI: 0.428
Ve r: 20.02.00A.1020.20
o111111►111/1i/
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e
e
No. 86367
STATE OF
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1660 /- /- /936 /301 /432
H 1660 A /- /936 /301 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brig Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1446 - 3039 E - F 1102 -1959
C - D 1324 - 2761 F - G 1324 - 2761
D - E 1102 -1959 G - H 1446 - 3039
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2656 -1166 K - J 2199 - 829
L - K 2199 - 848 J- H 2656 -1147
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 520 -130 K - F 512 - 724
D - K 512 - 724 F - J 520 -130
E-K 1316 -593
..� . I JRtOP s
O�l�S1 ppY/�ppQ��
I ®/rdP 0 i Y'A 1 1�S►
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
'"IMPORTANT" FURNISH THIS.DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an r7 SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
e. AppTy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
vision of ITW_Building_ Components Group Inc.. shall not be responsible for any deviation from this drawing, any failure to build the
of trusses. A seal on this drawin or cover page
x the design shown. The suitabilit9y and use Nis
ALPINE
mmcompA
6750 Forum Drive
Suite 305
Orlando FL, 32821
any
see
SEQN: 49803 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T23 /
FROM: PFH Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26209
Truss Label: AlA SSB / DF 10128/2021
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 z3
12
1'9°12
7'10"14 12'1"12 17'10"4 19' " I"-
T10"14 4'2"14 5'8"8
5X5
F
26'6"4 30'92 38'8"
5'4°8 C1 14 7'10"14
E
T2 4X4
g4X4 T3
12 D H
6 17 w9
:_�5X5 35�5
C
B
R N
J
A +
4X6(A2) ll =6 14 =6XR QP =6XR =5X14 L =4X6(A2)
38'8"
1' 7'11"5 4'0"11 5'10"4 , 4'0"11 7'11"5 1'
F + T11"5 12' iT10"4 19514 FF 26'8" + 30'8"11 38'8"
F �-1
21'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.87 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W6,W9 2x4 SP #2 N;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
+ Bottom Chord section between vertcials may
be removed.
)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
ding Code:
7th Ed. 2020 Res.
Std: 2014
Fac: Yes
RT:20(0)/10(0)
e Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.201 E 999 360
VERT(CL): 0.375 E 999 240
HORZ(LL): 0.100 L - -
HORZ(TL): 0.186 L
Creep Factor: 2.0
Max TC CSI: 0.739
Max BC CSI: 0.793
Max Web CSI: 0.865
Ve r: 20.02.0 OA.1020.20
`©11111lftlPll///0/
°SONkNat riPi
S
No.86367 s
Or A �v
® A O w
®� °® STATE OF ® �
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- !Rh /Rw /U /RL
B 1518 /- /- /936 l301 /432
J 1518 /- /- /936 /301 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.1
J Brg Width = 8.0 Min Req = 2.1
Bearings B & J are a rigid surface.
Bearings B & J require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1366 - 2665 F - G 1495 - 2370
C - D 1312 - 2278 G - H 1355 - 2399
D - E 1328 - 2355 H - 1 1311 - 2276
E - F 1493 - 2326 I - J 1366 - 2665
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - U 2299 -1067 M - L 2298 -1049
U - T 2297 -1068 L - J 2300 -1048
R - N 1841 - 595
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - T 315 -446 F - N 1047 -722
T - R 2100 - 905 N - M 2114 - 888
E - R 387 - 251 M - 1 319 - 451
R - F 1050 -747
XN
e� 4ORI�'P'41" Ire•so0060"logoiIIftl
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) fsa shipping,
practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
did ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
ile. AppTy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
ivision of ITW Building -Components Group Inc. shall not, be res p.onsible for any deviation from this drawing, any, failure to build the
lformance with ANSIrrPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page
Drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabili y and use of this
any structure is the responsibility of the Building esigner per ANSI/T 11 Sec.2.
AL NE
ANOW COWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 49804 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef1Xal19750092 T17 /
FROM: RWM Qty: 2 7A5/320 ,167ED ,RHOl / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26412
Truss Label: A2 SSB / DF 10/28/2021
6'1"7
6'1"7
�1. 10'
10'
12'8"15 19,
67'8 6'3"l
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRI3 or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
25'11"1 32'6'9 38'8"
6'11"1 6'7"8 6'17
=5X5
E
38'8"
18,8"
28'8"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in ]cc Udefl U#
Pf: NA Ce: NA
VERT(LL): 0.208 K 999 360
Lu: NA Cs: NA
VERT(CL): 0.361 K 999 240
Snow Duration: NA
HORZ(LL): 0.076 J - -
HORZ(TL): 0.131 J
Building Code:
Creep Factor: 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.531
TPI Std: 2014
Max BC CSI: 0.793
Rep Fac: Yes
Max Web CSI: 0.427
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
%A/A\/r=
QN WA
if
CENS
A Pp
B No. 86367 a
STA
TE OF
o � �
0
t2
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0
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw !U /RL
B 1660 /- !- /936 /292 /427
H 1660 /- /- /936 /292 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1415 - 3039 E - F 1069 -1960
C - D 1292 - 2761 F - G 1292 - 2761
D - E 1070 -1960 G - H 1415 - 3039
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2656 -1142 K - J 2199 - 804
L - K 2199 - 824 J - H 2656 -1121
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 520 -130 E - K 1314 - 596
D - K 517 - 723 F - J 520 -131
K - F 518 - 723
member design. W01- ®• �� ®�� ��. �+,
Wind loading based on both gable and hip roof types.610
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in.fabricating, handling, shipping, installingand bracing.. Refer to and follow the latest edition of BC:
Is 160A-Z for standard plate positions. Refer to Job's General Notes page for additional information.
a division of ITW Buildingg Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the
conformance with ANSI PI 1, or for handling, shipping,. Installation and bracin of trusses; A seal on this drawing or cover page
tis drawing indicates acceptance of professional engreenng responsibility solely or the design shown. The suitabili y and use ofris
for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2.
information see these web sites: Alpine: alpineitw.com; 71: tpinst.org; SBCA: sbcindustry.com; ICC: ic_csaf_e.org;_ AWC. awc.org
ALPINE
ANMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEON: 49805 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T16 !
FROM: RWM Oty: 2 7A5/320 ,167ED ,RHO1 / 1672/ARIA14EAB ELEV.D DrwNo: 301.21.1437.26240
Truss Label: A3 SSB / DF 10/28/2021
7'10"14 21'8" 30'9"2
T 10"14 9'171' "2 4'8" 9-1-2
=5X5 =5X5
D E
38'8"
109'4" 9'4"
10' 19'4" 28'8"
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 L/defl L/#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.183 J 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.309 J 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.068 1 - -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.116 1 -
Building Code:
9
NCBCLL: 10.00
MeHeight: 15.00 ft
Creep Factor: 2.0
p
TCD L: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.759
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.739
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Rep Fac: Yes
Max Web CSI: 0.592
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
IVIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1; 62,133 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
,, lglIl11f?oftf
\CEAl �
a
No, 86367 e
► : '� o
8 w
17
4 ATE OF° Z,,41
38.8"
T10"14
I
10, 1'
3&8"r
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1716 /- /- /940 /309 /385
G 1716 /- /- 1940 /309 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
G Brg Width = 8.0 Min Req = 2.0
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1592 - 3121 E - F 1617 - 2927
C - D 1617 - 2927 F - G 1593 - 3121
D - E 1280 - 2045
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2718 -1300 J - 1 1979 - 765
K - J 1979 - 785 1 - G 2718 -1280
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 501 - 443 E - I 837 - 441
K - D 837 -441 1 - F 501 -443
0, 4 toRIV,
J'&NaAa+d
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
**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 properPv attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall hav 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 t�e 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 AUMCOWAW
truss in conformance with ANSI/TPI PI 1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawing or cover pa4e 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilit�yy solely -for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSIrrP1 1 Sec.2.
For, more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49806 / HIPS
Ply: 1
Job Number: N333986
R 8975 JRef:1Xa189750092 T15 /
FROM: RWM
Qty: 2
7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
rDrlo:301.21.1437.26367
Truss Label: A4
/ YK 10/28/2021
7'10"14 15' 23'8" 30'9"2 38'8"
71014 TV-2 8'8" T1"2 7'10"14 i
.5X5 � 5X5
D T3 E
12
6 05X5 �SFS
o
r`
W �
W1
B G
A H
4X6(A2) =6X6 62 =6X6 63 =6X6=4X6(A2)
38'8"
1' 10' 9'4" 9'4" 10, 1'
10' 19'4" 28'8" 38'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TOLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.194 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.333 J 999 240 B 1694 /- 1- /938 /319 /344
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - G 1694 /- /- /938 /319 /-
EXP: C Kzt: NA
Des Ld: 37.00 () HORZ TL : 0.116 1 Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0
TCDL: 4.2 psf G Br Width = 8.0 Min Re 2.0
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 g q =
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.744 Bearings B & G are rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.496
Members not listed have forces less than 375#
FT/RT:20 0 /10 0
Loc. from endwall: not in 9.00 ft () () Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1729 -3051 E - F 1748 -2859
C - D 1748 - 2859 F - G 1729 - 3051
Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 1464 -2203
Bot chord: 2x4 SP #1; 132,133 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Loading Chords Tens.Comp. Chords Tens. Comp.
Truss passed check for 20 psf additional bottom chord B - K 2649 -1413 J - 1 2086 -1029
live load in areas with 42"-high x 24"-wide clearance. K - J 2086 -1048 1 - G 2649 -1393
Wind
Wind loads on MWFRS with additional C&C ��rja411I1►��� Maximum Web Forces Per Ply (Ibs)
WA;*;"*A Webs Tens.Comp. Webs Tens. Comp.
member designed
r�'�1{JNH
Wind loading based on both gable and hip roof types. �� �® �1f, E ^t�q �/ p®i�'� K - D 7112 -314 IE- F 405 -360
V ' �f
a
+' N0.86367 m
a
® STATE OF 0 4
�rs0e®
BA, til'
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
-WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
shipping,
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component
Safety Information, by TPI an SBCA) for sa 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
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed BCSI sections B3, B7 or 1310,
per
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 Building Components Group Inc. shall not, be responsible for any deviation from this drawipg, any, failure to build the AN M COWANY
in for handling, bracing drawintq
truss conformance with ANSI TPI 1, or shipping,, Installation and of trusses. A seal on this or cover pa a 6750 Forum Drive
listing this drawing .indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitabili y and use of This Suite For
drawing for the Building -Designer ANSI/TPI 1 Sec.2.
any structure is the responsibility of per
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49807 / HIPS
Ply: 1
Job Number: N333986
Cust: R 8975 JRef:1Xa189750092 T14 /
FROM: RWM
Qty: 2
7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
DrwNo: 301.21.1437.26366
Truss Label: A5
KD / YK 10128/2021
6'9"4 13' 19'4" 25'8" 3V10"12 38'8"
6'94 6'2"12 6'4" 6'4" 6'2"12 674
:5X5 1112X4 =5X5
D E F
12
6 N2X4 2 X 4
C G
_ u,
o_
io W3
ZW
B H
A I8'8"
a^s
4X6(A2) = 6X6 = 5X8 = 6X6=4X6(A2)
38'8"
1' 10' 9'4" 9'4" 10, i 1'
+ 10' 19,4„ 2818„ T 38'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.382 E 999 240 B 1665 /- /- /931 /699 /303
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - - H 1665 /- /- /931 /699 /-
EXP: C Kzt: NA
Des Ld: 37.00 �) HORZ L : 0.130 J Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0
TCDL: 4.2 psf H Br Width = 8.0 Min Re 2.0
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.535 g q =
P
Bearings B & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0,797 Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.565
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
B - C 1934 -3031 E - F 1860 -2498
Lumber
C - D 1844 - 2775 F - G 1844 - 2775
Top chord: 2x4 SP #2 N; D - E 1860 -2498 G - H 1934 - 3031
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Loading Chords Tens.Comp. Chords Tens. Comp.
Truss passed check for 20 psf additional bottom chord B - L 2643 -1613 K - J 2172 -1247
live load in areas with 42"-high x 24"-wide clearance. L - K 2172 -1267 J - H 2643 -1594
Wind
>,�i1111 (� 11'� Maximum Web Forces Per Ply (Ibs)
Wind loads on MWFRS with additional C&C
W /t t' Webs Tens.Comp. Webs Tens. Comp.
member designed
,g4��6NAH
Wind loading based on both gable and hip roof types. `` 0 0 y 0 4 0 • • �/f��10.0 - L 385 -333 K - F 470 - 357
�1j
E Ns
�4 06 `Cj (�� � % L - D 573 -188 F - J 573 -188
�,`�� ® t " • D - K 470 - 357 J - G 385 - 333
No, 86367 ® E-K 536 -353
IL �®
I y v
®® STATE {?F,r�c�ti
i' S
'
�®,1®Si'10NAi
1,00
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
—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, b TPI and SBCA) for safety practices rior to performing these functions. Installers shall provide temporary
bracing er BCSI. Unless noted oytherwise, top chord shall have roperP attached structural sheathing and bottom chord shall have a properly
attache.Trigid ceiling Locations shown for permanent lateral resFraint olYwebs shall have bracing 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 Joint Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$g�Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the AN 1W COMVANY
truss in ANSI/TPI 1, for handling, installapon•and bracing of trusses. A seal on this drawing or cover
conformance with or shipping,. page 6750 Forum Drive
listing this drawing indicates acceptance of professional engVeenng responsibili solely -for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building Designer per ANSlffl 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:49808! HIPS
Ply: 1
Job Number: N333986
Cust:R8975 JRef:1Xa189750092 T12 /
FROM: RWM
Qty: 1
7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
DrwNo: 301.21.1437.26802
Truss Label: A6
SSB / WHK 10/28/2021
5'9 19' 27'8" 32'10"12 38'W'
5'9"4 5'2'12 8' 8'8" 5'2"12 5'9"4
.5X5 =5X5 =5X5
T3
D E F
T 12 T
6 � �2X4 W 02X4
o C (a) (a) G
rn W3 �
io
B H
A 118'8"
4X6(A2) = 5X5 = 5X8 = 5X5=4X6(A2)
38'8"
10' 9'4" 9'4" 10, i 1
�1'+
10' 19'4" 28,8" 3818"
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 Udefi U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.203 E 999 360 Loc R+ ! R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.378 E 999 240 B 1518 /- /- 1918 /701 /263
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 J - - H 1518 A /- /918 /701 /-
EXP: C Kzt: NA
HORZ TL : 0.120 J Wind reactions based on MWFRS
Des Ld: 37.00 ( )
Mean Height: 15:00 ft BuildingCode: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
NCBCLL: 00 p
TCDL: 4.2 psf H Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.832
0.
P
Bearings B & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.731 Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.575
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCr: 0.18 Plate T e s :
pi: yP () Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
B - C 2112 -2720 E - F 2286 -2573
Lumber
C - D 1978 - 2450 F - G 1982 - 2452
Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 2329 -2603 G - H 2108 -2718
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - L 2374 -1780 K - J 2081 -1495
be equally spaced. Attach with (2) 8d Box or Gun L - K 2074 -1505 J - H 2371 -1756
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by 4111 P Maximum Web Forces Per Ply (Ibs)
erection contractor. rlll�),�
►A� ^ip/��
or scab scab orbe used in CLR ��� ®«y: ����1p�' WeDbs Tens.Comp. Webs Tens. Cos
restraint.
substitute (1) (1) C R anleu d (2)f cabs 8
� s d �°A D - K 635 -662 F - J 461 -62
for (2) CLR'S where shown. Scab reinforcement to be C t
�1�^
same size, species, grade, and 80 /o length of web ,*�� y
�! v� E - K 734 -496
member. Attach with 0.128x3" gun nails @ 6" oc.a -7
�t p G
e 1 o. C763 V
Wind & r
Wind loads based on MWFRS with additional C&C
member design. o •
Wind loading based on both gable and hip roof types. pa Sh 0�F�-®���
r,WefA1,p'�E1
00 ��+t�1Q'.Y
®d0 � +oes8er? �e
°°"Oil,��NA#. 1
�dd(11I188111
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
`"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 SBCA) SBCA) fo'r safPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join i 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 BuildinlComponents Group Inc. $hall not, be resp, onsible for any deviation from this drawing, any, failure to build the ANMCOMPAW
drawing
truss in conformance with ANSI/) PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this or cover page
listing this drawing indicates acceptance of professional engineering responsibilityy solely for the design shown. The suitability and use of this 6750 Forum Drive
-Designer Suite 305
drawing for any structure is the responsibility of the Building per ANSINI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49809 / HIPS
Ply: 1
Job Number: N333986
Gust: R 8975 JROAM189750092 T9 I
FROM: RWM
Qty: 1
7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
DrwNo: 301.21.1437.26131
Truss Label: A8
SSB / WHK 10/28/2021
9' 17' 21'8" 29'8" 38'8"
91 i 8' 4L 8' 9,
:6X6 =5X5 =4X4 6X6
C T2 D E T3 F
12
6
T
o_ (a) W (a)
W5 M
in
B G
A
AT•3
4X6(A2) = 6X6 = 5X5 = 6X6=4X6(A2)
38'8"
10' 8'4" 9'4" 10,
+1'�
"i
10' 19'4" 28'8" 38'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 J 999 360 Loc R+ ! R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 J 999 240 B 1518 /- /- /900 R03 /222
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 /- /- /900 f703 /-
EXP: C Kzt: NA
Des Ld: 37.00 () HORZ TL : 0.140 1 Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.906 G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.794 Bearings B & G are rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.280
Members not listed have forces less than 375#
Loc. from endwall: not in 9.o0 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B-C 2172-2622 E-F 2160 -2395
C - D 2160 - 2395 F - G 2172 - 2621
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2774 -3079
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - K 2256 -1787 J - 1 3036 -2492
be equally spaced. Attach with (2) 8d Box or Gun K - J 3034 -2506 1 - G 2256 -1766
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support byerectr.+ Maximum Per Ply (IbsTens.
(a) or l scab reinfoon rcement may be used in lieu of CLR AH WAk t��oi� Webs Tens.Comp. Webs Comp.
®,4`'
• �� Grp
restraint. substitute (1) scab for (1) CLR and (2) scabs �!, �� b ®a a C - K 687 -389 E - I 869 -765
for (2) CLR'S where shown. Scab reinforcement to be
00 �CENS� a '�i, K-D 866 -763 I-F 688 -391
same size, species, grade, and 80% length of web eak, ® � �, a 0.
member. Attach with 0.128x3" gun nails @ 6" oc. 4 0 + �
v No, 86367 S
6
Wind chi a
Wind loads based on MWFRS with additional C&C �� w
member design. a m
Wind loading based on both gable and hip roof types. % STATE OF o
qtr
ORIV
®°l��se°•e000®
b�
ON+AI-
®E'
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
-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
shipping,
Component Safety
Information, by TPI an SBCA) for sa practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless top have bottom have
per noted otherwise, chord shall proper)Y attached structural sheathing and chord shall a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or B10,
as appllcabgle. Apply plates to each face o truss and positron as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
A LPI N E
Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANN COMPAW
installatron,and
truss in conformance with ANSI 1, or for handling, shipping,. bracin of trusses. A seal on this drawingor cover pa4e
listing this drawing indicates acceptance of professional en Ineering responsibili(t�� solely -for the design shown. The suitability and use of this 675o Forum Drive
Suite 305
drawing for any structure is the responsibility of the BuildingUesigner per ANSI/TPl 1 Sec.2.
For, more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:49827/ HIPS
Ply: 1
Job Number: N333986
Cust:R8975 JRef:1Xa189750092 T25 /
FROM: HMT
Qty: 1
7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
DrwNo: 301.21.1437.26991
Truss Label: A10G
/ YK 10/28/2021
7' 17' 26'4" 31'8" 38'8"
+
7' 10, 9'4" 5'4" 7'
1116XB =8X10 =H1014 =6X6
12 C T2 D T3 E T4 F
6
T T
(a) W
(a)
B:�Gv
15 8,A
4X6(A2) 61 1112X4 =5X5 1112X4 =6X8 1115X5J =5X5=3X6(A1)
26'4" 12'4"
7''1"12 4'10"4 5' 5'8" 3'8" 5'0"8 7'3"8
UN
�1
71"12 12' 17' 22'8" 26'4" 31'4"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): 0.147 M 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.278 M 999 240 B 1751 /- /- /- /806 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - - J 4100 /- /- /- /1843 /-
EXP: C Kzt: NA HORZTL: 0.101 K - G 256 /- /- /- /134 /-
Des Ld: 37.00 ( )
Mean Height: 10.51 ft
NCBCLL: 0.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS
TCDL: 4.2 psf B Br Width = 8.0 Min Re 2.1
Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.785 g q =
p
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.979 J Brg Width = 8.0 Min Req = 5.7
G Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: No Max Web CSI: 0.870
p g Bearings B, J, & G are a rigid surface.
Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, J, & G require a seat plate.
GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs)
Lumber Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP SS; B - C 1493 - 3260 C - D 1247 - 3005
T4 2x6 SP #2 N;
Bot chord: 2x4 SP #2 N; B1 2x4 SP #1;
Webs: 2x4 SP #3; W6 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Bracing B - N 2859 -1288 L - K 2810 -1334
(a) 1X4 #3SRB or better continuous lateral restraint to N - M 2884 -1292 K - J 791 -1817
be equally spaced. Attach with (2) 8d Box or Gun M - L 2810 -1334 J -1 791 -1817
nails(0.113"x2.5",min.). Restraint material to be supplied
both to by iltf
and attached at ends a suitable support
�,,1�
erection contractor. 4*t Wa� yyPP® Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR dO 0 • a • a a + rJ� SOP Webs Tens.Comp. Webs Tens. Comp.
�`p�
restraint. substitute (1) scab for (1) CLR and (2) scabs C
�E ��o
m o ��e • 3872
for (2) CLR'S where shown. Scab reinforcement to be 4.a �`
• D - K 1588 - 3143 E - I 2067
80% length a
same size, species, grade, and of web • C •
member. Attach with 0.128x3" gun nails @ 6" oc. ; • Nv, 863 6 % (I i K - E 2681 -1062 1 - F 372 -487
Loading
#1 hip supports 7-0-0 jacks with no webs. ®
® e
n•
Wind f m STATE OFl4r�;
WssO,{.
Wind loads and reactions based on MWFRS. 00®� Onrfti ,♦
Wind loading based on both gable and hip roof types. o, s •0�
V,9
�ONA
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
'"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 by SBCA) for
Safety Information, TPI an c7 safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 53, B7 or B10.
as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildinlComponents Group Inc. shall not, be responsible for any deviation from this drawipg, any. failure to build the ANnWCOMPAW
truss in conformance with ANSI/I 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 engineering responsibili��rr solelyorthe design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building- Designer per ANSI/fP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49810 /
FROM: RWM
co
r_
43
SPEC I Ply: 1
City: 1
7'10"14
T10"14
10,
10,
Job Number: N333986
,7A5/320 ,167ED ,RHOl / 1672/ARIA/4EAB ELEV.D
Truss Label: A7
13'10" 16'8" 21'4"
511"2 2'10" 4'8"
5X5
D
ling Criteria (psf)
Wind Criteria
L: 20.00
Wind Std: ASCE 7-16
L: 7.00
Speed: 160 mph
L: 0.00
Enclosure: Closed
L: 10.00
Risk Category: II
EXP: C Kzt: NA
Ld: 37.00
Mean Height: 15.00 ft
CLL: 10.00
TCDL: 4.2 psf
t: 0.00
BCDL: 5.0 psf
I Duration: 1.25
MWFRS Parallel Dist: h/2 to h
:ing: 24.0 "
C&C Dist a: 3.87 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
38'8"
9'4"
19'4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Cust: R 8975 JRef:1Xa189750092 T11 /
D rwN o: 301.21.1437.26646
SSB / WHK 10/28/2021
27'8" 32'6"2 38'8"
6'4" 4'10"2 _I 6'1"14
9,4„
28'8"
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.220 L 999 360
VERT(CL): 0.410 L 999 240
HORZ(LL): 0.068 K - -
HORZ(TL): 0.127 K
Creep Factor: 2.0
Max TC CSI: 0.881
Max BC CSI: 0.744
Max Web CSI: 0.994
Ve r: 20.02.0 OA.1020.20
1%
e'gg11`III I IA+I IPPt�f
CENS
® No. $6367 Apt
�. .. • l
°® STATE OF m b
r 0 p - fvr,T.
10, 1
38'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1515 /- /- /920 /695 /320
1 1518 /- /- /916 /697 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
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 1852 - 2648 F - G 1655 -1995
C - D 1866 - 2456 G - H 1826 - 2444
D - E 1240 -1492 H - 1 1946 - 2706
E - F 2048 - 2513
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2290 -1492 L - K 2498 -1741
M - L 2446 -1670 K - 1 2358 -1608
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - M 409 - 357
M-D 1664 -1210
M - E 1241 -1466
0-1
feet
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
F - K 610 - 632
G - K 768 - 442
"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 prior to performing these functions. Installers shall provide temporary
bracing per SCSI. Unless noted otherwise, top chord shall have proper!Y attached structural sheathing and bottom chord shall have a properly
attache. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or 1310,
as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANR COWAW
truss in conformance with ANSI gPI 1, or for handling, shipping,, installation and bracincl of trusses. A seal on this drawsng or cover page 675o Forum Drive
listing this drawin indicates acceptance of professional enQQsneering responsibility solely -for the design shown. The suitability and use of this Suite Fos
drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TXI 1 Sec.2.
Far 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: 49811 /
FROM: RWM
4_3
SPEC I Ply: 1
Qty: 1
7'10"14
T10"14
Job Number: N333986
,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
Truss Label: A9
13'10" 18'8" 24'8"
5' 11 "2 4.10" 6'
6X6
D
38'8"
10' 9,4" 9'4"
10' 19'4" 28'8"
Cusl:R8975 JRef:1Xal89750092 T21 /
DrwNo: 301.21.1437.26615
KD / YK 10/28/2021
29'8" 38'8"
5' 9'
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): 0.292 E 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.544 E 846 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.073 D - -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ TL 0.137 D
( )
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
Creep Factor: 2.0
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.679
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.773
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Rep Fac: Yes
Max Web CSI: 0.845
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
IVIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3 2x4 SP #2 N;
Bracing
(a) 1X4 #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.
I I II I I I itt)PO
TWA �h
e.
• No.86367 m
r
STATE OF
'•0,,c 'ems®ft
10, 1
38'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1514 /- /- /909 1694 /320
H 1516 /- /- /903 /698 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
H Brg Width = 8.0 Min Req = 1.8
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1838 - 2648 E - F 2437 - 3069
C - D 1857 - 2461 F - G 1887 - 2379
D - E 3122 - 3805 G - H 1897 - 2600
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2290 -1467 K - J 2821 - 2050
L - K 1836 -1131 J - H 2232 -1497
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 404 - 352 E - K 1795 -1982
L - D 598 - 307 F - J 697 - 665
D - K 2451 - 2042 J - G 727 - 446
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
"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 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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 53, B7 or 810,
as applicable. Apply lates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for s�andard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinlComponents Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW
truss In conformance with ANSIITPI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineenng responsibili(��y solelyor the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49828 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T4 /
FROM: HMT Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26757
Truss Label: A8G / YK 10/28/2021
co
X5
T10"14
T10"14
13'10" I 20'8"
5'11"2 6-10"
5X5
D
26' 31'8" 38'8"
5'4" 5'8" 7'
12
6 g C5=5X10(SRS) =4XF10 T4 _5G
T
0
B H
A Lu
3X6(A1) 1112XO4 =5X10 1112X4 NJ
L 1114X4K =4X6=3X6(A1)
=5X5
21' 5' 1 12'8"
1' 7'11"5 6'0"11 6'9"12 3'10"4 1'4" 5'4"8 TY8 1'
7'11"5 T 14' 1 20'9"12 1 24'8" 126'I 31'4"8 + 38'8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T4 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur:Fac.=1.25)
TC: From 56 plf at -1.00 to
56 plf at
27.73
TC: From 28 plf at 27.73 to
28 plf at
31.67
TC: From 56 plf at 31.67 to
56 plf at
39.67
BC: From 20 plf at 0.00 to
20 plf at
27.73
BC: From 10 plf at 27.73 to
10 plf at
31.64
BC: From 20 plf at 31.64 to
20 plf at
38.67
TC: 177 lb Conc. Load at 27.73
TC: 161 lb Conc. Load at 29.60,31.60
TC: 214 lb Conc. Load at 31.64
BC: 126 lb Conc. Load at 27.73,29.60
BC: 489 lb Conc, Load at 31.64
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.031 G 999 360
VERT(CL): 0.059 G 999 240
HORZ(LL): 0.013 0 - -
HORZ(TL): 0.024 O -
Creep Factor: 2.0
Max TC CSI: 0.753
Max BC CSI: 0.884
Max Web CSI: 0.669
Ve r: 20.02.00A.1020.20
,a,�s,111111111 i f f,
No. 86367
,gym,
-ib e STATE OF ®cv� a
0
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 782 /- /-
/- /376 /-
M 1016 /- A
/- /452 P
K 1681 A A
A /807 A
H 903 A A
A /436 /-
Wind reactions based on
MWFRS
B Brg Width = 8.0
Min Req = 1.5
M Brg Width = 8.0
Min Req = 1.5
K Brg Width = 8.0
Min Req = 2.3
H Brg Width = 8.0
Min Req = 1.5
Bearings B, M. K, & H are
a rigid surface.
Bearings B, M. K, & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
B - C 523 -1085
E - F 389 -158
C-D 271 -542
F-G 518 -1166
D - E 277 - 546
G - H 679 -1396
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - O 894 -402 J - H 1184 - 553
O - N 890 -403
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
C - N
264 - 582
F - K 831 -1371
N - E
813 - 362
F - J 1757 - 797
E - M
513 - 875
J - G 439 - 244
®�'�'
�e�PdSIQ�+�L
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
"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 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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or 1310, 11
as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOWa
truss 1n conformance with ANSI/TPI 1, or for handling, shipping,, installatlon and bracin4of trusses. A seal on this drawmq or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineering responsibilittyv solely -for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibildy of the Building�esigner per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49812 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T29 /
FROM: RWM Qty: 3 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26865
Truss Label: B1 KD / YK 10/28/2021
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 "
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
T1014 i 13'10"
T10"14 5'11"2
T11"5
I Criteria
Std: ASCE 7-16
d: 160 mph
)sure: Closed
Category: 11
C Kzt: NA
i Height: 15.00 it
L: 4.2 psf
L: 5.0 psf
7RS Parallel Dist: h to 2h
Dist a: 3.00 ft
from endwall: not in 9.00 ft
GCpi: 0.18
Duration: 1.60
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
21'
6'0"11
14'
=4X4
D
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):
20'10"4
7'0"4
T
21'
Defl/CSI Criteria
PP Deflection in loc Udef! U#
VERT(LL): 0.034 J 999 360
VERT(CL): 0.062 J 999 240
HORZ(LL): 0.013 J - -
HORZ(TL): 0.024 J
Creep Factor: 2.0
Max TC CSI: 0.664
Max BC CSI: 0.620
Max Web CSI: 0.557
VIEW Ver: 20.02.00A.1020.20
1�
b N0. $6367 d
v p "rr
0
STATE OF
p ® a og
26'4"
65"12
t2
T
5'4"
5'4"
26'4"
♦Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 845 /- /- 1554 /191 1280
H 1051 /- /- /542 /186 /-
K 185 /- /- /121 /59 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
H Brg Width = 8.0 Min Req = 1.5
K Brg Width = 8.0 Min Req = 1.5
Bearings B, H, & K are a rigid surface.
Bearings B, H. & K require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 693 -1221 D - E 520 - 694
C - D 539 - 679
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-J 1015 -550 1-1 1011 -551
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - 1 448 - 579 E - H 625 - 903
I- E 566 -174
JpNA1. �; ,
ddilitilik
FL REG# 278, Yoonhwak Kim, FL PE 486367
10/28/2021
"WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
""IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
quire
Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary
r SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
Vceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
AppTy plates to each face ot truss and position as shown above and on the Joinf Details, unless noted otherwise. f�efer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ivision of ITW Bui!dinggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
iformance with ANSI ITPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover page
drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this
.or any structure is the responsibility of the Building -Designer per ANSI/T
information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA:
AWC:
AL NE
ANMCOWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 49813! GABL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T27 !
FROM: RWM Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26804
Truss Label: B2GE KD / YK 10128/2021
6'1'7 13'10" 27'8"
6'1'7 T8"9 13'10"
1— 274
!-- 310" 2714 --I !^mP' { �04
1' 6'1"14
6'1"14
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc, from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Loading
Gable end supports 8" max rake overhang. Top chord
must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
20'8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct NA CAT: NA
Pt. 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):
13'8"
2T8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.021 O 999 360
VERT(CL): 0.040 O 999 240
HORZ(LL): -0.011 M - -
HORZ(TL): 0.020 M
Creep Factor: 2.0
Max TC CSI: 0.146
Max BC CSI: 0.220
Max Web CSI: 0.147
VIEW Ver: 20.02.00A.1020.20
1 8" -1
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 209 A /- /104 /69 /290
B' 79 /- /- /43 /17 /-
Z 256 /- /- /213 /99 /-
AA 57 /- /- /53 /26 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
B Brg Width = 248 Min Req = -
Z Brg Width = 8.0 Min Req = 1.5
AA Brg Width = 16.0 Min Req = 1.5
Bearings B, B. Z, & Z are a rigid surface.
Bearings B, B. Z, & Z require a seat plate.
Members not listed have forces less than 375#
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ai'/oNAL E
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
•'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 c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attache,. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections $3, 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 BuildinccLLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any. failure to build the ANMCOWAW
truss in conformance with ANSI PI 1, or for handling, shipping,, Installation and bracin44 of trusses. A seal on this drawln or cover pale 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineenng responsibilittyy solely for the design shown. The suitabilify and use of this Suite For drawing for any sfructure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2.305
For, more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.org_ AWC: awc.org Orlando FL, 32821
SEQN: 49814/ GABL Ply: 1 Job Number: N333986 Cust: R8975 JRef:1Xa189750092 T28 /
FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26115
Truss Label: C1GE KD / YK 10/28/2021
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
SDacina: 24.0 "
Lumber
T
r
in
N
13
4'2"
4'2"
�--2'-'�
(TYP)
�- 27' =4X4
D
8'4"
4�2"
,2 T
6
C E
0
B F YN
4 G �_V'
8"
J + H
2X4(A1) = 2X4(A 1)
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
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Loading
Gable end supports 8" max rake overhang. Top chord
must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
+ Member to be laterally braced for horizontal wind
loads. bracing system to be desiged and furnished
by others.
8,4"
8,4"
8,4"
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 L/defl L/#
VERT(LL): 0.003 1 999 360
VERT(CL): 0.005 1 999 240
HORZ(LL): 0.001 H - -
HORZ(TL): 0.003 H
Creep Factor: 2.0
Max TC CSI: 0.160
Max BC CSI: 0.089
Max Web CSI: 0.092
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (lbs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 185 /- /- /135 /87 /59
F* 185 A A 1135 /87 /-
Wind reactions based on MWFRS
B Brg Width = 24.0 Min Req = -
F Brg Width = 24.0 Min Req = -
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
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FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
ing Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
ilffPI 1, or for handling, shipping,. Installation and bracing. of trusses. A seal on this drawing or cover page
Icceptance of professional en meenng responsibility solely for the design shown. The suitability and use of this
responsibility of the Building�esigner per ANSI/fPI 1 Sec.2.
ALPINE
any
]CC:iccsafe.org; AWC:
ANMCOAIP
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 49815 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T7 /
FROM: RWM Qly: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26896
Truss Label: V4 KD / YK 10/2812021
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.59 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 It
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 "
1111,18 1111,18
12
6 =4X4
B
A4X4(D1) =4X4(D1) C
14'11"3
D
3-11"
Mash
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):
DefI/CSI Criteria
PP Deflection in loc 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
♦ Maximum Reactions (lbs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 75 /- /- /32 /6 /6
Wind reactions based on MWFRS
D Brg Width = 47.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
,git11I It off flifft"
a Nv. 86367
•�� e s
x5 ; STATE OF10
S
®A''+SJONAi �k' �il"
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
**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 an SBCA) r sa shipping,
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 ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 53, B7 or 810
as applicabgle. App�y plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. F�efer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss m conformance with ANSI PI PI 1, or for handling, shipping,. installation and bracingg of trusses. A seal on this drawingor cover page
listing this drawing indicates acceptance of professional engineering responsibili_%�y solely for the design shown. The suitabilitand use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
ALPINE
Ml COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 49825 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRei:1Xa189750092 TS /
FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26849
Truss Label: MV01 KID / WHK 10/28/2021
Loading Criteria (psQ
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 "
1112X4
B
17
r 4'1"11 -I
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
4' 1 "11
4' 1 "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):
N
N
9'11"13
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.003 C
HORZ(TL): 0.006 C
Creep Factor: 2.0
Max TC CSI: 0.354
Max BC CSI: 0.260
Max Web CSI: 0.151
Ve r: 20.02.00A.1020.20
♦ Maximum Reactions (lbs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 75 A /- /50 /27 /22
Wind reactions based on MWFRS
D Brg Width = 49.7 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
E Ns
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No. 86367
r
Q STATE OF
e �
•'i S ��oo9e e� t'�
f��ll(166id119���
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices 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 ceilingg Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83, B7 or B10,
as applicable. AppTy lates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Referto ALPINE
drawings 160A-Z for s�andard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANR COWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installation and bracingof trusses. A seal on this drawing or cover pa
ga 675o Forum Drive
listing this drawing indicates acceptance of professional encLlneenng responsibili((�� solelyor the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 49816 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef1Xa189750092 T6 /
FROM: RWM Qty: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26585
Truss Label: MV02 KD / WHK 10/28/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Soacina: 24.0 "
Lumber
rj-130
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
12
6 1112X4g
4X4(D1)
A cat
Li 10'11"13
F777 CD
1112X4
2'1"l1 �{
2'1 "11
2'1 "11
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 C
HORZ(TL): 0.001 C
Creep Factor: 2.0
Max TC CSI: 0.057
Max BC CSI: 0.054
Max Web CSI: 0.041
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 75 A A /45 /10 /13
Wind reactions based on MWFRS
D Brg Width = 25.7 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
,9ti�tNtPr�o►l���i
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X,
STATE OF • c -,7
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�I/i9l�IO►l)
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
**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 c7 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 bracing installed per BCSI sections 53, 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 BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawipg, any failure to build the * ,W�o,,,,a,,,.
truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawin indicates acceptance of professional en1r,eering responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer, per ANSIITP1 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: 49817 / EJAC Ply: 1 Job Number: N333986 I Cust: R 8975 JRef:1Xal89750092 T3 /
FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26959
Truss Label: EJ7A / WHK 10128/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
T3
12'2"11
M
O
M t2
'ct
8,8„
2'4" _ 7
7'
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
VUnd Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl U#
Gravity Non -Gravity
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
B 425 /- /- /360 /168 1237
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.012 D
D 125 /- /- /67 /- /-
EXP: C Kzt: NA
HORZ(TL): 0.021 D
C 161 !- /- /112 /160 /-
Building Code:
Mean Height: 15.00 ft
Creep Factor: 2.0
Wind reactions based on MWFRS
TCDL: 4.2 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.918
B Brg Width = 8.0 Min Req = 1.5
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.504
D Brg Width = 1.5 Min Req = -
C&C Dist a: 3.00 It
Rep Fac: Yes
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
Bearing B requires a seat plate.
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
VIEW Ver: 20.02.00A.1020.20
Wnd Duration: 1.60
way/F
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.
WAk
No.86 7 s
® r
0
STATE OF
®�°° fi� aR�o�gr
1411111I M 011"
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
*"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 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached ri Id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicable. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. 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$g�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawingor cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili��y solely -for the design shown. The suitabili and use of 4 is Suite 305
drawing for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49818 / EJAC Ply: 1 Job Number: N333986 Cust: R 8976 JRef:1Xal89750092 T8 /
FROM: RWM Qly: 14 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26194
Truss Label: EJ7 KID / YK 10/28/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
12'2"11
12
6
M
O LO
fM
V
B
A 8,8„
D
1, 7
7'
Wind Criteria
Wind Sid: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 D
HORZ(TL): 0.028 D
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 331 /- /-
/249 /108 /208
D 125 /- /-
173 /- /-
C 174 /- /-
/128 /169 /-
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#
IIIIpFf�r�
4
No, 86367
STATE OF
h
'a'g"'e �0R1a�
d"''�s�0lVAL E
1+N+'
FL REG# 278, Yoonhwak Kim, FL PE 486367
10/28/2021
""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) 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
attachetl timid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610,
as applicable. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. 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 ANO COWANr
truss in conformance with ANSI/TPI PI 1, or for handling, shipping,, Installatlon and bracin4 of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional enciineering responsibilitty� solely -for the design shown. The suitabilify and use ofg is Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 498191 EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T1 I
FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26740
Truss Label: EJ7S / WHK 10128/2021
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: 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 #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 Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.016 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
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
A 270 /- /- /179 f71 /186
C 126 /- /- /76 /- /-
B 177 P P /132 /171 P
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#
W �
��all
No, 86367
o �
STATE 4F
h
°° s •�®off• o
p�®041, BONA;
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
"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, handlingshipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) r sa shipping,
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
attacheU 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. oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positrons. 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 *NMCOWV
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 675o Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility�yy solely for the design shown. The suitabilil and use offs
drawing for any structure is the responsibility of the BuildingUesigner 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: 49820 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRet:1Xa189750092 T32 !
FROM: RDP city: 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26553
Truss Label: CJ5A KD / YK 10/28/2021
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 "
If
11'2"5
12
6
CV p1
B m
T 8181.
D
A = 2X4(A1)
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,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):
4'11"4
411"4
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.006 D
HORZ(TL): 0.008 D
Creep Factor: 2.0
Max TC CSI: 0.736
Max BC CSI: 0.220
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 358 /- /- /322 /155 /181
D 85 A A /46 A !-
C 102 A !- /66 /104 !-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
ANA �rtrir�t�rorvr�
11ge, ®® �q� r YS� •• ��a
No, 86367 oil
P ° • s
- ® w
• • w
TE OF ®� e
ti
q
sibof f0RIDP ' C
N+A,1�+�
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
."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 e 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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610,
as applicable. Apply plates to each face of truss and position as shown above and on the 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 ANMCOWP
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely or the design shown. The suitability and use of this
drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For, more information see these web sites: Alpine: al ineitw.com; TPI: 1 inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 498211 JACK Ply: 1 Job Number: N333986 Cust: R8975 JRef: 1 Xa189750092 T2 /
FROM: RDP Qty: 5 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26537
Truss Label: CJ5 KID / YK 10128/2021
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 "
11'2"5
12
6
M
T
CV CM
ch
T B
'L� A 8'"
J't,8C7
D
1 i 4'11"4
4' 11 "4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl 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
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 256 /- /-
/200 /88 /152
D 89 /- P
/51 A P
C 118 /- /-
/85 /116 P
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#
�,�t1`rtrn►ifo�
qv♦��QNwi WAk
♦ o E/�•` a �rfr
a
v �
No. 86367
+ o
-;b A STATE OFF
♦r
I,-"64S10N+A L. `+1
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
"'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 sa shipping,
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 r'I4id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810,
as applicable. Apply lates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for s�andard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOWANY
truss in conformance with ANSIITPI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawln or cover page 6750 Forum Drive
listing this drawing Indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitabili y and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIrr I 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: 49822 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JROAXa189750092 T20 /
FROM: RDP Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.27006
Truss Label: CJ3A KID / YK 10/28/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
10'2"5
12
6
B rn
4TPN 818"
D
A = 2X4(A1)
2'4"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
211 "4
2' 11 "4
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.003 D
HORZ(TL): 0.004 D
Creep Factor: 2.0
Max TC CSI: 0.773
Max BC CSI: 0.244
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 308 /- /- /304 /153 /128
D 45 /- !- /34 /13 /-
C 34 /- /- /44 /42 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
IIIII lllll/i,Pl
QNWWAk
No.86367 •
s
a • a -.
®® STATE OF � w�
'" s0�•soe•a ®e
���A I I I i1161 l l�lPl
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
"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 BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Applgy plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$QComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a 6750 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.
Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.org AWC: awc.org Orlando FL, 32821
SEQN: 49823 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T22 /
FROM: RWM Qty: 5 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26443
Truss Label: CJ3 SSB / WHK 10/28/2021
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
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 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2' 11 "4
211 "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):
IN
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 /71 /99
D 50 /- /- /27 /- /-
C 63 /- /- /44 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
N0.86367 S
a � p QY
• v'm'm p z
O
+� STATE OF cc,�
�i°s S' ®a•®e• V
ONAL
�"Ill i 11111110No
5
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
"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 c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSL 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 latefal restraint of webs shall have bracin installed per BCSI sections 63, B7 or 610,
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.
Alping, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encLrneering responsibilitty� solely for the design shown. The suitabilify and use of Phis
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For, more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49824 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1Xa189750092 T24 /
FROM: RDP Qty: 6 7A5l320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.26507
Truss Label: CA KD / YK 10/28/202'
4"3
V
F
12
6 C
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
1, 11114
11114
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): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
EW Ver: 20.02.00A.1020.20
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#
0111ii1f1lPff
ept
N0. 86367 0
® m
v'p STATE ATE OF
i
�® rs' •®op8® o
Oie
�00it tilt 11')
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT*` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in -fabricating, handling, shipping, installingand bracing. _ Refer to and follow the latest edition of
Ter BCSI: Unless noted otherwise, top chord shall HaVe properly attached structural sheathing and bottom chord shall have a properly
ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
cab�e. AppTgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
s 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the as "wCoewary
conformance with ANSI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
its drawing indicates acceptance of professional engineering responsibility solelyor the design shown. The suitabilify and use of this Suite Fos
1 for any structure is the responsibility of the Building DDesigner per ANSI/TPI 1 Sec.2.
information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ]CC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 498261 HIP_ Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1xal89750092 T19 /
FROM: RDP City:
3 7A5/320 ,167ED ,RH01 11672/ARIA/4EAB ELEV.D DrwNo: 301.21.1437.24413
Truss Label: HJ7 KD / WHK 10/28/2021
5'3"5
5'3"5
9'10"1
4'6"11
12'2"3
12
4.24 2X4
C
v
� M
v
B
a 3 A 8'8"
i
FE
2X4(A1) =4X4
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
�— T5"
Wind Criteria
Wnd 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
end Duration: 1.60
Top chord: 2x4 SP #2 N;
Bat 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.
Additional Notes
Provide (2) 16d Common (0. 1 62"x3.5") nails, toe
nailed at T.C.
Provide (3) 16d Common (0. 1 62"x3.5") nails, toe
nailed at B.C.
9'2"2 7"1
97'2 9'11
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): 0.040 F 999 360
Lu: NA Cs: NA
VERT(CL): 0.076 F 999 240
Snow Duration: NA
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C
Building Code:
Creep Factor: 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.546
TPI Std: 2014
Max BC CSI: 0.416
Rep Fac: No
Max Web CSI: 0.260
FT/RT:20(0)/10(0)
Plate Type(s):
IVIEW Ver: 20.02.00A.1020.20
WAX/P
L
FL REG# 278, Yoonhwak Kim, FL PE #86367
10/28/2021
`"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 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have �roperlr attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildincc��Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANN CQWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin44of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilit{yv solely -for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 /-
E 364 /- /0 /- /84 /0
D 214 /- /- /- /177 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
Maximum Bat 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
,� litlII If Hofoe j
S.N`%pN�Ak '',
06.
A►
CE
No, 86367 8
Z
VP
01
STATE OF • 4�%
. 14VIli
l
OR
�0 p • � 6 ®o b
Gable Stud Reinforcement Detail
ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enc(osed, Exposure C, Kzt = 1,00
Or: 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Ur: 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Uri 120 mnh Wind Sneed. 15' Mean Heinht. Partinlly Fnrinaed. Fxnnsurp n. x7t = 1.00
S
2x4 Brace
Gable Vertical
pacing Species Grade
No
Braces
<1) Ix4 'L' Brace x
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace 1Kw1
(1) 2x6 'L' Brace Kl
(2) 2x6 'L' Brace wo
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
+>
#1 / #2
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
-
S P F
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
H F
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
o
Standard
3' 8'
4' Ill
5' 3'
6' 7'
7' 1'
e' 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'
J
•
S P
#2
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
1;4-#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
1
DFL
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
I1' 8'
14' 0'
14' 0'
d
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
_U
[-
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P r
#3
4' 2'
7' 1'
7' 9'
1 8' 9'
9' 1'
10' 5'
10, 10'
13, 9'
14' 0'
14' 0'
14' 0'
U
LJ
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
QJ
O
I�
Standard
4' 2'
6' 1'
6' 5'
B' 1'
8' 8'
10' 5'
10, 10'
12' 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
Ill 1'
14' 0'
14' 0'
14' 0'
14' 0'
S
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
I1' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' G'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
D F L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10' 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10, 10'
11' 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P r[-
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
U
H F
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
0
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
�st#ul
4' 9'
7'4'
7' 10'
9'8'10'
1'
11' 7'
12' 0'
14' 0'
14' 0'
14' V
14'0D
L
4' 9'
7' 4'
7' 10'
9' B'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11' 1
8' 8'
9' 3'
11' 6'
1 12' 0' 1
13' 7' 1
14' 0'
14' 0'
14' 0'
Diagonal brace options
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 600#
at each end, Max web
total length Is 14 j
Vertical length shown
In table above.
Connect diagonal
midoolnt of vertical
AN Tf W COI
11
514%Eanh\ City\ Expressway
\ \ Suite\ 242
\ \ Eanh\ City,\ MO\ 63045
�ymm
About
18'
L
'L' Brace End
Zones, typ,
2x6 DF-L #2 or
better diagonal
r
brace) single
8,
or double cut
(as shown) at
L
upper end.
elf` 14N Refer to chart abdW
vvARNDm.. READ AND F01OV ALL NOTES ON THIS BRAVING! 1
_DFURTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer to and'
dtow the latest edition of BCSI (BuUding Component Safety Information, by TPI and SBCA) for safety
,actices prior to performing these functions. Installers shall provide temporary bractr�g per BCSL
iless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor
call have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
Intl have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face
' truss and position as shown above and on the Joint Details, unless noted otherwise.
,far to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc
Is drawing, any follure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
-tallatlon 8 bracing of trusses.
A seal on this drawing or cover page Usti g this drawing, Indicates acceptance of professional
glneerirg responsibility solely for the design shown. The sultablUty and use of this d .l g
r any structure Is the responsibility of the Building Designer per ANSVTPI 1 Sec2.
For more Information see this Job's general notes page and these web sl
ALPINE, www.ntpIneltw.comi TPh www.tpinst,orgl SBCAt www.sbclndustry.orgl ICCi v.Jc f h
t�11111i+°1
8
f S 6' 7
3enring •
� MQ� � � VFIl1ZICQ��
c i OR oo
Yoonhwak Kim, FL PE #86367
Bracing Group Species and Grades)
Group At
S ruce-Pine-Fir Hem -Fir
#1 / #2 Stnndnrd #2 Stud
#3 Stud #3 Stnndnrd
Doucitas Flr-Larch Southern Plnewow
#3 #3
Stud Stud
Stnndnrd Standard
Group Ell
Hem -Fir
#1 8 Btr
#1
Do, u ins Flr-Larch Southern Pine*OKNl
#1 #1
#2 #2 El
Ix4 Braces shall be SRB (Stress -Rated Board).
iinFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these grades,
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240,
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load),
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang,
Attach 'L' braces with 10d (0.128'x3.0' min) nails.
)K For (1) 'L' brace- space nails at 2' o.c,
In 18' end zones and 4' o.c. between zones.
)K)KFor (2) 'L' braces- space 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.
II Gable Vertical Plate Sizes II
Vertical Length
No Splice
Less than 4' 0'
2X3
Greater than 4' 0', but
Less than 11' 6'
3X4
Greater than 11' 6'
4X4
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
not addressed by this detail.
TOT. LD. 60 PSF
SPACING 24.0'
REF ASCE7-16-CAB16015
DATE 01/26/2018
DRWG A16015ENC160118
'T
Relnfoi
Memr
Go
Tr
Gabe De-tai�
For Let -in Verticals
ppropriate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
to that covers the total area of
lapped plates to span the web,
„ 2X4
2X4 2X8
rroviae connections for uptift specitiea on the engineerea truss aesign.
Attach each 'T' reinforcing member with
End Driven Nailsl
lod Common (0.148'x 3.',min) Nails of 4' o,c. plus
(4) nails In the top and bottom chords.
Toenalled Nalls-
10d Common (0,148'x3',min) Toenails at 4' o,c. plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load,
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENCI00118, 91 11 111mo,,
A18015ENC100118, A20015ENC100118, A20015END100^�1>, %`
A11530ENC100118, A12030ENC100118, A14030ENC1 �F`O� NCID011-I`l
A18030ENC100118, A20030ENC100118, A20030EN lu A�0 3 ♦tb1aQ1�QI
S11515ENC100118, S12015ENC100118, S14015EN 01IZZ6 L'Ipbi•18� 40
S18015ENC100118, S20015ENC100118, S20015EC10011% SZ�0tt��15,P IQ� �8� s
S11530ENC100118, S12030ENC100118, S14030AC1001M, Sf6h&E M 7 •
S18030ENC100118, S20030ENC100118, S20030?NDi.011418, S20030PE,,yD�100118 Q
See appropriate Alpine gable detail for maxlmut unrRinforced"Ta 4"Vertical tgng I
1 --n e^ STATE OF ! 46-
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End -nail
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
Jeb Length Increase w/ 'T' Brace
'T' Relnf.
Mbr. Size
'T'
Increase
2x4
30 X
2x6
20 X
Example,
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7'= 11' 2'
vVARNII1C- READ AND rOLLOV ALL HATES ON THIS DRAVINGI r v • `r% REF LET -IN VERT
"I PORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ,/J • ° I O ♦{ O
Trusses require extreme care In fabricating, handling, shipptrg, Installing and bracing Refer to and l-
follow the latest edition of SCSI (BuRding Component Safety Information, by TPI and SBCA) for safety S ° ®e .� DATE 01/02/2018
practices prior to performing these functions, Installers shall provide temporary bracing per BCSL �V0 , /^^ jt l `
unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord P O� 0 j. DRWG GBLLETIN0118
shall have n properly attached rigid ceiling. Locations shorn for permanent lateral restraint of webs �
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face
0 of truss and position as shown above and on the Joint Details, unless noted otherwise,
P' Refer to drawings 160A-2 for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from
IAEthis drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AX, T❑T, LD, 60 PSF
AN IIIN COMPANY installation 6 bracing of trusses. A seal on this drawkg or cover Page Usti g this drawing, indicates acceptance of professlorat
11514% Earth\ City% Expressway engineering responsibility solely for the design shown, The suitability and use of this drawing 4 DUR, FAC, ANY
\\Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2.
1\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web
ALPINEi www.alptneltw.conl TPIt www,tpinst,orgi SBCAi www.sbclndustry.orgl ICG www.l 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,
)K)KAttach each valley to every supporting truss with:
535# connection or with (1) Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph, 30' Mean Height, Part, Enc,
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1,00
Or
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc,
Building, Exp, D, Wind TC DL=5 psf, Kzt = 1,00
Bottom chord may be square or pitched cut
as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates.
3X4
12
12 Max,
2X4 X4
1 8-0-0 max
4X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web, same species and grade or better, attached with 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,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord.
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0',
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
..vARSm+a.. REAR Arm FTILLW ALL NMS ON THIS DRAVM
a-WMTANio FURNISH THIS DRAWING TU ALL CUNTRACTQrS 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) for safety
practices prior to performing these functions. Installers shall provide temporary bracing per BCSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
shall have bracing Installed per SCSI sections 113, B7 or 1110, as applicable. Apply plates to each face
a of truss and positlon as shorn above and on the Joint Details, unless noted otherwise,
PI Refer to drawings 16CA-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc
this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN ffVJ COMPANY InstallationA sal on thisacing of drauwing orcover page Usti g this drawing, kxAcates acceptance of Professional
11
514\ Earth\ City\ Expressway ergine h resport,liRlty surely for the design shorn The surtaMty and use of this drawng
\\Suitel242 For any strv,cbre Is the responsblllty of the Building Designer per ANSUIPI 1 SecP,
\\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web site��t,
ALPDVE. wiwalpinelt..conJ TPD rwr,tpinst..", SHCAi vwsbdndustry.orgl ICG vdcc lL
Square Cut
Bottom Chord
Valley
i
EN .
No. 8
STATE OF
°. ' Opn •
V/
'�ONAi►!1 °�
PE
2X4
Stubbed Valley
End Detail
4X4
Optional Hip
Joint Detail
Partial Framing
Plan
T� LL 30 30 40PSF REF VALLEY DETi
T �DL 20 15 7 PSF DATE 01/26/2018
C DL 10 10 10 PSF DRWG VAL180160118
B LL 0 0 0 PSF
T T, LD, 60 55 57PSF
DUR,FAC.1.25/1.3311.15 11.1'
SPACING 24,0'
Valley Detail - ASCE 7-161 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,
�O� Attach each valley to every supporting truss with:
(2) 16d box (0,135' x 3,5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on
supporting truss material at connection location:
170 mph for SP (G = 0.55, min,),
155 mph for DF-L (G = 0,50, min,), or
120 mph for 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.
2X4 X4
8-0-0 max
4X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of
web, same species and grade or better, attached with 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,
Www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
oe-nailed
NAVARNMUM READ AND FT710V ALL NOTES ON THIS DRAVIW �S
WKWORTANTo FURNISH THIS DRAVD6 TO ALL CONTRACTORS INCLUDING THE INSTALLERS. /pp
Trusses require extreme core In fabricating, handling, shipping, Installing and bracing, Refer to ondY
follow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) for safety
practices prior to performing these functions. Installers shall provide temporary bracing per BCSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor
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
d of truss and position as shown Above and on the Joint Details, unless noted otherwise.
&PI
Refer to drnwings 160A-Z for standard plate positions.
Alpine, a division of ITV Bullding Components Group Inc shall not be responsible for any deviation frc
this drnwing, any failure to buRd the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN IT COMPANY Installation & bracing of trusses.
A seal on this drawing or cover page listing this drawing'
trxOcates acceptance of professional
11514\ Earth\ City\ Expressway engineer9ng responsbitity solely for the design shown. The suitability and use of this drawing
1 \ Suite\ 242 for any structure is the responsibility of the Building Designer per ANSI/TPI 1 SecZ
\\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web ¢��7A
ALPINE www.nlolneltw.conl TPD www.tptnst.orni SBCA, www.sbclndustry.orgl ICC, ww
Square Cut
Bottom Chord
Vallev
�01@fll 1
�4�GE
No, 86�
11
2X4
Stubbed Valley
End Detail
sses
O.C.
❑ptional Hip
Joint Detail
nl T
Partial Framing
Plan
STATE OF
a oRio�` ° ��.��
o
° 0 + $ a ° •X
�5ON�Al11k 1
C LL 30
DL 20
BC DL 10
C LL 0
❑T, LD, 60
30
15
10
0
40 PSF
7 PSF
10 PSF
0 PSF
57PSF
REF
DATE
DRWG
55
DUR,FAC,1.25/1,33
1.15
1.15
SPACING
24,0'
VALLEY DETAIL
01/26/2018
VALTN160118
I VALLEY FRAMING & BRACING DETAIL
Lumber Size and Grade Minumum Requirements
Ridge board... 2x6 (min) e2 Southern Pine or better,
Rafter spans 20'-D" or less... (A) 2x6 SP e2, SPF 01/112, DF 112 or better
(B) 2x6 SP 02, SPF R3/N2, DF N2 or better
Purllns/Lateral bracing... 2x6 SPFp2, HF i12, DF D2 or better
Sleepers-. 2x(width of rafter seat cut) SPF x3 or better
2 parallel 2x6 SPF #3
Cripples and blocking... 2x6 SPF N3 or better
Truss Below... See design- Southern Pine Material
RIDGE
BOARD
(2x6)
COLLAR BEAM, EVERY THIRD
PAIR OF RAFTERS
TYPICAL COMMONS 2x4 Pudin 24"
2x4'BL CKING
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
CM +CRIPPLE
+Cripples W-0" for 30 psf (TL) and 20 psf (TD) Max.
Space the crippes for each row starting from the valleys or sleepers
and working inward to the ridge board so that cripple locations are
staggered between rows.
2' 0" O.C. (Typ)
` Attachment can be made directly
or through plywood sheathing
+ a'-o" TYPICAL by cutting a 2"x6" notch in sheathing
Connection Requirement Notes
1.
2x6 rafters to ridge
416d toe -nails
2.
Cripple to ridge
416d toe -nails
3.
Cripple to rafter
416d toe -nails
(••) 816d face -nails
4.
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
5.
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
6.
Ridge board to roof block
416d toe -nails
7.
Ridge board to truss
416d toe -nails
8.
Purlin to (Typ)
316d toe -nails
9.
Truss to blocking
416d toe -nails
10.
Truss to cripple
416d toe -nails
11.
Truss to cripple
416d, toe -nails
12
Cri le to urlin
316d toe -nails
SPACED 24" O.C. (Where no sheathing appima) (NOT REQUIRED IF SLEEPERS ARE USED) rr P
GENERAL NOTES CRIPPLE, BRACING, & BLOCKING NOTES NO CDld(0.16lar mto5")C 416dtoe-nails
NOTE: l6d (0.162"x3.5") COMMON NAILS
Purlins required 2'-0" O.C. in absence of plywood sheathing. -2x4 continuous lateral restraint (CLR) min. is required for cripples V-0" to 10'-0" Ion
Trusses without sheathing applied must be evaluated accordingly. nailed w/ 2 -10d (0A48"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge
Purlins should overlap sheathing one truss spacing minimum. of cripple with 10d J0.128"x3.0") nails at 6" o.c. "T" or scab must be 90 % of cripple length.
In cases that this is impractical, overlap sheathing a minimum Cripples over 10'-0' long requre two CLR's or both faces w/ "T' or scab. Use stress
of 6", and nail upwards through sheathing into purlin with a graded lumber & box or common nails.
minimum of 8-8d (0.131"x2.5") common wire nails. Narrow edge of cripple can face ridge or rafter,
Effects of not providing sheathing below a valley set as long as the proper number of nails are
must be evaluated by the building designer. Installed into ridge board
This drawing applies to valleys with the following conditions: Install blocking under rafter if sleepers are not used.
Spans (distance between heels) 40'-0" or less -Install blocking under cripples If cripples fall between
-Maximum valley height: 14'-0" lower truss top chords and lateral bracing is not used.
Maximum mean root height: 30 feet -Apply all nailing in accordance to current NDS requiremen��14
-ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B, I=1.0, Kzt=1.0 Nails are common wire nails unless noted otherwise. ``1��Y��,, N, y�
-or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0 i�0000 *.s•*.
i�CENS ••
�.: • �,.
F•
n� lm
—VARIMW- READ NO FLDILIV ALL NDiES ON THIS BRAVDYi -
-aWURTAKT— RF&aSH TKS DRAVDG To ALL LmraACTMS wa.LMM THE DSTALERS. —
• rev. r vv.. . •�.
;
tC LL 20
30 40 54
REF VALLEY FRAMING
Trusses require extreme care Jr, fabrk:ntkV, LnMLInD. shippMg, Inst.RkV and b—.kX). • Refer to'.a
f,ALa. the Lat.st •&tfarr of BCSI OxAdkV Ca P—t Safety Ir,formnti n, by TPI and SBw far saggt*l
• 'O
: �
TIC DL 10
20 7 7
DATE 10/01/14
practices prior to performkp these functlons. Installers shall provide temporary bracing Per BCSI.
LW-. Unless noted oth—lse. top chord thou have properly attached structural sheathing and battamarnrd
shall have a property attached rield cerNre
p. Locations shown for permanent lateral straht of :Sbs
• STATE e'�.
C DL 0
D 0 0
DRWG VACNV1801015
d ��F� ri�
O Illlll�\\VVlll
B7 or B10, as appklcabke.no dApptyot pint=* to each foye
shall have and
truss and Position as above and on the
POS installed per BCSI *cobra the Details, unless ,rated other.ke. �i".
•
•• •° .
BC LL 0
0 0 0
Re for
Refer, to drnwkgs 16gA-Z for standard plate H4ans.
an.
X�r
�
�•••
AN rlwC Y
ALPkn a division of ITV BuRding Cmponents rv-osup Inc shag not be msponsmle For any deviation f''
F,stnl tb i brya Faking re trusses, the trussn°nc to build In confcre with ANSI/TPI 1, or For hnndit, shipping,
of
.�R;O•'•���
riC'
TOT. LD.30
50 47 61
A seal .n this drawkq or cover page Ustft this drawk,g, kxicates acceptance of professtrpl
p sdely far tM etn.n lTuuse of
for ,uqxt,ctvr• Is r.spor.dhttq Data II•dgrrryANSI/TPI
'`•t�(f'
soO N a`; V '
DUR. FAC. 1.25/1.15
13369 Lakefront Drive
Earth City, MO 63045
I S•ez.
For more Information see this Job's general notes ppoope and these web sites,
ALPDCi wwwalph°r eltwcu TPL www.tphe t.orgl SBC& www.sbeindustryDIS .orgl www.kor esofeg
wruntNp
/p
0 Z
SPACING SEE ABOVE