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HomeMy WebLinkAboutRevision; Engineering PackageBuilder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
DR HQRTON / STATEWIDE
7A5 CREEKSIDE
182EC,E
02G
Lot: Block: Unit: C�__
Address: 3201 TRINITY CIRCLE
_.._._........... ....
JobNumber: N334501
Revis'on Date:
WA
® O
New Load #:
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
�RH01
ALPINE
March 13,2010 mrrWu
Me. Bola Michaelis
Carpenter' CoritrActots of America, Inc.
3900 Avenue u, , GNorthwest
,
Winter Haven, -FL 33880-6201
Re: Alternative installations for a single ply carried truss With a width .less than the hanger width, and
v
wood.blockinoto achieve full design load vallue for face-7mounted. hanger;attachmerit on a one ply
.Supporting'- girder (Reference detail WA37-02);,
Dear Bob,:
FoCa single ply carried truss With a. Width less than the hanger Width you can ins.!Alfa. prefabricated jack
ack
scab truss. for wood.filler blocking. The chard sizes;: chord, grades, and Alpine connector plate(s) to
be the. same as the single ply carried truss. The prefabricated ja&sdaib truss (*).will have a. minimum
length, of 48" and will have.a.'rpiniriqum pitch of 5/12. The single ply carried I * ru * ss shall have,a reaction of
3,500# or less. At . tach prefabricateidjack:scab.truss. With. two. (2) *rows of 0.1 28"x3.0.*GUn Nails at2'
O.C.. pet row, staggered 1":(See Figure I below). Please refer to the Simpson Strong -Tie Catalog C-C
2019; page 216.-t Figure 3 for more information.
RgLtre'l
Fora single -ply: -girder that requir6s Wood blocking to, achieve full design load value for fac.enmounted
hangers attach I I one wood block (*) to the back face. of the single ply girder with the; tame size and
. - I... wood 1 1. . 1 11 with h. same
grade..as the bottom cho*td.of the single ply girder. The.-LWood: block length to be such thatthe Wood
&1ocking extends to each adjacent panel poihts:(websand bottom chord intersections); Attach wood
block with "two'. 25 rows of'6.1 2EI" x3. 0" G' row, staggered 3.0" applied to the
6750 Forum Drive Suite 305, Od ando, FL. 32821 - (8001 U1-9790 - (653 . ) 422,8685
mwmalpfrieftw-com
ALPINE
M".Cd~
single ply girder face, With an additional (20) 0.128"Off Gun.Nails at each. panel point'appi . led . to'the,
wood blodkface (See Figure 2 11610w). Please referto the Simpson :Strong -Tie Catalog C-0'20.19,
page 216, Figure I for more information.
Figure Z�
The application of prefabricated jack'scab truss for wood fill6rblockingof wood blocking to achieve full
design load value for face-mo.unt6d hangers Must be approved by the hardware manufacturer.
All edge and end distances, and spacing for all nail connections must be sufficient to prevbritsplitting of
wood.
if I can.be. of any further assistance, or if you have any.questions; please give me a call.
.11
N.O.708 1
STATE
William H, Krick-P.E.
Chief Engineer
Alpine
e an ITW Gompany
Engineering Department.
OHando,FL
6750 Forum Drive. Suite:'306, Orlando,, FL $2821 - (.800),52179790 - (863) 422-86B5
Wm.aOineitwx.om
1i
ALPINE
MMCW�
April 2& 2019
Mr. Bob Michaelis
Carpenter Contractors of America, Inc.
3900 Avenue �3; Northwest
Winter
r Haven, FL 33886-6201*
Dear. Bob,.
Re' Str6noback bridging on roof trusses.
I understand there is,§oine concern over our recommendations' for strongback bridging on roof trusses.
Strongback bridging for roof trusses is not a requirement of ANSI-TPI 2014 noris a requirement.of the
Building Component Safety Information '(BQS(). But strongback bridging on roof trusses is
recommended by Carpenter Cohlractdrs of. America. Strongback bridging serves the. following two.
functions:
- One, bridging aligns the bottom chords after they are set -so. they are uniform along the ceiling
line and helpscWh-6aJiling serviceability
- Twoj bridging reduces relative deflection of adjacent trusses..
Strpngback bridging.does not prevent or reduce overall individual deflection, especially any roof truss6s,
_Aef*�fuh_g rnpre,than. 1.14. " 'Inch.
$trongback bridging in roof. trusses does not serve as :temporary .or peftarent: bracing and Is not
intended to .distribute. or share design loads. between trusses. Consequently', no design
esidd loads have
been accounted for With this. detail and continuous strongback.bridging should not be attached between
common and ,girder trusses: The. use :of strongback bridging' shall not interfere with other er design
esign
considerations as specified by ft Engineer of Record or the Building. Designer.
The outer ends of - the strongback
back bridging shall be attached to a wall or anothersecure end restraint, or
qs..specified'.by the Engineer of Record orthd Building.D6sijn6r.
Strorigback bridging shall be'a minimum of 2x6 nominal lumber oriented with the depth vertical. Attach
with (3), 1*,6d pqrT!rpon nails 0.1'62"x357) nails at.. each intersecting member: When extending the
strongback bridging overlap by. at , a,minimum of two trusses,, The Joratioq of f . he, stron gback bridging
Maybe specified by the Truss Manufacturer, Engineer of Record, or Building Designer. Please referto
BCSI "Strongbacking Prpviiions" or to AlMne 8TRBRIBR1014 detail for more information. The graphic
ghowrh (Figure-1) is for generic illustrative -purpose only.
6760 Fbru.1m Drive Suite 305, Orl5ndo, FL 32821t - (800) 521-9790,- (863) 422-8685
wwmalpineitw.00m�
ALPINE
Figure 1.
if Lcan be of any further assistance' orifyou have any questions, please. give me a call.
William H..Krick RE
Chief*Engineer
Alpine an 1'*TW'::Co.mpany
Engineering Department
FL 3=l
MO . Forum Drive guite 305, Odando, FL 32821 - (8001521-9790 - (863).4224685
Www.alpideU.cqrrf
2�
I low \�ATTACH SCAB WITH
RX6 DInxWV) RtILS.:
Calls .1. and .2 are
O
RECOM
methods.
TREINGBACX BRIDGING
R S
IV *.e . �.d
2V M W A�
2MO
ic
Do, 40' M =�*t *tar
or
ALL scgb7om bVocks shalt be:.a mInimum.,2x4
'stress graded lumber..'
ALL strongback bridging and bracing shall . :be',a.
minimum 2;6 'stress' graded Whber,'
The purpose of strongback bridging Is. to
develop Load sharing between Individual trusses,
resulting In an overall. . . Increase In, •thg
stlo:fness%oP -.the. floor system. 2x6
strongback bridging, posl.tlon6d as.,s_hqwn In
details, Is recommended at 10' =&* o.c. , (max;)
.The terms, 'bridging' and 'bracing' are some -times
mistakenly' used -Interchangeably. 'Brac-thg' Is an
I'mport6nt structural requirement of any flooror roof -system. Refer to the: Truss. De.519h
Drawing MW. for the;.bracing rLcluir'Ments for
each Individual, -truss component, 'Brldglnq;'
particutarqy 'strongback.'brIdgIng' Is a�.
rec6mmendatJon for *6 . truss system to help
control Vibration. In: addition to aidIng-)n the
d1strIbutlon of point Loads between adjacent
truss, strongback bridging serves to reduce
'bounce' or residual vibration resulting from
moving point loads; -such as footsteps.
TKe Performance of all floor :systems -are
enhanced by. the Installation of, strongback
bridgIng and therefore iss.trbngky recommended
by Alpine.
For additional Information regarding stronqlaapk
bridging, refer to BCSI Gukdlhg. Component
Safety Information).
PSF
No. 70861.
•DL
;PSF
if
PSF
PSF
T ATEIqFA
-Ta
I
PSF
apT . 0,
is
P d . ETS .. 0 F IONSORWTIGN
JtA -T-Q Br pumd
IS CA
j
LA!f% 0Efli . At. 14FIGNIN2 IOREPR'. T'NssrM. MORINa
F. w.uwme.R, PLAMS AND.:
A A E :-w AR r
... . .. ......
MIE116AL ANO bum:
Ti bum: I At -To -p4!H�MVL . nr
M OUPPUM'' -
m MOM* fti
Cracked or Broken
This drawing specifies repairs for a truss with broken chard
or web member,'
This design Is valid onlyy for single ply trusses with 2x4 or
2x6 broken members, No more than one break per chord panel
and no more than two breaks per truss are allowed,
Contact the truss manufacturer for any repairs that do not
comply with this detail.
(B) - Damaged area, 12' max length of damaged section
(L) - Minimum malting distance on each side of damaged area (3)
(S) = Two 2x4 or two 2x6 side members, sane size, grade, and
species as damaged member. Applyy one scab per face.
Minimum side member lengths) _ (& ) + (3)
Scab member length (S) must be within the broken panel,
Nall Into 2x4 members using two (2) rows at 4' ax., rows stagggered,
Nall Into 2x6 members using three (3) rows at 4' o.c„ rows staggered,
Nail using 10d box or gun nails (0,12810', min) Into each side member.
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade pl and MSR grade 1650f.
This repair detail may be used for broken connector plate at
mid -panel splices.
This repair detail ma not be used for damaged chord or web
sections occurring wlthln the connector plate area.
Broken chord may not support any tie -In loads,
S.
L AL
4' o,c
' --ITyplcal �
+ o + o + o + o
o + o + 0 + o +
St2'
agger
+ = Back Face loci Box (0.nn128' x 3', min) Nailsi
o= Front Face 2x6 Member - TrrlpleeRowwstaooere
NaIL Spadnq Detall
Member. Repair Detall
Load Duration = 07
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Member,
Size
L
SPF-C
HF
DF-L
SYP
Web Only
2x4
12,
620#
635#
730#
6000
Web Only
2x4
18'
975#
1055#
129544
1415#
Web or Chord
2x4
975#
10551t
14954
1745#
Web or Chord
2x6
1465#
15B5#
2245#
2620#
Web or Chord
2x4
30
1910#
1960#
2315#
2555#
Web or Chord
2x6
2230#
23650
3125#
3575#
Web or Chord
2x4
36,
1
2470#
2530#
2930#
3210#
Web or Cord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
2
29750
30454
3505#
3835#
Web or Chord
2x6
43954
14500#
52254
5725#
Web or Chord
2x4
3460#
3540#
4070#
4445#
Web or Chord
2x6
S165#
5280#
6095#
666O4
=&Lam.
DO'
DRWG REPCHRD1014
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16
1
,'S07pson Strong-TibO Wood Constmctiob Connectom-
Face-Mount Hangers I -Joists, Glularn and SCL
a These products are available with additional corrosion protection. For more information, we p. 15. Codes: See p. 12 for Code Reference Key Chart.
El
91
a
Actual
Joist
Size
(in.)
Model
Me.
Carried
`Member
Dimensions
(in.)
Min./
Max.
'Fasteners,
(in.)
Allowable Loadk4
Cade
Ref.
Web
Stiff
Regd.
i
W
f
B
Face
Joist
DFISP
Species Header
f SPFIHF
Species
Uplift
I
SiOt
I Floor
(1 O)IS
now
(I
'a.(100)..
�I (1205')
Floor
(100)
Snow
(115)
Roof
(125)
JUS2.56/16
-
25/.
16
1 6
2
2
Min.
(14)0148x3
70
1,660
1,80
-,,555
1,555
Max.
(16)0.148x3
-
70
1,805
1,805
1,805
1,555
1,555
1,555
21h x 16
MIU2.56/16
-
2%
15%
21A
(24) 0.162 x 31h
(2) 0.148 x 111
230
3,455
3.920
4,045
2,970
3,370
3.480
U314
✓
2-A6
1 O'h
d17M6
2
-
(16) 0.162 x Th"
(6) 0.148 x 1 1h"
970
1,945
2,205
2.375
1,675
1,895
2,045
HU316 / HUG316
✓
29/16
14 'A
21h
-
(20) 0.162 x 31/2
(8)0.148 x 1112
1,515
2,975
3,360
3,610
2,565
2,895
3,110
IBC,
2%X18
MIU256/18'.
21�
'A
21h�
,(26) 0.162,X 31/2'
4kX
E4
�23 0,
3,745
4,Q4
4;045,
3,220,
3,480
�3,480
FL
LA
HU316 / HUC316
14 Y.
2 'A
(20) 0.162 x 31A`_
jja2
8 X
0.148 x I IT'
1515
Z97V
3,360'1,610
2,S651
2,895
3JIO
21h x 20
MIU2.56/20
29A6
197AB
21h
(28) 0.162 x 31/2
(2) 0148 x 1 1h
230
4,0Z
4,060
4,060
3.46573,495
3,495
21h x 22
to 26
MIL12,56120
t
v
2-A.
193i�
21h
(28) 0.162 x 31h
J2) 0.11 148 x 1 Ih
230
4,030
4,060
4060
3,465
I
3,495
3,495,
29Ao x 91/4
to 26
2N' wide joists use the same hangers as 21h" wide joists and have the same loads.
I
MIL1312/9
I 31A
I 9ti.
21A
1 -
06� 0.16x3lh
(2) 0.148 x N
1230
2,305
2,615;
2.8201
1,980
12.245
2,425
3 x 9%
HU210-2 I HLJC210-2
V✓31A
I 8'-is
21h
Max.
(18)0.162 x31h
(10)0.148x3
1,795
2,680 -
3.020
3,250i
2,305
2,605
2,800
IBC,
MIU312/11
-
31A
11 %
21h
-
(20) 0.162 x 31h
(2) 0.148 x I 1h
230
2,880
3,135
3,135
2,475
2,695
2.695
FL,
3 x 117/.
HU212-2 / HUC212-2
V
3'/6
109A6
21/2
Max.
(22) 0.162 x 31/2
(10) 0.148 x 3
1,795
3,275
3,695
3,970
2,820
3,180
3,425
LA
HU325/12/HUC3.25/12
31/4
115'4'
21h
(24),0.1V)(.31h,•
eil2i O.Wji
4.030
4;335
31,075
3,470
3,735
HU3.25/161
HUC3.25/16
31/4
13%
21h
Min.
(20) 0.1�62x 31h(8)
0.148 x 3
1,516
2,976
3,360
3,610
2,560
2,890
3,105
Max.
(2610.162 x 31h
(12) 0.148 x 3
-,-,�&
3,870..4,365
4,695
t3,330
3,755
4,040
315 gkilam
HUCO210-2-SDS
31/4
9
3
(12) I/V x 2N'SDS,
(SI/V x 21)V SDS
2345
4, 31 1 5
4;315
4.31513,600
3,71013,77
ILI
FL
HOUS3.251/10
31/41
8 6A
4
(46) 0.162'.x 31h
(16)0.162x3l/,
4,095
9.100,
9,100
9,100 1
7,8251
7,825
7,825
IBC.
,HGUS3,25112
31/4
J < IOgA
4,
(56) P.1 62-x 31h
„,(20) 0.162x 31/1'
5,040
9,400
9,400
9,4001
B4OB5
8,085
8,985
FL
'LGU3.25-SDS
31/.]
8 to 30
41h
=
(16)1/VIi2I&'SDS
(12)1/4" x2l/V SDS
5,556
6,720
J.310a
7,311,
4,840
5,261,5
5265
HHUS46
35TI.
I 5A
3
(14) 0.162 x 31h
(6) 0.162 x 31h
1,320
2,785
3,155
3,405
2,395
2.715
2,930
31hx511,
HGUS46
3 A
Z�a
4
(20) 0.162 x 31h
(8) 0.162 x 31h
2,155
4,360
4.885
5,230
3,750
4,200
4,500
HUS48
3-A.1
6'$A.
2
(6)0162.x 31h
(6) 0.162 x 316
I,rZO`
1,595
1,815'
1,960
1,365
1,555
1,686
3% x 7Y4
HHUS48,
s
316A
1 71/. ,
3,
(22)Q.152x3lh
f810.162 X,3%II
I ;+3,3:
5,140
3,615
4,095
4,415
14GUS48
35A
f 71�6_
4
(36) 0.162 x'31h
(12) 0162 1 x3%
3,236
'7,460,
7,46
7,460
S
A,415
6415
IUS3.56/9.5
35/91
9'h,
2
(10)0.148x3
-
70
1,185
1,345
1,455
1,020
11,160
11,250
MIU3.56/9
3%
8%
21h
(16) 0.162 x 31h
(2) 0.148 x 1112
210
2,305
2,615
2820
1,980
2.245
2,425
U410
✓
3%
8%
2
(14) 0.162 x 31h
(6) 0.148 x 3
970
2,015
2,285
2.465
1,735
1,965
2,120
HUS410
34i6
8 1 -Yr a
2
(8) 0.162 x 31h
(8) 0.162 x 31/2
2,990
2,125
2,420
2,615
1$820
2,070
2,240
31h x 91h
HHUS410
HU410/HUC410
. .
V
35h
3%6
9
85%
3
21/2,
-
(30) 0162x3lh
(36) 0162 x 31h
(10) 0.162 x 31/2
(12) 0.162 x 31/2
3.565
3,235
5,635
7,460
6,380
7,460
6,445
7,460
4,845
6,415
5,486
6,415
5,545
6,415,
HUG0410-SDS
. .
-
3%
9
3
1 -
(12)1/4' x 21h" SDS
(6) 1/7 x 21h" SDS
2,265
4,500
4,500
4.500
3,240
3,24.0
3 -40
3,240
HGUS410
. .
-
3%
9M.
4
(46) 0162 x 31h
(16) 0.162 x 31/,
4,095
9,100
9,100
9,100
7,825
7.825
7, 825
7,825
IBC,
LGU3.63-SDS
. .
-
3%
8 to 30
41h
-
(16) 14" x 21h" SDS
(12)1/4" x 21/V SDS
5,555.
6,720
6,720
-
6,720
4,840
14,840,4,840
FIL,
LA
MGU3.63-SDS
. .
-
35A
91/4 to 30
41h
-
(24) I/V x 21h" SDS
(I 6) 1/4" x Th" SDS
7,260
9,450,9,450
9,450
6,805
6,805
16,805
IUS3.56/11.88
-
3 5A
11 �fi,
2
(12)0J48x3
1,12011,615
1,745
1,220: 1
1,390
1,485
MIU3.56/11
3946
11 'A
2 Ih
(20) 0.152 x 31A
(2)0148 x 1%
210
2,88013,135
�
3,13512,47512,695l2i695
,U414
. .
.
10
2
(16) 0.162 x 31h
(6) 0.148 x 3
giG 12,30512,615
12.82011,980
2,24512,426
HHUS410
.
36A
P
3
(30) 0.162x3lh
(10) 0162x3lh
3,5&
5,63516.380}6,445
14,845'
5,48615,5145,
HUS412
.
34't6
10 A
2
(10) 0.162 x 31h
(10)I0.162 Y, 31h
1535
2,660 13,025
[3 26512,275,
2,59012,795,
31h x 11 'A
HU412 I HUC412
3-A.i
I .
N
21h1
rMim'
Max.
(16) 0.162 x31A
(22) 0.162 x 31h
, (6)0.149x3 �
(10) 0.148 x 3
10352,380
1795 5
12,6B&I,2,89012,050
3.275
3,695
3,970 J
1 1,2,3151
2,820 13,180
2,490 1
3,425
MA6
11
SDS
(6) 1/' x 219 SDS
2265
E.045
5,D45J_504513,63C-J
B
HOUS412
35A
10%
4
(56) 0.162x3lh
(20) 0.162 x 31, 1
5,040
9,400
9,400
9,40018,085
8,085J8,085
LGU3Z3-SDS
:38,6
6to30
41/5
(16) 1/2' xIZIh SOS
(112) Y4" x 21%'SDS
5;555
6720
6,7201
6,72011
4,840!
4,840j
4,840 1
AGU3.63-SDS
3*
91/4to,30
4 "h'
7,260
9450
9,450
b,450116,aoslti,865j6,-8051
HGU3.63-SDS
13
1 %1
11 t030
416
(36)/4'Y2'h"SDS I(24)l/4"x2W'SDS
9,466
46 Sao footnotes on p. 150.
THA/THAC
Adjustable Truss Hangers
This product is preferable to similar connectors because
of (a) easier installation, (b) higher toads, (c) to we r ins bile d
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
See Corrosion Information, pp. 13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
Install top and face nails according to the table. Top nails shall
not be within'/P from the edge of the top -flange members. For
the THA29, nails used for joist attachment must be driven at an
angle so that they penetrate through the comer of the joist and
into the header. For all other top -flange installations, straighten
the double -shear naifng tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum'b" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
_ the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails Installed into the face and top of the header.
The lowest four face holes must be filled. Nalls used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift bads.
Options:
• THA hangers available with the header flanges turned in for
3%' (except THA413) and larger, with no bad reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
UT*'THAC422
SIMPSON
4
2
•o _o
'P
W Zly'
091"THA29
ILF
THA418
Donble4x2- 2face nails
Use full table value ntr,n
Single
Face nails Top nails nailer
per table per table .
shear nailing tabs * a
nails straight into
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face ofheada
e Da
Double- Dome Double -Shear I
Na I
Nailing Side Mew
Side Mew;
Top
Vim
Do not ((Available on TI
Top View bend tab t some models) p
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
"',.
Top Flange Installation
86
THA/THAC
Adjustable Truss Hangers (cont.)
0 These products are available with additional corrosion protection. For more information, see p.15.
0
n
iSIMPSON aL�o
"
.Model
No.
0a'
Dimensions' !
(in-)
^Min.
. Top
Flange
(in.)
Mm.
Header
Depth.
I- ",
,= Fasteners" = .
: (in.)
carrying'Member •, +Carried
,Face Member'
OF/SP ` SPF/HF
Allowable Loads �. Allowable Loads
,. -
Roof/ ' Roof/
Uplift Floor Snow Vied Uplift Floor Snow Wind.
,(160).(100)015)(i25/1§Of,(x60),.(100)', 015)-n25/160)
,...:
"
Code
,Ref.
'�.l
W
.,
B
.
C�
...:,,
-
, , _
..
FI2n'elnsialla0on
......
:.
^':
z
f
" �•.,,*€i:.
THA29
18
1s/e
91Ms
5Me
Ph
-
(2) 0.148 x 3
(6)0.148x3
(4) 0.148 x 3
525
1,750
1,750
1,750 450,
1,330
1.330
1,330
-
(4) 0.748 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2,610
2,61C
2,61C 450
1,985
1,9B5
1,985
W213,
18.
'1Ys
13a4s
5'h".
- t(4)0.148X3::;j
OJ48 X3
(4)THA218
_.
18
i6
1 Hs
'3%
17',9s
171Ms
5'h
8:•-.x
r2346
-
(4) 0148 x 3
3'h
_._
(2) 0148 x 3
(2).0.162 x31h
(4) 0148 x 1''A
(6)0.148 x3
-
-
1.460
1,96U
1,460
%aKl.
1460 -
• ui9 t -
....
1,110
=AT:T,51l4
1110
1110
:
IBC.TNA218-2
FL,_.......
THA222-2
16
3'h
22$s
8
-
(4) 0.162 x 31h
(2) 0.162 x 31h
(6) 0.148 x 3
-
1960
1.995
1,995 -
1.490
1,515
1,615
LA
T11A413
18
3%
13its
4?h.
--.
(4)0.148x3'
(2)0.148x3..
(4)014B13
-
3.533
-15ao
1,165
1165.
THA418
16
3%
171%
7r/s
2
-
(4)0.152 x3'h
(2)0,162 x 31h
(6)0.148x3
-
1,960
1,995
1,995 -
1,490
1,515
1515
THA422
76
t8%
22
lye..
2'
- ?(4),0.-162x31h
j2j 0762x3 .'(6)0.148x3'
.-
't 80
7j0s,r*`
19ns >
't50='.'ai5
1,
, 1.715 -
THA426
14
3%
26
7rh
2
-
(4) 0.162 x 3'h
(4) 0.162 x 31h
(6) 0.162 x 31h
-
2.435
2.435
2,435 -
2,095
2.095
2,095
THA422-2
14
71A
211
93'+.
2,
-
(4) 0.762x 3'h
•14) 0162 x 31h;
(6) 0.762 x 31h
-
3,330
3,330
• 3,330
2.865
2,865
2 865
FL
THA426-2
14
71/4
26%
9s/4
2
-
(4) 0,162 x 31h
(4) 0.162 x 3'h
(6) 0.162 x 3'h
-
3,330
3,330
3,330 -
2,865
2,865
2,865
x-73°
-.�
" "Face
Monnt
(Maz.)installa6an
w
i¢.
-
r`.V',„°
y
r
...
'
THA29
18
1%
191%.
51/e
-
91Ms
I
(16)0.1480
(4)0.148x3
1 525
2,265
2,265
2,265 450
1950
1950
1950
THA213
18
13'e
133is
5Yx�
-
13M's:.
-
`(14)0.148z3',.(4)0.1d8x3
,855'2ai4o
2340
-2,450 '. 735
1'[60.2010
2105
THA218
18
1 V.
17$s
5'h
-
ITM6
-
(18) 0.1480 3
(4) 0.148 x 3
855
2,450
2,450
2,450 735
2105
2105
2105
'THA218-2
16_'31(e
171Mg
.8
14Ms
`:(22)�I62X3_%z
(fi)0762x31%
7
¢?SD
Zalo!'33"u'i7ht952,84'2i$45
2a$a5 ,.
IBC,
FL,
THA222-2
16
3'h
22i1s
8
-
14Ms
-
(22)0.162x31h
(6)0.162x3'k
1,855
3,370
3,310
3,310 1,595
2,845
2,845
2,845
LA
THA413
18,
3%
13-Ms
411h
-
13%
-
"
,.(14)0148%3':(4)0.148xil
; a55
CA5
2,340
2,450 ', 735
1,760.:2.0"0
21do �.
THA418
16
3%
171h
7%
-
14Ms
-
(22) 0.162 x 31h
(6) 0.162 x 31h
1,855
3,310
3,310
3,310 1595
2,845
2,845
2,845
74A422 w
'IS
3s%
"22'7tlo-+
=°
.
14Ms':,_
. p.'(22)Ot62x3'�(6)0762sr`3?)s
);855
'i3'313'I%`.;^ay3X0a
d595
2,Sa'*2
�4E
t.8L5::':
THA426
14
3%
26
7rh[71:1�6;A:
-
(30)0.162x3'h
(6)0.162x31h
1,855
4,415
4,480
4,480 1,595
3,795
3,855
3,655
THA422-2
14
7%4
221M
'9}i'
- ,(30)0.162x3h(6)0.1620'h
4,855
5,770:
5j520
5,520 f 1,595
4,445
4,745
4,745THA426-2
14
71A
26Ms
9'/4
-
(38) 0.162 x 3'6(6)
0.162 x 31h
1,855
5,520
5,520
5,520 7,595
4,745
4,745
4,745
1. Upift bads have been increased for earthquake or mend loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a downbad rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h' min.
top flange are based on a single 2x carrying member, all other top -flange installation bads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 42 top chard or nailer
applications, refer to the NailerTabb.
4. Face -mount installation bads are based on a two-ply 2x canying member minimum. For single 2x carrying members, use 0.148" x i h' nails in
the carrying member and tabulated fasteners in the caned member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be Installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange naiing requirements (see drawing on p. 186) and achieve fug tabulated top -flange installation loads.
6. Refer to installation Instructions regarding fastener installation into carried (Joist) member. Based on the installation condition, nails will be installed
either straight with straighted doubla-shear nailing tabs or slanted.
7. Fasteners: Net dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
is
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers
N-EFAf�o
This product is Preferable to similar connectors because
ofa)easier installation, b)higher loads, c)lower
installed cost, or a combination of these features.
The doubly -shear hanger series, ranging from the tight -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovative double -shear nailing that distributes the bad through
two points on each oist nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and,easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• Not designed for welded or nailer applications.
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other. sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View
Doubles Shear Nailing
Side View
Do not bend tab
Dome Dble-Shear
Naifng Sidoue View
(Available on
r? some models)
1'for2Kl
1'Fe'for V,
la
a
c, o H
6
s•
p.
• lt
G W B
LUS28
65 HHUS210-2
SIMPSON
�5
40�MUS28
�cf
n'
D
:r
V
�!
HUS210
(HUS26, HUS28,
and HHUS similar)
6HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
2
O
V
d
C
C
O
V
fA
d)
7
F`
a
4)
M
19
Simpson Strong-Tlee Wood Construction Connectors
Face -Mount Joist Hangers (cont.)
Q
Q
0
ModelF
Na'.
He ght
'Ga.
.'Dimensions (in.) ,:
s Fasteners•,
W
H
g
Carrying ,'
Member
Carried
Member
Single 2x Sizes
LUS24
2%
F.18
19is
311a,
131<
(l)0.148x3
(2)0.148xi3
tuszs)
; dv f;,
T�i6
, 4�12
1-14
(4)a148xa
t (4pon48x3. =
MUS26
4115s
18
1 %.
595s
2
(6) 0.1480 3
3
(6) 0.1480
HUS26
43is
16
1 %
5%
3
(14) 0.162 x 31h
(6) 0.162 x 31h
�HGUS26:
..
49s
.
12
,-76%:
_._.
594
'5
(20}0.162x31fi
(8)0.162 ir3Yz.
WS28
491s
18 ,
19.
6%
t 134..
6)0.148 z3-
(4)OJ48 x3.
MUS28
697s
18
1%.
6137s
2
(8)0.148 x3
(8)0.148x3
HUS28
61h
16
1 %
7
3
(22) 0.162 x 3'/2
(8) 0.162 x 3'h
HGUS28
6916
12
1%
71h
5
(36)0.162x 31h
(12)0.162 x 31k
LUS210
41/.
18
19is.
719is ')
1?'i '.
{8)0.148 x3'
(4) 0.143x3
HUS210
M
16
1%:
9
)„3
(30)0.162x31i
(10J 0.162:x 31h.
HGUS210
f 8956. ,,
12
1 SA
91h
5,
(46),0162,3
{76) 0.162 x N
1. See table below for allowable bads.
SIIMPSO}Npv
These products are available with additional corrosion
protection. For more information, see p. 15.
Q For stainlasssteel fasteners, see p.21.
Many of these products are approved for installation
1 with Strong -Drive® SD Connector screws.
See pp. 335-337 for more information.
Model
DF Allowable toads
SP Allowable Loads -
SPHHFAIIowable Loads
'
Code
No.
-
Upliftl
(160) _'
.'floor
(100)
Snow
,(115)
Roof
(125) ..
Wind
(160)
Upliftl
(160)
Floor
! (100)
I Snow
-.(115)
Roof
(125)
I Wind
(160) ,
Upliftl -.
(160)
Floor
(100)
: Snow
(115)
Roof
(125) .';.
Wind
(160)
Ref.
.. _
Single 2x Sizes
LUS24�
435
'1 676
-765>
W"J
1.046
4j$
725
"825'
890
1.120
3Hn
495,`
553
605
.,.. 770P".
LUS26
1,165
865
990
1,070
1,355
1.165
935
1,070
1,150
1,475
865
635
725
785
1,000
IBC, FL,
MUS26
930 -,
1,295
1,480
'1,560
1,5660
923
1,405
1,560
1,590
1.580
81C-
955
1,090
1180 °
_:1,350.
LA
HUS26
1,320
2,735
3,095
3,235
3,235
1,320
2,960
3,280
3,280
3,280
1,150
2,350
2,660
2.780
2,780
HGUS26
975
, 4,340
4,850'
5,170
5;396
875
.: 4,690
5,220
5,390'..5,390
,78D
3, 225
3;610
3,870 `_.
,<3,985`.
113C, FL
LUS28
1165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1465
1,730
865
810
925
1,000
1270
MUS28
1'320
':1,730
1,975:.
2,125
2 25a
1.32J
`Li,875
2,135
2,255,
2;256
1,150
1,270
1.455
1,575
:j„g55 ":
ISC, FL,
LA
HUS28
1,760
4,095
4,095
4,095
4,095
1,760
4,095
4,095
4,095
4,095
1,480
3,520
3,520
3,520
3,520
HGUS28,
1,650'
7.275
7,275
7,275
7,275
1,650.
. 7.275
7,275
7,275'
7,275
1325 :
51670. -
3,820
3.915
4.250:
13C, FL
LUS210
1,165
1,335
1,530
i 1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,275
1,500
IBC, FL,
HUS210
•2,635,
�,5.4 0
5,755)
5.63'0'
Sj.43C''
,2,635
,;a,39u
um'
5,&30.
; 5880
2:220
-2:330
2n55
R,h�5
- 3:.
LA
HGUS210
2,090
9,100
1 9,100
1 9,10n
9,100
2,D90
9,100
9?GG
9,100
3,100
1,545
6,340
6,730
6:730
G,730
IRC, FL
1. For dimensions and fastener Information, we table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp. 98-99.
HHUS - Sloped andlor Skewed Seat
• HHUS hangers can be skewed to a maximum of 45" and/or sloped to a maximum of 45"
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table bad
• Uplift loads for sloped/skewed conditions are 0.72 of the table bad, not to exceed 2,475 Up.
• The joist must be bevel -cut to allow for double shear naring
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45". Allowable bads are
HGUS Seat Width
Joist
Down Load
Uplift
W < 2"
Square cut
0.62 of table load
0.46 of table load
W < 2"
Bevel cut
0.72 of table bad
0.46 of table load
2" < W < 6"
Bevel cut
0.85 of table bad
0.41 of table load
2" < W < 6"
Square cut
0.46 of table load
0.41 of table load
W > 6"
Bevel cut
0.85 of table bad
0.41 of table bad
%cute
side
bpecny angle
Top View HHUS Hanger
Skewed Right
Uoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
V
94
LUS/MUS/HUS/HHUS/HGUS
SS
SS
O•e
These products are available with For stainless Many of these products are approved for installation
additional corrosion protection. © steel fasteners, ®1 with Strong -Drive® SD Connector screws.
For more Information, see P. 15. see p. 21. See pp. 335-337 for more information.
SIMPSON
,��
Medel Min
Heel
No eight
JH
Ga
'DimensiOne (in:j
:W ,+By
CariFasteners (id:).
Memhnr1, .I , carried,
II DF/SP Allowable Loads
60 Fluor Snow Root Wmd
( ) ;(7 _ ), '(115) 11125)'. r(160)
SPF/HF Allowable Loads--
Uplrtt Floor Snow' Roof Wind',
'(160)"(100)' (115)�',=(726), (160)?
Code
Ref.
- ^ '• 0
Double 2x Sizes
LUS24-2
' 2'/4
18 '
3'1A
3'/e
2,
(4) 01621i3!6
(2) 0162x31h
410 ,
800
905'
:'980
1,245
'355
. 690
780 '
845.
1070
. E17S262" '•9ASsT„
78`�.3
47/e
,2,=�a4)0.782
x.31h,
::•(4j 0,182 X3'Xi,
,ts{i64;'1{030-a
70"1F26a2=.
t.595'
E91Qi'885
1,OOS,
s1,090
7370
HHUS26 2
444s
14
344s
534
3
(14) 0.162 x 31h
(6) 0.162 x 3'h
„320
2.830
3,190
3.415
4,250
1,135
2,435
2,745
2.935
3,655
HGUS26-2
4946
12
339s
57As
4
(20)0.162 x31h
(8)0.162 x 31h
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4.170
4,445
4,795
,WS2B-2 ,,.
434s ,
.18
•3'/s
;7,
2^
°(6)A162 x0�„
(4)0162x3'h
y5g60
1315'
tg90
1,679!(2,0�0
910
`{130
L2,80';'(3@¢
1,745
IBC, FL,
HHUS28-2
+ 6141s ''
14
3446
71/+
3
(22)0.1622
(%662X3*h
'1:Z60
4,"285
4,870
5155'
$;980,
1515;
3670
4135
(4438
5,1451
LA
HGUS28-2 -
i694s
12
3-'s
731s
4
(36)0,162 x 3%
(12)016201A
3,235
7,460
7,460
7,460.
7,460
2,780-
6,415
6,415.
6,415'
6,415
LUS210-2
67As
18
31h
9
2
(8) 0.162 x 31h
(6) 0.162 x31h
1,445
1,830
2,075
2,245
2,830
1,245
1,575
1,785
1,930
2,435
HHUS210-2
83i
14
344s
87h
3
(30)0.162 x3'h
(10)0.162 x 31h
3,550
5,705
6,435
6,485
6,485
3,335
4,905
5,341
5,060
5,190
HGUS210-2
8%
12
334s
934s
4
(46)0.162x3h
(16)0.162 x3h
4,095
9,100
9,10D
9,100
9,100
3,520
7,46D
7,825
7,825
7,825
Triple 2x Sizes
k1GUS26'3 u'
"'44is`'
121,
,PM,?S'h
i4 ,
;(20jf3:162 X-3M
(8?'0,162x'3!h
2;785`
4,340°
4,850
5,'IPO.
5°575'v1
8551'.3730
4,176.':4,445
4,795?
IBC, FL,
HGUS28-3
.6134s
12
415bs
7%
4
(36)0,162x3'h`
01 )0.162 x31h
3,235
7,460
7460
7460
7,460
2,780
6,415
6,415'.'6,415
6415'
LA
HHUS210-3
8%
14
41%s
87h
3
(30)0.162 x 3'h
(10)0.162 x 3'h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5.485
5,575
5,575
FL
HGUS210-3
8134s
12
4134s
9'/4
4
(46)0.162 x31h
(16)0.162 x31A
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
HGUS212-31
1055A
72�
4'�is
10
4.
'(56)0.16201"k
(26)0162x3h
5,695
4,045!
4A45
9U45;
a045;
d.9q(i''.7.,789
-7,780i7,%80
T�60116
L,A L,
HGUS214-3..
12'ii
12
41As
123/4
4
';(66) 0.162 x 31h
(22)0.1621316
5,695
10,125
10,125
10,125
10,125
4,90D
8,190
8,190..
6190
8,190
Quadruple 2x Sizes
'H6US2fi•4'
-5'h
72'
O'/is'.5�c
4 ":
120)0162x3'fz`-
8)D362 x3'{z.
2155
" .,'
4340:
4,850
. ,
5,1701•5,575
.
1,655',
9,730
4,170,
4,445
4,795;
18C, FL,
HGUS28-4
71/4
12
6shc
73i6
4
(36)0.162 x 31h
(12)0.162 x31h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
LA
HHUS210-4
836
14
6'h
8%
3
(30)0.162 x3'h
(10)0.162 x3'h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS270.4
:'9'A
12"
6°x�s935s
4 s�(46}'Oil62x3'!z
(18)t1.162
,4;095
B,ipO
8700
'9100>
9,10g
3,520'7025
7,825
i'7,825'
7,B25
HGUS212-4
10 A
12
65iis
10%
4 :.
(56) O.162 x 3'lh
(20) 0.162 x3'fi
5.695
S O4S
9f145
9,04
t9,045
4 P00:
'+,780
7,7K,
T,780
7,780,
IBC, FL,
LA
HGUS214-4
723%
, 72
IiMs
12%
4 _;(66),0,162x31A
(22)0,162x 3'1h
5,695
10,12510,12510,12510,125
4.900,
8,710
8,710
8,710.
8,710
4x Sizes
LUS46'
4%
18
'344s
43'+
2
"(4)6162z3h
(4)0.162XW%
',C60
1,030i
1,17011,26511,5951
910 ',
885
1,0051.
11,I)SVI
1.370'
IBC, FL
HGUS46
4 f s
12
35A
47A6
4,
(20) 0.162 x 3'h;
(8) 0,162 x 3'i4:-
2,155
C340,
41850
15,370.
15,575
1,855-
3,730
4,170.
14,445
4,795
HHUS46 '.434si,
14
.4
5H6
,3.0
�(74)0:162x�3'i'a,(6)0162x3Yr:
T,.;,7^,41
.2,83P;
,81 QD
3,415-'i
4,250
1,,g5',2.435
2,7452,935
3656;
LUS48
4%
18
39As
67/+
2
(6)0.162x3'h
(4)0.16201h
1,060
1,315
1,490
1,610
2,030
910
1.130
1.280
1,385
1,745
IBC, FL,
HUS48
6''A
14
3546
7
2
(6)0.162 x 3'h
(6)0.16201h
1,320
1,580
1,790
1,930
2,415
1,135
1,360
1,540
1,660
2.075
LA
HHUS48
6'h
14
3%
71h
3
(22)0.162 x 31h
(8)0.162 x 31h
1,760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
67%
12
3%
7H6
4
(36)0.162 x 34h
(12)0.162 x3'h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
LUS410 ".
61/4
18
W.
83:
2: ;
(8) 0.162 x 31/2
(6)0.162x 31/2
",445
:1,830
2.075
2.245'
2:830,
1245
1,575
1,785
1.930
2,435'
' HHUS410 J
84
14
, 35h'
9
3_, ..(30)
0.162 x 31/1
I(10) 0.162XWh
s 550
-5,705'..
fi 435
i3485`
5,46
3,aag,„4,9g5
5,535'!7,".7A
HGtf5410
8xAs
12=
!3T/e.
Oii`s
4'-'(46)o162x31h'
(16)0-1627i3?h'..
4,'b95
9,foi:t
9A 0o
9100
B100
3,520
`7;B'26
`2825
16C FLLA
HGUS412
107As
12
35/e
107As
4
(56)0.162x3h
(20)g.162x3'h
5,695
9,045
9,C45
9,G45
9,045
4.900
7.780
7,780HGUS414
117As
12
35h
12%s
4
(66)0.162x3h
(22)0.162x3h
5,695
10,12510,12510,12510,125
4,900
8,190
8,190
Double 4x Sizes
HGUS7.37/10
1 `83111 1
12
7%
"s
1 4 !:(46)
0.162 x31hi,(16)
0:162-k3lh 1
3,430
9,095,
9,095
6,095'
9,695 1
2,950-
7,820
7820r
7,820
7,82q'
HGUS7.37/12'
103is 1
12
17%
1034s
4 1
(56)0,162 XTW
(20)0d62 x316
3.835
9,295'
9,295
9,295'
9,295 1
3,300'7,995
1 7,995.
7,995
7,995
FL
HGbS7.37/19
,7�7hs
.12.
7-% 112941
4
(15(ijg162x31h]
(22)g762x311
6080
10'SOg70'S0010,50Q10,500
4,370'.�9A30
9,030:[9,03g
8,030'.:
1. Uplift bads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may Omit allowable bads in accordance with ANSVFPI 1-2014. Simpson Strong Ties Connector Selactorm software includes
the evaluation of cross -grain tension in Its hanger allowable bads. For additional Information, contact Simpson Strong Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162' x 2'h' nab in the header
and 0.162' x 31h' in the joist, with no bad reduction. With single 2x carrying members, use 0.148' x 1 W nats in the header and 0.148' x 3' in the joist,
and reduce the bad to 0.64 of the table value.
6. Fasteners: Nail dimensions in the tabb are fisted diameter by length. See pp. 21-22 for fastener information.
r
r?,
19
Simpson Strong -Tie°- Wood Construction Connectors
96
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable bads (with minimum nailing) apply to
heel heights as low as 3%". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
ARemate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/z' max. to allow for greater construction
tolerances (maximum gap for standard allowable bads
is 1h' per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
Finish: Galvanized
Installation:
• Use all specified fasteners; see General Notes
• Can be installed filling round holes only, or filing
round and triangle holes for maximum values
• See alternate installation for applications
using the HTU26 on a 2x4 canying member or
Fr U28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
Options:
• HTU may be skewed up to 671/s°. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
HTU26
Typical HTU26
Minimum Nailing
Installation
'd max. gap between end of
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 112' maximum gap,
use Aftemate Allowable Loads)
Standard Allowable Loads (1/a" Maximum Hanger Gap)
.:.OT
Me
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HT U210 similar j
-,l
Model ',
No. -
Mm. `,Dimenslons'(in)
Heel
Height
Fasteners pn.)nIIFISP
,x
W H B 6rrying cared "
Member Memher
AIIowable.LoadsP
ali ., y
Uplift Floor Snow ''Roof Wmd
(160) (100) (115) (1951 (160)
SPF/HF-Allow able Loads>
n( `
Uplift Flopr-¢ Snow Roof . Wind
(160) (100) 1 (115) (125) (160)
Code;
pet,
Single 2x Sizes
HTU26
3'h
115/a
06'
3111
(20) 0.162 x 1/2
SOr ZQt0,2,670
2,67D
2,670 '
S50
,1,6BJ.
'1,13W
a680 ,
? 0"80=
HTU28.1:35
5hs
3h.:
(20)Oa62X3'Fe,
(14)-0.148 x1'h
1,250 iZ,@,4A
3,200
.,32Si0
3;200
L075
1,852,
2.015
2015
2,015'
HTU26(MaxJ7'
S1-
-1 `le
`5'ba
31hi^(20)4162
x3'A
(20)0148 x1.'h
1',555` ,2(940
,T,52R 1'?afi0
`40i0
1,335'
2,530 t
3450'
IBC,
HTU28(Min.)
3%
1%
7Na
3'h
(26)0.162 x 31h
(14)0.148 x 11h
1,235 3,820
3,895
3,895
3,895
1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
15A
7H6
31h
(26) 0.162 x 31h
(26) 0.148 x 11/z
2,020 3,820
4,315
4,655
5,435
1,735
3,285
3,710
4, ;05
4,675
LA
HTU210 (Min.)
3'h
1-%
914,
31/z''(32)
0.162k 31h
(14)0148 x.11h
1.33014,360
4,31M ''
4,300'
4.3b[i
1,145
3225.)3225
5.225
3225
HTU210 (Max:)
9'!s
tale
9}4a
31z;.
(32)0162 x3)h'
(32)0.148 x-1
,3,315 4'705
1'U
ST,.t3
,5,995:'.
2,850
4045
7e,56r,
4430
5,155
Double 2x Sizes
HTU26-2(MinJ
3'/e
3.)5e
.531,
:31h
(20)DA62 x:3'h
(14)0,148X3
1,515
2940
3.2„'4
-3 €8G
3,91D 11305
1850 -1.2090
2;255 2,465'
HTU26-2 (Max.)
51h
Na
3h
(20)0.148 X3�
2.175
2,940
3520
3,5SD
4.286. 1,970
2,530�
2,855
3,386 3,855HTU28-2(Min.)
3%
3;4e
(26)0.162 x31h
04)0.148x3
1,53D
3,820
4,310
4,310
4,310 1,315
2,865
3,235
3,23HTU26-2
(Max.)
T/4
3ile
15374.31/.(20)0162x
(2fi)0.1fi2%31h
(26)0148x3
3,485
3,620
4,315
4.655
5,825 2,995
3,285
3.710
4.",D5 501tt
HTU210-2 (Min.)
3%
3%ii
(32)0.162xT/2
(14) 0.148 x-3
1,755
;4 705
4,815 a
-0,815
4815 , 1,514
3530
3610
3 6 0 (3110HTU210-2
(MezJ<
9'14
3e`ria
(32)0162x3"h
,(32)0.'t48%a=
4;11D
:4,705
fiYP=
A,T3-0'%Q,355'.,m35
4,045
1. The maximum hanger gap Is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
S. For hanger gaps between Yd and'h', use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Imit allowable bads in accordance with ANSViPI 1-2014. Simpson Strong -Ties Connector Selector° software
includes the evaluation of cross -gran tension in its hanger allowable bads. For additional information, contact Simpson Strong -Ts.
7. Loads shown are based on a minimum two-py 2x carrying member. For single 2x carrying members, use 0.148' x 1'h' nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
SIMPSON
HTU
Face -Mount Truss Hanger (cont.)
®1 Many of these products are approved for installation with Strong -Drive"
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
Min.
MinimumFasteners(in.p
DFISP Allowable. Loads
SPFJHF Allowable Loads
Model
'Snow
No"" `•
Hdef
HeighI
Membegr.'MemSegy
,.a �+*`.
ind�
(160) i '(1illt 160) ' {760)
ift
:,
-
Roof
`.(125)'
'Wind(
:Cotle
fleL
(n1i
Member
,
(115)_' (125) !
(1604
(t00)
(115) ..
,
g
HTU26 (Min.)
3'%
(2) 2x4
(10) 0.162 x 31h
(14) OA48 x 11h
925
1,470
1,660
1,790
1,A75
795
1,265
1,430
1,540
1.815
HTU26 (Max.)
51h
(2) 20
(10) 0.162 x 31h
(20) 0.148 x 11/1
1,240
1,470
1,660
1,790
2,220
1065
1,265
1,430
1,540
1,910
IBC,
HTU28jMaxJ
,7:11i.
'(?J 2x6
,(20)4162 x3'h
(2&)0148 M.1J$;
'1,970.
.2,9d0
�,3 a
� �30,
3,905'.
1695'
2163R
2E55
3ii180'
3,360s
FL, LA
' HT71270 (Max)
; 9'i.,1
, (2) 2x6'
{20) 0Y62 x 3ah'
{92) b,148'y 1 y2�'
2760
4r2;94P
+.1`""
30 1'
3,905
a; 2i37S :2
534+
2 °55.
°au80
3,360-1
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h'.
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2n Maximum Hanger Gap)
Model
Min.
Heel
Height
Dimensions
W H g4_�..
..
-
Fasteners(in.)
`
Carrying, Cafried
Member Member
OF/SP Allowable Loads
' -
tUpliftFlood Snow Roof, Wind
(160)` (100)a (1;15) 1025)' (x60)
. SPFIHF Allowable Loads
-.
Uplift' Floor Snow ,Roof, Wind':
. (160) -�100). (115} `(125)' ,'(160)',
Code
Ref.=
^°
Single 2x Sizes
HTU26
-'3%
.1%
534s.
3'h
(20)0.162 x 31h
(11)D:148x11/z
1635
2,-695
2395
2,395
2,a95
.545
'S]0
i.S1a
1s'0
1,510
HTU26(Min)
3'/
1-%
51N6
31h
(20)0.162x31h
it4)0148x 1%
3,175
U40�3;100.
3,100
3,100
1,010
14955
1.955
'1,955
1;955'
.HTU26{Max) ,"'
HTU28 (Min.)
,51K
3'%
'11x,
144
„5's4ec
7146
,3'
31h
,(20),0:162x31h
(26) 0.162 x 31h
(20)QI1 ff t1
(14) 0.148 x 11h
:17215
1.110
2,940:
3,770
TM3, 20
3,770
3xo8if.
3,770
S;a'tk'•
3,770
1,045
955
1 850
2,825
r2,G r=,?2,285
2,825
2,825
" ;285=.
2,825
IBC,
FL,
HTU28 (Max.)
71/4
16%
7K6
31/z
(26) 0.162 x 31h
(26) 0.148 x 11h
1,920
3,820
4,315
41655
5,015
1,695
2,865
3,235
3,490
3.765
LA
HTU210{Min.)
"'3?h
I%
9%c:
31h.
(3v2)0;162x3'h
(74).0,148x 11h
1;250
3,600
!3,600.
31600
3,60D
11075
2700
2.700
2,700
2,700
HTU2idg4xJ=
13%,.
914s
3'h,1
f32101G2 x3afr
(32)4Y48x1'A
.312-6
4795,
5620
,lf20
5020
,2,800
,3530:
3,765
'3?65,
3,765;
Double 2x Sizes
HTU26-2(Min.)
3r/p
34i6
111
31h
(20)0.162 x 31h
-(14)0148x3
!1;515
2,9,40
3;320
`3,500
.3;500
1,305
>.2,205
2,205
'2,205
2,205;
HTU26-2 (Met)
5 h
3FA.
5rHs
3'A
J20) 0.162 x`31/z
(20) 0.148 x 3
1910
2,940
,11;320
3,500
3.500
1;645
2,205
{.2,205
i 2,205
7205,
HTU28-2(Min)
9'%
344s
7146
31h
(26)0.162 x3'h
(14)0.148x3
1,490
3.820
3.980
3,980
3,980
1,280
2,865
2,985
2,985
2,985
19C,
HTU28-2 (Max.)
71/4
3446
7146
31h
(26)0.162 x31h
(26)0.148x3
3,035
3,820
4,315
4,655
5.520
2,610
2,865
3,235
3,490
4.140
FL,
LA
HTLI210-2(Min.)
31/e
3546
91te
31h
(32)0.162x3*h
(14).0148x3
1,755'
4,255
4,255,
055
4,255
1.510
r'3,190
3,19Q,,
3,190
3,19D:
HTU210-2(Max.)i-
91/4
36A6
SM6
31h
(32) 0.162x3'h'.
(32)0148 x3
3855
4,7015
.5,313
a>733
1
3,315
-3,530
3,980''
4,300
4,855
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further Increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between'%' and 1h', use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVFI 1-2014. Simpson Strong -Tie° Connector Selector¢ software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h' nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nall dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
p�p
19
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 23i6" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25A6° at 100% of the table bad. Specify as an 'X'
version and specify, flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/i TRen® 2 screws
(Model TTN2-251344 for concrete and 'A" x 2%" Titen 2
screws (Model TTN2.25234H) for GFCMU. Fallow all
installation instructions and use the loads from the sawn
lumber or aAVP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX@ and stainless steel available
Installation: -
• Attach the hangers to concrete or GFCMU walls using
hex -head Titan 2 screws. Tten screws for GFCMU ('/4" x 2Y'a° —
Model TFN2-25234H) and for concrete 0/4' x 13/: — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3Y%-diameter hole to the specified embedment
depth plus'h'.
• Aftematively, drill the 3/%6 -diameter hole to the specified
embedment depth and blow R clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• TRen Installation Tool Mts are available. They include a
3S6" drill bit and hex -head driver bit (Model TTNT01-RC);
a Yie* x 4'h' doll bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 3'h" is required as shovmm in Figure 1 for full uplift load.
• Where no uplift bad is required, a minimum end distance
of Ph" is permitted.
Codes: See p.12 for Code Reference Key Chart
HUC410
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers (cont.)
M These products are available with additional corrosion protection. For more information, see p. 15.
L
- Mader,
„ No;.
-- Fasteners
G°!
Allowable Loads (DF/SP) .
Code,
GFCMU
,
Concrete...
, ux..
"'"Statidartl
-
il 4w
- Concealetl
d
GFCMU.
Concrete
Titen°2
&�°.lotsl
,.r M
° l*if1
�(760)
Dawn ,^
(100Y725)
U pliR
„ . Dowo
(100/125J
Ref
s. •_
HU26
HU26X
(4) Y, x 2Y,
(4) Y, x 13/,
(2) 0.148 x 1'h
335
1,000
335
1,545
HU28
HU28X
(6)Y, x234
' (6)'/+z.1 x/+
- _j4[0.148%tYz
„--:545
1;$00,
760 -
_�2,400
HU24-2
HUC24-2
(4) Y+x 234
(4)'/. x 134
(2) 0,148 x 3
380
1,000
390
1,545
- HU26-2(Mm)
'HUC26.2
} (8)Yxx 234
• (8)14x l3/i"
(4)0.148x3
;_. 760
2,000 -
- 760
3200
.,HU26-2(Max) -
HUC26-2 -
(12)Y+x 23/,
(12)%+x 1%
,(6) 0.148 x3
1,135
3600
1,135
3,950: l
HU26.3 (Min.)
HUC26-3 (Min.)
(8) Y. x 23/4
(8) Y, x 134
(4) 0.148 x 3
760
2,000
760
3,200
HU26.3 (Max.)
HUC26-3 (Max.)
(12)'/. x 235
(12)'/, x 1144
(6) 0.148 x 3
1,135
3,000
1,135
3,950
J1U28'2(Min),'
fUC2$-2 {Midj,--,:a
(10)Y+x 2,?/i`.a-.{]D)Ylx�1�/i
-.(9,9J148 x3 .x2,�q;r760
211D„
7¢Q,.
,,3,725
Y<5•••7'l,
'(fi)-0148� 3„ �:
1`735.
�; 35001,°4,920,
HU210
HU21OX
(8)1/, x 23h
(8)1/, x 13/,
(4) 0.148 x 11/2
545
2.000
760
2,415
HU210' 0iq
HUG210-2(Min.)`.
(14)'/.z 234
(14)%X JN
(6J 0.148 x3 ..
t,735
3,560
1,135
4,920
HU210-2 (Max:)' _
HUC210-2 (Max)
(18)'/. x.23L
08)'/4 i 11L
,tlG) 0.148 x 3
1,800
4500
1,800 •
5,085
HU210-3 (Min)
HUC210-3 (Min.)
(14)1/4 x 234
(14)'/4 x 134
(6) 0.148 x 3
1,135
3,500
1,135
4.920
HU210-3 (Max.)
HU0210-3 (Max.)
(18)1/4 x 2Y,
(18) Y, z 13'+
(10) 0.148 x 3
1,800
4,500
1,800
5.085
HU211 12
HU212X ; y
(10)112 x 23.
{70) Y+Y:13,'i
' (6) .148 x 11h
- ,1,135
2,500
1135
2,665.
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/4 x 234
(16) %x 134
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUG212-2 (Max.)
(22)1/4 x 23/,
(22)1/4 x 134
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU212-3(Mm}`
HU6212.3(Min.)<
(16)'/,x231,l
(16)14x'13/4
(6),0:148 x3
_1,135
4',000-
„ 1,135
HU212-3(Max)
HUC212-3(Max)..
122)'/+x23:
(22)1%4x 115
,x(10)0.148x3
1,800
5A85
1,800
:5,085,-
HU214
HU214X
(12)1/4 x 235
(12)1h %13h
(6) 0.148 x 11h
1,135
2,665
1,135
2,665
HU214-2(Min.)
HUG214-2(Min.)
(18)Y,x 234
(18)Y.X 134
{8).6.148 x3
1,515
4;560
1,515
"'5,085
HU214.2 (Mai)
HU0214-2 (Max.):
(24) Y, x 23/i
• (21) Y, x 134
(12),0148 x3 -
_" i2,015
8 085
'_ 2;015
5,085 -
HU214-3 (Min.)
HUC214-3 (Min.)
(18)1/4 x 234
(18) Y, x 134
(8) 0.148 x 3
1.515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)1/4 x 2Y,
(24) Y, x 13/,
(12) 0.148 x 3
2,015
5,085
2,015
5.085
HU216 a
,HU216X„
,.(J8)Y+x,?3j, ,
.(18)Ya Xt
A)0:1d8x1Yi
HU216-2 (Min.)
HUC216-2 (Min.)
(20)'/. x 23/.
(20)'/a x 13'+
(8) 0.148 x 3
1,515
4,920
1 1.515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26)1/ x 234
(26)'/, x 114
(12) 0.148 x 3
2,015
5,085
21015
5,085
HU216-3 (Min.)
HUC216-3 (Min:)
(2 0) Y, x:234
(20)' 11+ x 13h
jfi .0.148 x 3
-::1,515
-4,920
11,515
4,920
-HU216-3 (Max.)
HUC216-3 (Mai)'
(26)1/4 x 234
(26) Y4 z43h -
(112)0.1480.
:_ 2,015
5,085 ''
2,015
5,085 '
HU7 (Min.)
(Not available)
(12)'/+x 234
(12)1/, x 13'+
(4) 0.148 x 1'h
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16) Y4 x 234
(16)'/, x 13/,
(8) 0.148 x 1112
1,085
3.485
1,085
3,485
Hug (Min.)
(Notavailabib) ..
(18)Y, z,23',
(18)Yix134
(6)0148x1'A "=
•,1,135
3230
1,135
3,230.
?IU9 (Max.)
pot availabiej..
j24) Y.s23/2
(24) Yoi114 -
{70)0148 x 11h -
'"`1;445
3;736
1,445 •
' V0, ;
HU11 (Min.)
(Not available)
(22)114 x 234
(22)114 x 13/,
(6) 0.148 x 1 Y2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(30) Y+x 23h
(30) IA x 13/,
(10) 0.148 x 1'h
1,445
3,735
1,445
1 3,735
•HU14(Min.)
(Not ovalable)
(28)'h x24',_
(28)Yix134
,($)U48x 11h-
`t 1;515
3:4$5
1,515
3485
' HU14,(Max.) -
(Nol avaiable)
(36)'I, x 234
(36)1/4 x 1314
(14);0.148 x 1 h
' 2,015
4245 -
2,015 -
4,245
38
STAGGER JOINTS - TYP.T
RAISED HEEL ROOF TRUSSES
SEE PLAN
�'EIPI
�i
�Ma/I
a'a
�IKil■■f�
aa�aaaaaaaaaaaaa�aaaaa�aa�aaaaau
-
UPLIFT/514EAR ANC _
EACH TRUSS - SEE
PLAN
B/SKIP
NOTE: ADVL FRAIMG NOT
SHOWN FOR CLARITY
RAISED HEEL TR.I BEARING A
sae nre SKI
ROOF SWEATHING- SEE
5OFFIT/FA6CIA- SEE ARC;
!O HEEL ROOF TRUSSES
PLAN
RIBBON BOAf9-
5EE SCHEDULE
FOR SPACING 1
IBBON BOARD. SEE
FASTENING TO w m
CPEDULE FOR SPACING 1
TRUSSES
45TENING TO TRUSSES
WALL SHEATHING -SEE PLAT
-
MIN. 15/37' COX PLYWOOD OR
lA6' O58 WITH ed GUN NAILS
-MASONRY WALL-
(OJ31' X 7 1/17 a 6' O.C. TO
5HEAR
GYP. CEILING-
SEE PLAN
RIBBON BOARDS
R EACH
VMFA
SEE PLAN 1
SEE PLAN
SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRU55
RI'WALL-
BOTTOM CHORD
AN
RAISED HEEL
TRUSS BEARING B
wu. xre SKI
RIBBON 5GHEDULE
DESIGN CRITERIA
RBBON MATERIAL
RIBBON SPACING
RIBBON ATTAC41ENT
wIt•i65 MPH
(7) Ud GUN (0J31' X 3')
(Va,d=128 MPH)
7X4 SFf-2
74'
TO EACH TRUSS, (4)
EXP.
NAILS AT JOINTS
ENCLOSESED
wit=180 MPH
(7) @d GIN (0.131` X 37
(Vasd=135 MPH)
7X4 SPF4
16,
TO EACH TRJS5, (4)
EXP. C,
NAILS AT JOINTS
ENCLOSED
S K.1
AL-0.4' E
MuwCamm
January l,.O,;2020
Cai'periter -,Contractors of America, Inc.
300"venue Gj NW
Winter Haven, F . L33�8 - 80-62Q1
Dear Matt:
It has come.tb my attention'lthat=some questions were raised concerning 5/8" didrfi6t6f,
hbles=drillbdthftithe: ch6rds:'.(Widtface) qf'sys42gable,endtrusses toF,allowfor
threaded rods iised.fdr "ti646wns?'If these gable ends,are over continuous support
with one face.fully'"sheathed and theh6les are drilled -abbufthe centerline of the wide
face no close than 4V,O.Cwithout'darnaging.any tonnector'plates,or vertical webs then
no'repairi's reqlifl.redjbe truss only- Z'feet)df I floor lbadload'sand nd additional
supports:
load:,
If you hdVdany qil&sti6ns, p e"I" ,ase give me a,call,
6750'Fbrum Drive; SUite 369 Orlando, FL 32821, - (000) 621-9790 ---,(863) 422:-8685
WWw:q1pineifW.co,m
No. 86367
0 o a
s SiAT C?F
41
This.dwAnwit has been el"tronic* aignW
aW aealod owing a Duel S4-wiure. Pdrdsd
coploa wMwUtan od*ai wO*biro "wet be
wdlled using the od*d ei®cRodc wmion.. _
ALPINE
1'L, RE,GN 21& Yponhwak Kim, FL PC 48067
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, F02821
Phone;(800)755-6001
'www alpmetw,com
Design Coder` FBC20176th Edition MtelfiVeW Version, 17 02 02A through 18.0201A
JR`eff#� 1WW589750053 _
Wind Standard, ASCE 7-10 Wind Speed (mph), 160. Roof Load (psq 20 00- 7 00 0 00-10.00
By din Type: Closed Floor Load s `r _None _.
This package contains general notes pages, 33 truss-drawmg(s)rend 5 detail(s'j,
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; Ronda Certificate of Product Approval #FL1999 Printed 6/15f2020 3Ap;42 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es.ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
U# = user specified divisor for limiting span/deflection ratio for evaluation of actual Lldefl 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.orq.
2. ICC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO
63043; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.toinst org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com.
Page 3 of 3
Job Number: N334501 Ply: 1 SEON: 7603 / T10 COMN Cusc R8975 JRef: 11NW589750053
,7A5,182EC,E ,02G,RH01/1828/CALIMEBB ELEV.QE Oty: 11 FROM: RWM DmNo: 167.20,1454.21565
Truss Label: A7 S5B / YK O6l15/2020
6'1"7 1211"15 1910" 26'8"1 33'6"9 39'e"
6'1'7 6'10"8 6'1tl71 6'10"1 6'10"8 6'P'7
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: ll
EXP: C
Des Ld: 37.00
Mean Height: 15.00 it
NCBCLL: 10.00
TCDL 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 it
Loc. from endwall: not in 9.00 it
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2.N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) ed 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.
•'IMPORTANP•
of
=5x5
E
9'10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA CC NA CAT: W
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
YXYBr
Deg/CSI Criteria
PP Deflection in too L/defl U#
VERT(LL): 0.222 K 999 360
VERT(TL): 0.547 K 999 240
HORZ(LL): 0.081 J - -
HORZ(TL): 0.140 J - -
Creep Factor: 2.0
Max TC CSI: 0.616
Max BC CSI: 0.982
Max Web CSI: 0.527
VIEW Ver: 17.02.02A.1213.21
°``1°ONH W �k *o,
....s
No, 86367 m
.� STATE OF r
39'8"
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 1709 / 308 / 961 / - / 445 18.0
H 1710 /308 /961 /- /- 18.0
Wind reactions based on MWFRS
B Min Big Width Req = 2.0
H Min Big Width Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seal plate.
Members not listed have forms less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-C 1488-3151 E-F 1102 -2027
C - D 1387 -2871 F - G 1387 -2872
D - E 1102 -2027 G - H 1488 -3153
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp.
B - L 2756 -1187 K - J 2276 - 889
L - K 2276 - 863 J- H 2757 -1187
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 539 -206 K - F 485 .745
D - K 485 -744 F - J 540 .205
E-K 1361 -646
F°.0ZORIO,P L
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
I110ATITll.[el
PmPen dadcneu 1jihu ura, sneamin ano ooaom cnora snap nave a pro e i
=stmint f webs shall have bragln ins ailed p r BCSI sections B3, B7 or 10
as shown above and on the Joini9Detalls, ungass noted otherwise. Refer to' ALPINE
not be reS�lonsiirle for any deviation from this drpwinq anv failure to build the µ,r.,�„ p,,,r
t'Inslallatl n an bracing of lrussesA seal on this dr3wirig or cover pa 13723 Rive a ort Drive
engineeri a responsibility solely for the des nshown. The suitability rp
bilityof the Building Designer per ANSI/TP11 Sec.2. Suite 200
LPINE: w alpineitwcom' TPI: w tpinstprg' SBCA: wewsbcindustry.com' ICC: wnw.iccsate org Maryland Heights, MO 63043
Job Number: N334501
Ply: 1
SEQN: 7604 /
T25 /COMN
Cust: R8975 JRef: IWW589750053
,7A5,182EC,E,02G ,RH01/1828/CALI/4EBB ELEV.C,E
Qty: 1
FROM: AILS
DrwNo: 167.20.1454.21596
Truss Label: AIA
FV / WHK 06/1512020
T112 12'
1]'1"72 19'10" 23'8"
3T8"14
39'8"
7.11•'2 4'0•'14
6'1'12 2'8•'4 3.10'•
8'0'94
T112
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"
=6X6
F
<--I
12 34p
6 pH6
a)Wi
0 J
=6X6=H0510(I) DP 8X8(I) �8X10 K _4X6(A2)
SECTION MAY BE REMOVE�AFTER INSTALLATION. DO NOT CUT PLATES.
Fi' 8'i'9 3'10"15 s' 6'8" 8.0••74 T11"6 1�
89"1 12' 17' 23'8" 3T8"11 39'e•'
Wind Criteria
Wind Sid: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP:C
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 It
Loc. from endwall: not in 9.00 fl
GCpi: 0,18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T1 2x4 SP #1:
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3:W3, W6, W9, W11 2x4 SP #2 N:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113'k2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Plating Notes
All plates are 2X4 except as noted.
(1) - plates so marked were sized using 0
Fabrication Tolerance, 0 degrees Rotational
Tolerance, and/or zero Positioning Tolerance,
Wind
Wind loads based on MWFRS with additional C&C
member design.
Laterally brace BC above filler @ 24" O.C. (or as designed)
Including a brace on SC directly above both ends of filler
(if no rigid diaphragm exists at that point).
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NF
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE. HS
ALL NOTES ON
Deg/CSI Criteria
PP Deflection in loc Vdefl U#
VERT(LL): 0.386 O 999 360
VERT(TL): 1.101 O 706 240
HORZ(LL): 0.168 K - -
HORZ(TL): 0.314 K - -
Creep Factor. 2.0
Max TC CSC. 0.791
Max BC CSI: 0.993
Max Web CSI: 0.958
VIEW Ver: 17.02.02A.1213.21
10
00 No. 86367
SLATE OF 4r�'
v
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 1556 1308 / 961 1. / 445 / 8.0
1 1556 /308 1961 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 2.2
1 Min Brg Width Req = 2.2
Bearings B & I are a rigid surface.
Bearings B & I require a seal plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - C 1429 -2745 F - G 1353 - 2068
C - D 2160 -4245 G - H 1201 -2103
D - E 1504 -2794 H -1 1445 -2777
E-F 1610-2771
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens, Comp.
B - S 2371 -1106 L - K 2402 -1133
Q - M 3738 -1618 K - I 2406 -1133
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
753 .1523
M - F
2007 -1002
C - Q
1476 -556
M - L
1864 - 657
S - Q
2850 -1328
F - L
440 -454
Q-D
1271 -597
L-H
458 -688
D - M
804 -1539
�j IJ • 9•
.y�Ali
A,ijmi`�,'
5
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
INCLUDING THE INSTALLERS
. Refer to and follow the latest e
failure to build the
orcover pa
9e
n. The suitability
ALPINE
.w rzwowsnrvv
Suite Riveryon Drive
Suite200
Maryland
Heights, MO 63043
Job Number. N334501 Ply: 1 SEON: 7605 / T9 / HIPS Cust: R8975 JRef: 1WW589750053
,7A5,182EC,E,02G,RH01 / 1828/CAU14EBB ELEV.C,E Oty: 1 FROM: RWM DmNo: 167.20,1454.21160
Truss Label: A2 SSB / DF O6/15/2020
61"7 162'5""8 15 I I 1 36"9
6'65"l Is' T"1 6'5"6 + 63'99"
,
Loading Criteria (psg
TOLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0."
fe1
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 fl
TCDL: 4.2 psf
BCDL:5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 it
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/l/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
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 to 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
"WARNING"
;5X5=5X5
E F
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: Ni
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code I Misc Criteria
Bldg Code: FBC 6th ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
DRAWING TO ALL
KPIA
Defl/CSI Criteria
PP Deflection in too L/defl L/#
VERT(LL): 0.172 L 999 360
VERT(TL): 0.470 L 999 240
HORZ(LL): 0,066 K - -
HORZ(TL): 0.123 K - -
Creep Factor: 2.0
Max TO CSI: 0.480
Max BC CSI: 0.856
Max Web CSI: 0.669
VIEW Ver: 17.02.02A.1213.21
1111111t11111►q,
WAAr b��1GENs
F
® s No.86367
_a`1 •
'► 6
a STATE OF
/01/Ii1b111b
FL REG# 278,
06/15/2020
bb
Yoonhwak Kim, FL PE #86367
10' 1
"Me �-
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1556 /309 /964 /- /428 18.0
1 1556 1309 /964 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.8
1 Min Big Width Req= 1.8
Bearings S & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - C 1511 -2800 F - G 1123 .1779
C-D 1415-2521 G-H 1415 -2521
D - E 1123 -1779 H -1 1511 - 2800
E - F 1093 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1206 L - K 2030 -941
M - L 2030 - 911 K - I 2444 -1216
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M-D 508 -192 L-F 548 -381
D-L 482 -683 L.G 482 -683
E - L 548 -381 G - K 508 -192
ALPINE
(rive M4NiY
Suite Riverpad Drive
Suiteand
200
Maryland Heights, MO 63040
Job Number: N334501
Ply: 1
SEON: 7606 /
T22 /HIPS
Cust: R8975 JRef: 1WW589750053
,7A5,182EC,E,02G ,RH01/1828/CALI/4EBB ELEV.C,E
Otyt 1
FROM: RWM
DmNo: 167.20.1454,20660
Truss Label: A3
FV / FV 06/15/2020
12'0"15
18'0"i 21'7"15
27'7"1
33'6"9
39'8"
69"7 5'11"9
5'11"2 3'7"14
51112
5'11"9
6'1"7
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"
Lumber
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 R
TCDL: 4.2 psf
BCDL:5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 it
Loc. from endwall: not in 9.00 it
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bol chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N
Lumber value set "136" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"xZY,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 CUR
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.
AND
,5X5 =5X5
E F
9'10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
PC NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FSC 6th ed
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
29'8"
DeFl/CSI Criteria
PP Deflection in loc Udell U#
VERT(LL): 0.171 L 999 360
VERT( Q: 0.467 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.124 K - -
Creep Factor: 2.0
Max TC CSI: 0.415
Max SC CSI: 0.857
Max Web CSI: 0.541
VIEW Ver: 17.02.02A.1213.21
No, 8636
0
STATE OF
o R IOP
FL REG# 278, Yoonhwak Kim, FL
06/15/2020
TO ALL CONTRACTORS
39'8"
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 1556 /312 /965 /- /408 /8.0
1 1556 /312 /965 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.8
1 Min Brig Width 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 1540 -2796 F - G 1154 -1794
C - D 1447 -2523 G - H 1448 - 2523
D - E 1154 -1794 H -1 1540 - 2796
E - F 1150 -1635
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2439 -1231 L - K 2064 -1000
M - L 2064 -971 K - I 2439 -1252
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 495 -180 L - F 523 - 335
D - L 470 -674 L - G 470 .674
E - L 523 .335 G - K 495 -180
INSTALLERS
ow the latest edition of BCSI (Building
1s. Installers shall provide tempore
nd bottom chord shall have a pro eriy
led p r BCSI s cbons B3, B7 or 910,
i. ungess noter�otherwise, Refer to
ALPINE
Irive'(OMMNY
Suite Riveryon Drive
Suite
200
Maryland Heights, MO 63041
Jab Number: N334501
Ply: 1
SEQN: 7607 /
T8 / HIPS
Cust:R8975 JRef. 1WW589750053
,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.QE
Qty: 1
FROM: RWM
DmNo:. 167.20.1454.21175
Truss Label: A4
FV / WHK 06/15/2020
T10"14 11
22'8"
31'9"2
39'8"
T10"14 wl1l
5'8"
9'1"2
T10'94
10,
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BOLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 it
NCBCLL: 10.00
TCDL:.4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist:h to 2h
Spacing: 24.0"
C&C Dist a: 3.97If
Loc. from endwall: not in 9.00 it
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/l/2013)
Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE
Bot chord 2x4 SP #1
Webs 2x4 SP #2 N :W1, W6 2x4 SP #3:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
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" Co.
Wind
Wind loads based on MWFRS with additional C&C
member design.
`"WARNING"
,5X5 5SX5
D E
19,10"
Snow Criteria (Pg,Pfin PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
THIS DRAWING TO ALL
39'8"
DeB/CSI Criteria
PP Deflection in loc Udefl
VERT(LL): 0.149 J 999
VERT(TL): 0.408 J 999
HORZ(LL): 0.0601 -
HORZ(TL): 0.112 1 -
Creep Factor. 2.0
Max TC CSI: 0.760
Max BC CSI: 0.863
Max Web CSI: 0.629
370 9'8" } 1.
♦Maximum Reactions (Ibs)
U# Loc R /U /Rw /Rh /RL /W
360 B 1552 /318 /965 /- /387 /8.0
240 G 1552 /318 /965 /- /- /8.0
Wind reactions based on MWFRS
B Min Big Width Req = 1.8
G Min Brg Width Req 1.8
Bearings 3 & G are a rigid surface.
Bearings B & G require a seat plate.
VIEW Ver: 17.02.02A.1213.21
�•�'``pNH WAk ��'',-..
�99 v�CENsef;�.iP''
oe No.86367 0
oe STATE OF a �4
p ®°lvN
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - C 1532 - Z765 E - F 1559 - 2661
C - D 1559 -2561 F - G 1532 - 2755
D - E 1205 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 .1221 J - 1 1695 -768
K - J 1695 -738 I - G 2393 .1250
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - K
404 -448
J - E
389 - 234
K - D
770 -462
E - 1
770 -462
D - J
388 -234
I - F
403 -448
AL
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
OCmral sneatning and bottom Chord Shall have a progeny
ham brycinfq ins, ailed pgr BCSI sections $3, 87 or B10
on lfte oln Details, un ass noted otherwise. Refer to' ALPINE
it any deviation from this drpwinq u failure to build the Na,,,,,,,,.
-ing of trussesA seal on this drawing or cover pa a mmc13723 Rive on Drive
mslbilit solely for the desi nshown. The Sul ability N
Desig erper ANSIrrPI1 Sec.2. Suite 200
r, TPl: wnw.lpinst oM; SBCA: w.vw.sbcindustry.com; ICC: vnxv. icesafe.om Maryland Heights, MO 63042
Job Number: N334501
Ply: 1
SEON: 7608 / T24 /HIPS
Cust: R8975 JRef: 7WW589750053
,7A5,182EC,E,02G ,RHOl 11828/CAUMEBB ELEV.C,E
pry: 1
FROM: RWM
DmNo: 167.20.1454,21393
Truss Label: A5
FV / WHK 0fi/15/2020
6'1"7 16'0"1
23.7"15
336"9
39'8"
6'1"7 9'10'Y0
T7"14
9'10"70
6'1"7
00'
1'
Loading Criteria (psi)
Wind Criteria
TCLL 20.00
Wind Std: ASCE7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP. C
Mean Height: 15.00 fit
NCBCLL: 10.00
TCDL.4.2 pat
Soffit 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0"
C&C Dist a: 3.97 it
Loc. from endwall: not in 9.00 it
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE
Bot chord 2x4 SP #1
Webs 2x4 SP #2 N : W 1, W6 2x4 SP #3:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
THIS
=_6x6 =sx6
D E
39'8"
19,10" 29'8"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell L/#
Pf: NA Ce: NA
VERT(LL): 0.156 J 999 360
Lu: NA Cs: NA
VERT(TL): 0.427 J 999 240
Snow Duration: NA
HORZ(LL): 0.064 1 - -
HORZ(TL):0.1191 - -
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ad 201
Max TC CSI: 0.799
TPI Std: 2014
Max BC CSI: 0.855
Rep Factors Used: Yes
Max Web CSI: 0.614
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
WAVE
as
Ad
No.86367 a1
e STATE OFrc��
O e •
10
39'8"
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 1556 /713 /964 /- /367 /8.0
G 1556 /713 /964 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.8
G Min Brg Width Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - C 1622 - 2852 E - F 1483 .2513
C-D 1483-2513 F-G 1621 -2852
D - E 1254 -1829
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2505 -1330 J - 1 1780 - 840
K - J 1780 -810 I - G 2505 -1359
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - K
423 -469
J - E
381 -218
K-D
617 -314
E-1
617 -314
D-J
380 -218
I-F
423 -469
.„ 0 1DP�c` C
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
to build the
ver pa e„
is sm blllty
ALPINE
wM my P"
13723 Riverpon Drive
Suile 200
Maryland Heights, MO 6304:
Job Number: N334501
Ply: 1
SEON: 7609 / T7 / HIPS
Cust: R8975 JRef: 1WW589750053
,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E
Oty: 1
FROM: RWM
DmNo: 167.20.1454.21191
Truss Label: A6
FV / WHK 06/15/2020
T10"14 15'
24'8"
31'9'2
398"
T10'74 T1"2
T10'94
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"
19
Wind Criteria
Wind Ste: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP:C
Mean Height: 15.00 ft
TCDL 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE:
Bet chord 2x4 SP #1
Webs 2x4 SP #2 N : W 1, W6 2x4 SP #3:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
56X6 s6X6 DT3
E
9'10..
Snow Criteria (P9,Pf in PSF)
Pg: NA Ct: NA CAT:. NF
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
ALL
39'8"
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.159 J 999 360
VERT(TL): 0.436 J 999 240
HORZ(LL): 0.0611 - -
HORZ(TL):0.1151 - -
Creep Factor: 2.0
Max TC CSI: 0.913
Max BC CSI: 0.867
Max Web CSI: 0.572
VIEW Ver: 17.02.02A.1213.21
N�44-10
WAk ,o
N0.66367
P p• STATE OF a 4,,,
A Maximum Reactions (Ibs)
Loc R I /Rw /Rh /RL /W
B 1552 / 328 / 962 / - 1346 18.0
G 1552 /328 /962 /- /- 18.0
Wind reactions based on MWFRS
B Min Brg Width Reel = 1.8
G Min Brg Width Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1547 - 2729 E - F 1568 - 2537
C - D 1568 -2538 F - G 1547 - 2729
D-E 1287-1910
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens, Comp.
B - K 2363 -1228 J - 1 1947 .899
K - J 1847 -870 I - G 2363 .127
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
K - D 628 -363 E - 1 628 - 363
'#'S;,/ONAL ��" 1uif unu►�
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
bottom cnoro snail nave a properly
I p r BCSI sections B3, 37 or 910,
ungessnotetl otherwise. Refer to ALPINE
his drawing,anv failure to build the
on this drawl or cover pa e,. 13723 Rive
1e desi n shown. The suit9ablllty rPon Drive
TPI1 Sen. Suite 200
CA: w .sbcindusvy.Cem; ICC: rw,w.iccsafe.om Maryland Heights, MO 6304:
Job Number: N334501
Ply: 1
SECN: 7610 / T23 /HIPS
Cusc R8975 JRef: IWW589750053
,7A5,162EC,E ,02G ,RHOI/1828/CALI/4EBB ELEV.CE
Cly: 1
FROM: RWM
OmNo: 167,20.1454.21161
Truss Label: A7
FV / WHK 06/152020
f 6'1"7 14'0"l 1110 25'7"15 336"19 39'8"
+ i
6'1"7 T10"10 5'9"15 + 5.9"15 } T10"10 + 6'i"7
,5X5 1112X4 =5X5
D E F
T T2 T
12
6 F,7- W T4
m g5X5 zz5G5
< C
I� W3 n
I B H
A
1 I
4X6(A2) =5X5 =5X8 =5X5 =4X6(A2)
39'8"
10' 9'10" 9'10" 10,
Fi'+ +1'�
+ F +
10' 19'10" 29'8" 39'8"
Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Plin PSF) Den/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT:NA PP Deflection in loc Udell U# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 350 B 1556 / 715 / 958 / - / 326 18.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(rL): 0.482 E 999 240 H 1556 / 715 1958 /- /- 18.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.055 J - - Wind reactions based on MWFRS
Des Ld: 37.00 EXP:C HORZ(TL): 0.121 J - - B Min Brg Width Req = 1.8
NCBCLL: 10.00 Mean Height: 15.00 R
Code I Misc Criteria Creep Factor. 2.0 H Min Brg Width Req = 1.8
TCDL: .p
s rigid Soffit: 0.00 BCDL: 5.0 at sf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.743 Bearings B & H are a g id surface .
p
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.859 Bearings B & H require a seat plate.
Spacing: 24.0" C&C Dist a: 3.97 R Rep Factors Used: Yes Max Web CSI: 0.322 Members not listed have forces less than 3750
Loc. from endwall: not in 9.00 R 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: 17.02.02A.1213.21
Lumber B-C 1632-2515 E-F 1510 -2515
C - D 1fill)405 -2115 F - G 1632 -2822
Value Set: 13B (Effective 6/1/2013) D-E 1405 -2112 G-H 1632 -2822
Top chord 2x4 SP #2 N :T2, T4 2x4 SP #1:
Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC B-L 2470-1332 K-J 1912 -950
L - K 1912 -920 J - H 2470 -1362
Wind
Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs)
member design. Webs
Tens.Comp.es Tens. Comp.
`,N'•�
Irl
KFnP((OiO°
CGNVe4,e D-K 382 J-G 355
-177 -35
No.66367
• K a
STATE OF a 0
Orr
.,.,Ss
ON A
t�r
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/152020
"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, installing and bracing., Refer to and follow the latest edition of BCSI (Building
Component
Safety Information, b TPI an r7 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary,
bracing�rer BCSI. Unless noted 0) herwise,top chord shall have roper) attached structural sheathingg and bottom chord shall have a properly
attache, ngqld ceilln Locations shown for ermane t lateral restremt �f w bs shall hav b nnaa Installed per BCSI s lions 83, B7 or 610
as applicaale. App�y laces to each face otpiruss an as shown a�ove and on Ihe�oinrDetalls, unless noter�otherwise. Refer to'ALPINE^
position
drawings 160A-Z for a andard plate positions.
AI ine, a division of ITW Build'n Components Gr�u0 In .,shall not he reS onsiple for, any tleviation from this drawin a failure to build the
trl�ss m conformance with ANSl111 or for handlitl s�1lppI bracing irussesA this tlre'wrXg
mstallatl�n and of seal on or cover pa a 13723 Rive od Drive
listing this drawin intlicates acceptance of proessional engineerin res onsibili(Nv solely forthe design shown. The suit9ahility rP
to
antl use of this rowing for any structure is the responsibility of the �ulldi�ig Desigrfer per ANSI/TPI 1 Sec.2. Suite 200
In§ sa I Sao
For more information see iaw
eneml notes a eantl these web sites: ALPINE: www.al ineibv.comD www.t iar ;SBCAI intlust .com ICC' www.iccsafeom Maryland Heights, MO 6304
Job Number: N334501
Ply: 1
SEDN: 7611 / T6 / HIPS
Cust: R8975 JRef: 1WW589750053
,7A5,182EC,E ,02G ,RHOi/1828/CALI/4EBB ELEV.QE
ply: 1
FROM: RWM
DmNo: 167.20.1454.21207
Truss Label: AB
FV ! WHK 06/15/2020
694 13' 19'10" 26'8" 32'1012 39'8"
6'9"4 6'2"12 6'10" 6'10" 6'2"12 6'9"4
.5X5 N2X4 5X5
D E F
2 T
T
6 $2X4 W g2
C
m G
o_ n
° W3 n
B H
MA F1
4X6(A2) =5X5 =-5X8 =5X5 =4X6(A2)
39,8"
10' 9'10" 9'10" 10 1�
10' 19'10" 29'8" 39,81.
Loading Criteria fps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Lac R ! U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 B 1556 / 716 / 953 / - / 305 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.523 E 999 240 H 1556 /716 /953 /- /- /8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - Wind reactions based on MWFRS
EXP:C
Des Ltl: 37.00
Mean Height: 15.00 R HORZ(TL): 0.121 J - - B Min Brg Width Req = 1.8
NCBCLL: 10.00 BCDL: 4.Code / Misc Criteria Creep Factor:2.0 H Min Brg Width Req = 1.8
psf
Soffit: 0.00 BCDL: 5.0 Pat Bldg Code: FBC 6lh ad 201 Max TC CSI: 0.502 Bearings B & H are a rigid surface.
: Bearings B & H require a seal plate.
Load Duration1.25 MWFRS Parallel Dist h!2 to h TPI Std: 2014 Max BC CSC. 0.864
Spacing: 24.0" C&C Dist a: 3.97 R Rep Factors Used: Yes Max Web CSI: 0.431
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ItFT/RT:20(0)/10(0) Maximum Top Forces Per Ply (Ibs)
GCpi: 0.18 Plate Typists): Chords Tens.Comp. Chords Tens. Comp.
omp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber B-C 1617 -2780 E-F 1504 -2289
C - D 1545 -2523 F - G 1544 - 2523
Value Set: 13B (Effective 6/1/2013) D - E 1504 -2289 G - H 1616 .2780
Top chord 2x4 SP #2 N
BotWe chord 2x4 #3 #1 Maximum Bot Chord Forces Per Ply (Ibs)
Webs2x4SP#3:W3,W52x4 #2al
Chords Tens.Comp. Chords Tens, Comp.
Lumber value design
uses design values
/set2013 y
approved 1/30/2013 by ALSC B - L 2421 -1306 K - J 1982 -1003
L - K 1982 -973 J - H 2421 -1335
Wind
Wind loads ueS P(Ibs)
member designed on MWFRS with additional CBC 1�iJ,fp!► ,,/��f''/�, Maximum
Tens.Comp.Webs Tens. Comp.
EAr°; /A _�P�� L-D 535 -255 K-F 425 -251
F e i D-K 425 -251 F-J 535 -255
° • E-K 306 -391
No, 86367 a o
STATE OF,
i{� a p h' ` 14%
e ' L
Rio A °® of I
e e`
✓"�_°° 0 a 0 0
�vifry a /OVAL
FL REG# 278, Yoonhwak Kim, FL PE 986367
06/15/2020
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
••IMPORTAN• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
T'
Trusses require extreme care in fabricating, handlin shlFping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an tl SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing Ter BCSI, Unless noted otherwise,top have
chord shall properly attached structural sheathlno and bottom chord shall have a pro erly
altac BU n Id cellln Locations shown for ermane t lateral rests nl of w bs shall have br cin installed per BCSI s coons @3, B7 or o10 a
as appllcabte. Apply laces to each face, of truss ana position as s�lown s ove and on the,lolnf Details, unless noter�otherwtse. fiefer to'
drawings 16OA-Z for a andard plate positions. ALPINE
A�ine, a division of ITW Buildin Components Grou� InC. shall not be responsible for any deviation from this drawing,anV failure to build the u,mvmwua
tr ss In conformance with ANSI PI 1, or or ha dll sfli pm , installation and bracing of trussesA seal on this drawirl or cover pape,
, 13723 Rive on Drive
listing this drawin� indicates acceptance o� rot'esstoonal engineerin responsibility solel for the desi n shov91 The suis rP
and use of this Pawing for any structure is TPhe responsibility of the Ouilding Designer perYANSI/TPI 1 Sec.2. Suite 200
For more information see this job's general notes page and these web sites: ALPINE: www.al insiM.cem;TPI: wwwt instxr :SKA' wwwshcrndusyy,00m ICC: wJccsafeorg Maryland Heights, MO 6304
Job Number. N334501
Ply: 1
SEON: 7612 / T21 /HIPS
Cust: R8975 JRef: IWW589750053
,7A5,182EC,E,02G,RH01 /1828/CAU/4EBB ELEV.C,E
Cry: 1
FROM:RWM
DwNo: 167,20.1454.20926
Truss Label: A9
FV / WHK O6/15/2020
6'34 12'0"7 19'10" 27'715 33'4"12 39'8"
6'34 5'8"12 T9"15 T9"15 5'8"12
5X5 1112X4 =5X5
D E F
2 T
T
6 o2X4 W �,2G
n C
v
O W3
m
B 1H l
�A
=4X6(A2) =X5 �5X
58 =-5X5=4X6(A2)
39'8"
FT 10' 91101, 9'10" 10 1�
10' 19'10" 29'8" 39'8"
Loading Criteria (psg Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL 20.00 Wind Std: ASCE 7.10 Pg: NA Ct, NA CAT: NA PP Deflection in loc Udell L/# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Cc: NA VERT(LL): 0.206 E 999 360 B 1556 / 717 1947 / - / 285 / 8.0
BCLL 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.564 E 999 240 H 1556 /717 /947 /- /- /8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - Wind reactions based on MWFRS
EXP: C
HORZ(TL): 0.124 J - - B Min Brg Width Req = 1.8
Mean Height: 15.00 it
Des Ld:CL
10.00
NCBCLL: 10.00 TCDL: .psf Code / Misc Criteria Creep Factor: 2.0 H Min Big Width Req = 1.8
s rigid Soffit 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max 7C CSI: 0.698 Bearings B & H are a g id surface.
Load Duration: 1,25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865 Bearings B & H require a seat plate.
Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.610
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 itFT/RT:20(0)/10(0) Maximum lop Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber B-C 1642 -2791 E-F 1617 -2492
Value Set: 13B (Effective 6/112013) C - D 1543 - 2524 F - G 1643 - 2524
D - E 1617 -2492 G - H 1642 -Z791
Top chord 2x4 SP #2 N
BotWe chord 2x4 #3 #1 Maximum Bot Chord Forces Per Ply (Ibs)
Webs2x4SP W52x4 #2alu
Chords Tens.Comp. Chords Tens. Camp.
set "I
Lumber value set "13B" uses design values
design
approved 1/30/2013 by ALSC B-L 2434-1333 K-J 2055 -1064
L - K 2065 -1034 J- H 2434 -1362
Wind
Wind loads based on MWFRS with additional C&C Maximum Web Forces Per PI ( Ibs
member design. f1t�f f'f,7lifl
Webs Tens.Comp. Webs Tens. Comp.
`tyttlHHl
\���`ON'oWA�•eI`!!!!l0 L-D 498 -203 K-F 539 -324
a 9 F-J 498
-322 -203
�``�n O•�VEl1'S' ./�110
E-K 36
No.86367
90 STATE OF
�wo�FSIDPN,,�°°�
,a6
AtLt�,,�
FL REG# 278, Yoonhwak Kim, FL PE 486367
06/15/2020
•'WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing, Refer to and follow the latest edition of BCSI (Building
Component Safety Information, bV TPI an r� SBCA) foi $a�ety practices prior to performing these (unctions. Installers shall provide temporary.
_
hracin9 per SCSI: Unless noted oytherwise,top chord shall have pro�erly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for armament lateral restr int of webs shall have bracin ins ailed per BCSI sections B3, B7 or tl10
as applicalfe. App�y?. atBs to each face. opiruss and position as shown above and on the Join Details, unless noted otherwise. Refer to'
drawings 160A-Z for stantlard
plate positions.
ALPINE
Alpine, a division of ITW Buildh Components Gr�u� Inc.. she not be res❑onsible for any deviation from this drpwing,an fa!lure to build the v„m
lcuss in conformance with ANSllf9'PI 1, or for ham li shippin m tallati6n and bracing of trussesA seal on this tlrawir� gr cover pa e,
,
isting this drawin� Indicates acceptance of prg%ssionalq engineering responsibilitytv solely for the desi n shov�n. The suifability 13723 Riverpon Drive
and use of this cawing for any structure is the responsibility of the Building Designer peIANSI/TPI 1 Sec.2. Suite 20D
For more inlormation see this'ob's eneral notes a eantl these web riles: ALPINE viwwal ineiM1v.com; TPI: www.t instor ;SBCA: wwwsbcintlest com;ICC: www.iccsafe org Maryland Heights, MO 6304
Job Number: N334501
Ply: 1
SEON: 7613 /
T5 / HIPS
Cust: R8975 JRe(: 1 WW589750053
,7A5,182EC,E ,02G.RH01/1828/CALI/4EBB ELEV.QE
Oty: 1
FROM: RWM
DmNo: 167,20.1454.21331
Truss Label: A10
FV / WHK O6/15/2020
28'8"
33'10"12 39'8"
4 5'2" 12 8' 9'8"
+ 52"12 5'9"4
,5X5 =5Ei35 =5X5
D
F
12
T
6 a2X4 W
T
C
i2
ro
-O
G
N
W3
in
m
B
1s1 A
H
=4X6(A2) �5X5 =5X8
=--5X5 =4X6(A2)
39'8"
10' 9'10"
10 1�
10' 19'10" NN
39'g"
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,P( in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7.10 Pg: NA Ct NA CAT: NA PP Deflection in Ioc L/defl L/#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0,213 E 999 360
B 1556 / 718 1940 / - 1264 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.584 E 999 240
H 1556 /718 /940 /- /- /8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - -
Wind reactions based on MWFRS
Des Ltl: 37.00 EXP: C HORZ(TL): 0.127 J - -
Mean Height: 15.00 itNCBCLL:
B Min Brg Width Req = 1.8
10.00 Code / Misc Criteria Creep Factor: 2.0
TCDL: psf
H Min Brg Width Root = 1.8
Soffit: 0.00 Bldg Code: FBC 61h ad 201 Max TO CSI: 0.870
5.0
BCDL: 5.0 psf
Bearings B & H are a rigid
9 g surface
Load Duration; 1.25 MWFRS Parallel Dist: h/2 to h TPI Bid: 2014 Max BC CSI: 0.865
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.969
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 it FT/RT:20(0)/l 0(0)
Maximum Top Chord Forces Per Ply (Ibs)
Gbon: 1Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber
B-C 1669-2804 E-F 1721 -2693
Value Set: 13B (Effective 6/1/2013)
C - D 1547 - 2533 F - G 1552 -2539D - E 1783 -Z773 G - H 1663 -2797
Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE:
Bot Chord 2x4 SP #1
Webs 2x4 SP 43:W3, W5 2x4 SP #2 N:
Maximum But Chord Forces Per Ply (Ibs)
Chords Cor Chords Tens. Comp.
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSO
B - L 2448 -1362 K - J 2163 -1134
L - K 2147 -1091 J- H 2440 -1384
Wind
Wind loads based on MWFRS with additional C&C
member design. 1f fff flif/fl/
Maximum Web Forces Per Ply (Ibs)
`ijill
Webs Tens.Comp. Webs Tens. Camp.
�'�®'old rt
F-J 466 -151
;`�NC NS
�. F °.
E-K 419 -562
.
s ® No.86367 ® s
°
-�b e4 STATE OF o 4k/�S
°W �n
X11 0 CORiDP
FL REG#278, Yoonhwak Kim, FL PE #86367
06/15/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and fellow the latest edition of
Component Safety Information, b TPI and SBCA) for safety to these functions.
BCSI (Building
practices prior performing Installers shall provide temporary
bracing per BCSI.. Unless noted 0, herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly
altach ri Id cellln . Locations shown forfpermaneat lateral restraint of webs shall have bracinfq installed pgr BCSI sections 83, B7 or o10,
ld
as app is
as ape Is plates to face, o truss an position as shown above and on the Joln Details, un ess noted otherwise.
Refer to
lac
160. ZApip fbr
160A-Z for standard plate positions.
ALPINE
Alpinq, a division of ITW BuI'ISjy,.omponents G y lg shall not be responsible for any deviation from this drpwing,apV failure to build the µ,,,,me,,,,,,.
truss m conformance wnh AI I Ig Pl 1, or for he dlirfq, snippinq,installation and bracing of irussesA seal on this drawnfg or cover pa a
listing this drawin� indica�es acceptance o�pro1asslonal engineerin4 responsibility solely for the desi nshown.
antl use of this iawing or any structure is the responsibility of the nuiltling Desig ANSIlTPI1 Sec.2.
13723 Rive on Dme
The suifability rP
Suite 200
er per
For more inbrmation see ihis'ob's eneral notes a eantl these web sites ALPINEi www.al ineitw.com TPP www.l imter ;SBCA: wwwsbcindust com;ICC: wweiicuate on Maryland Heights, MO 6304
Job Number: N334501
Ply:-1
SEON: 7614 / T4 / HIPS
Cust: R8975 JRef: IWW589750053
,7A5,182EC,E,02G,RH01/1828/CALIMEBB ELEV.C,E
Oty: 1
FROM: RWM
DmNo: 167.20.1454.21003
Tmss Label: Al2
FV / WHK 06/15/2020
9'
17' 1 228" 30'8" i 39'8"
9' I
+ ,
8' 5'8" 8' 91
�5C5
=5X5 =4ET3 4 =5X5
i2 D F
6
T 2
`-"
0
(a) W (a) n
v
TB
W5 in
G I"
A
H
37
=4X6(A2) =-6X6
=6X6 �6X6=4X6(A2) 1
39'8"
FT+ 10'
9'10" 9'10" 10,
10'
19'10" 29'8" 39'8"
Loading Criteria (ps0 Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Cc: NA VERT(LL): 0.251 J 999 360 B 1556 /720 /921 /- 1223 /8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(rL): 0.687 J 999 240 G 1556 /720 1921 /- /- /8.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.081 1 - - Wind reactions based on MWFRS
Des Ld: 37.00 EXP:C
HORZ(rL): 0.150 I - - B Min Brg Width Req = 1.8
NCBCLL: 10.00 Mean Height: 15.00 0
TCDL: 4.2 psf
Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.8
Soffit. 0.00 BCDL: 5.0 p
s rigid
Bldg Code: FBC 6th ed 201 Max TC CSI: 0.939 Bearings B & G are a g id surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h
TPI Sid: 2014 Max BC CSI: 0.897 Bearings B & G require a seat plate.
Spacing: 24.0" C&C Dist a: 3.97 it
Rep Factors Used: Yes Max Web CSI: 0,306 Members not listed have forces less than 3754
Loc. from endwall: not in 9.00
it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpr 0.18
Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE VIEW Ver: 17.02.02A.1213.21
Lumber
B-C 1595 E-F 15-2478
C - D 1608608 - 2478 478 F - G 159595 - 2704
Value Set: 13B (Effective 6/1/2013)
D - E 20D7 -3233
Top chord 2x4 SP 91 :T2, T3 2x4 SP #2 N:
Sot chord 2x4 SP #1
Webs 2x4 SP #3:W2, W5 2x4 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "l38" uses design values
approved 1/30/2013 by ALSC
B - K 2330 -1246 J - 1 3176 -1733
K - J 3174 -1732 I - G 2329 -1275
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
}} (((}�If Maximum Web Forces Per Ply (Ibs)
ils(011311x2 spaced. 8d Box or Gun
me
}i})
�}�,",1 ebs Tens.Comp. Webs Tens.
nato
min.). Rest aint material to be
�'♦♦ C
supplied and attached at both ends to a suitable
support by erection contractor.
`� Qo r . 313 E -834
,
A:m 0•\GENsLO.#��♦♦♦i K-D 527 I-F 718
�'N -832 -314
(a) or scab reinforcement may be used in lieu of CLR
+ 4 L `'
restraint substitute (1) stab for (1) CLR and (2)
0 No, 86367
scabs for (2) CLR'S where shown. Scab
o
reinforcement to be same size, species, grade, and
0 0
80 % length of web member. Attach with 0.128x3" gun
a
nails @ 6" oc,
n
Wind
STATE OF�9 a f� 6
Windloads based on MWFRS with additional C&C
member design.
member
�4Ni
°��� oe 44 A d ♦d
�
♦ � # �R I�re�`+
.�♦��S,�N(A1
1E1e
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/152020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
russes require extreme care in fabricating, handlingshipping,
Component Safety Information, b TPlan n
installing and bracing., Refer to and follow the latest edition of BCSI (Building
SBCA) fety practices prior to performing these functions. Installers shall provide tempos
bracing per BCSI. Unless ngtetl oytherwise,top chord shall have prop. erly attached structural sheathin and bottom chord shall have a pro erlriy
attach 0 ri id c Ilin Locations shown for ermanent lateral restraint of webs shall ham bradri9 installed p r BCSI s ctions B3. B7 or �10
as appeflcati e. eApplgy laces to each face of truss and position as shown above and on the Join Details, ungess note otherwise. Refer to'
drawings 160A-Z for s�andard plate positions.
ALPINE
Alpine, a division of ITVJ B ildn Components Grouo Inc., shall not be responsible for any deviation from this drawin a failure to build the
ress In wnfgrmance with XNSIIIIiPI 1, or for handli g, shlppmtq, installation and bracing of trussesA seal on this drBab/ri� or cover Pape
hells.
listin this rawinq Indies acceD�ance of nro7esslona
and use this nrawingfor is the
en ineerin4 res onslbili(tvv sole)V for the tlesi n sho n. The sui ability 73723 Riveryort Drive
vANSI/TPI1 Suite 200
of any structure responsibility of theeuilding Desigrfer pe Sec.2.
For more information see Ois job's general notes page and these web sites: ALPINE: cow«.al ineitw.wm; TPI: xww.t instor ;SBCA: www.sbcindas xom; ]CC: � .i caoteong Maryland Heights, MO 6304
Job Number. N334501
Ply: i
SEON: 7616 / T2 / SPEC
Cust: R8975 JRef: iWW589750053
,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E
Oty: 1
FROM: RWM
DmNo: 167.20.1454.21332
Truss Label: At
FV / WHK 06/152020
5'74 10'8" 1 '3"15 16'0"1 23'7"15 29'7"15 39'8"
5'7"4 { 5'0"12 5 4'8"2 { 77,14 '{ 6• { 10'0"1 '1
=5X5
5X5 =4X4 =5X5 =5X5
DE
F G H
2
6 � '�2X4
T T
C
ry N
O T5 - v �
B
T
T
39A JT
=4X6(A2) =SS1017 =5X5 = X10�3X6(Al)
3B'6"
�T+ 10' 910" 10,
9AK
+1'�
{ I +
10' 19'10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 L 999 360 B 1556 /716 /933 /- /257 /8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.625 L 999 240 1 1556 1718 / 930 / - /- / 8.0
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.076 K - Wind reactions based on MWFRS
Des Ltl: 37.00 F�P:C HORZ(TL): 0.142 K - - B Min Bag Width Req = 1.8
Mean Height: 15.00 it1 Min B Width Re 1.8
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 r9 q =
TCDL: 4.2 psf s
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6ih ed 201 Max TC CSI: 0.820 Bearings B & I are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.866 Bearings B & I require a seat plate.
Spacing: 24.0" C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.811 Members not listed have forces less than 3750
Loc. from endwall: not in 4.50 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE, 188S VIEW Ver: 17.02.02A.1213.21
Lumber B-C 1690 F-G 1529 -2878
552-2521 305
C - D 1443 -2214 G - H 1548 - 2649
Value Set: 130 (Effective 611/2013) D - E 1443 -2214 H - I 1548 -2649
Top Chord 2X4 SP #2 N :T5 2x4 SP 24001-2.0E: E - F 1486 -2258
Bot chord 2x4 SP #1
Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs)
Lumber value set "l3B" uses design values Chords Tens.Comp. Chords Tens. Comp.
approved 1/30/2013 by ALSC
B - M 2452 -1376 L - K 2605 -1515
Wind M-L 2814-1517 K-I 2266 -1220
Wind loads based on MWFRS with additional C&C
t1�� f/I/
(///
member design. `,1\) 1� Maximum Web Forces Per Ply (Ibs)
, ,
&AH Ak�,.,,� Webs Tens.Comp. Webs Tens. Comp.
`�% �
1699
���vi�
Oy\CiENs'�ee7
M-E 597 -1872 K-H 693 -314
M-F 499 -742
o No. 86367
1 4 Al lei o
�A� e
r
STATE OF ° z,,
'•-,°IFS ;<oR,o,�;r������
NIA;
,�1,
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
"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, handling shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building
Component Safety Information, b TPI SBCA)
and for safety practices prior to pedorming these functions. Installers shall provide temporary
bracing er BCSI. Unless noted o�herwise,top chord shall have pro erly attached structural sheathingg and bottom chord shall have a pro perly
attache.TrL ceilin . Locations shown for ermane t lateral restrxint bf webs shall hav b qln In and per BCSI 63, 67 or 610,
Fictions
as appllca e. App�Y laces to each face. of truss an a position as shown above and on tt e oln(gDetails, unless note otherwise. Refer to
drawings 160A-Z for a andard plate positions.
ALPINE
At ine, a division of ITW Build'n Components Gr u Ina., shall npt be res onslble for any deviation from this drawl ap failure to build the mmvmMoun
hTs's In conformance with ANSIIIgI-PI 1, or for hanoIir� snlppin bracing trusses k this
,Installation antl of seal on rrra'wi g or cover pa e, , 13723 Rive od Drive
listing this drawin indicates acceptance of pro essiona anglneerin responsibility sole forthe desi nshown. The suifability Riverport
use of this gnawing for any s�ructure is [he responsibility of the Building Desigrier pe�ANSUTPI I S'�ec.2. Suite 200
For more information see this job's general notes page and these web sites: ALPINE: w al ineitw.com: TPI' www.t instor :SBCA: www.sbcindust .core; ICC: www.imsafa.or Maryland Heights, MO 6304
Job Number. N334501
Ply: 1
SEQN: 7636 / T20 /COMN
Cust: R8975 JRef: IWW589750053
,7A5,182EC,E ,02G,RHOI/1828/CAUAEBB ELEV.C,E
Qty: 1
FROM: RWM
DmNo: 167.20.1454.21143
Truss Label: A13
FV / WHK 06/15/2020
5'7"4 10'8"
13'3"15 217'15 317'15 39'8"
5'7"4 5'0"12
2'7"1 8'4" 10' 8'0"1
D
T 12
E T3 =H0510 T4 =6X6 T
G
6 �2X4
T
G
N
rn
e
B
H
I1
-ri A
I 1
3X6(A7) B1 _3X8
L K J-3X6(Al)
20'8"
5'8, 13'4" —�
1' 10'8"
5.4'. T10" T10" 8' 1'
F + 10'8"
16. + 23'10" f 31'6" + 39'8"
Loading Criteria (ps0 Wind Criteria
Snow Criteria (Pg,Pf in PSF) Deti/CSI Criteria ♦ Maximum Reactions (Ibs), or •=PLF
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Cb NA CAT: NA PP Deflection in too L/de8 L/# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf. NA Ce: NA VERT(LL): 0.043 M 999 360 B 840 1395 / 549 ! - / 257 / 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.128 M 999 240 N• 315 1141 1160 /- /- / 68.0
BCDL: 10.00 Risk Category: ll
Snow Duration: NA HORZ(LL): 0.015 J - - H 585 1240 1435 /- /- 18.0
Des Ld: 37.00 EXP: C
HORZ(TL): 0.028 J - - Wind reactions based on MWFRS
NCBCLL: 10.00 Mean Height: 15.00 it
Code / Misc Criteria Creep Factor. 2.0 B Min Big Width Raft= 1.5
TCDL: .psf
Soffit: 0.00 BCDL: 5.0 sf
P
r WidthRe
Bldg Code: FBC Stiffed 201 Max TC CSI: 0.957 N Min B9 q = -
Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
H Min Big Width Req = 1.5
Max BC CSI: 0.546 Bearings B, N. & H are a rigid surface.
TPI StdFa
Spacing:
Spacing: 24.0" C&C Dist a: It
ors
Rep Factors Used: Yes Max Web CSI: 0.546 Bearings B, N, & H require a seal plate.
dwa
Loc. from endwall: not in 4.50 it
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s): Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE, HS VIEW Ver: 17.02.02A.1213.21j Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Value Set: 13B(Effective 6/1/2013)
B-C 844-1265 E-F 541 -628
Top chord 2x4 SP#2 N:T32x4 SP#1:
C-D 676 -932 F-G 648 -274
:T4 2x4 SP 24001-2.0E:
D - E 709 -911 G - H 258 -611
Bot chord 2x4 SP #2 N :137 2x4 SP #1:
Webs 2x4 SP #3:W7 2x4 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Lumber value set "138" uses design values
Chords Tens.Comp. Chords Tens. Comp.
approved 1/30/2013 by ALSO
B-M 1088 -604 K-J 924 -159
Bracing
M-L 931 -462 J-H 455 -78
t )be quallyR paced. Attachor better(inuous with (2)lateralrestraint
Box or Gun
tiNAk �1f°°i
Maximum Web Forces Per Ply
nails(0.113"x2.5",min.). Restraint material to be
`y�%t1'I (Ibs)
• o • •
�I�/j°
supplied and attached both to
• p• A Webs Tens.Comp. Webs Tens. Comp.
QOC
NV�
ends a suitable
♦ V ' T V
•.♦ �CIr a-'
tr
support by erection contractor.
; • �r • i D-M 619 -431 F-K 876 -1254
(a) orscab reinforcementmay, beused in lieu of CLR
" o No. s i E-L 354 -564 K-G 655 -1043
86367
restraint. substitute (1) scab for (1) CLR and (2)
w` • a L - F 903 .493
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
a
80 % length of web member. Attach with 0.128x3" gun
= a
nails @6"oc'
ape STATE OF il
Plating Notes
All plates are 5X5 except as noted.
,.�p��`S ;� fl R
Wind
'400
Wind loads based on MWFRS with additional C&C
IA� `�N
member design.
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/152020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING]
"IMPORTANT" FURNISH THIS DRAWING
TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricatin , handling shipping,
Component �
installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Safety Information, byv TPI an SBCA) for sa�ety practices prior to performing these functions. Installers shall provide tempos
bmcingper BCSI., Unless noted olherwise,top chord shall have properly attached a wctural shilathn� and bottom chord shall have a properly
attache n Id ceilm . Locations shown (or ermanenl lateral
laters
restraint of webs shall have Braun ins alled per BCSI s etions B3, B7 or B10,
as appllcabb e. Appy to each face. opiruss and position
drawings 16OA-Z for a andard plate positions.
as shown above and on the Joinl9Detalls, unless note otherwise. Refer to ALPINE
d
Alpine, a division of ITW Buildinuu Components Gr�up Ina, shall not be responsible for any�laviation from this hrawrro,rg failure to build the µ,my.
tr ss m conformance with ANSI PI 1, or for ban lin s Ippm , mstallab n and bracing o lrussesA SSeal on t Is r 'wi or cover page
listing this �Irawino indicates acceptance of �ro�'esslonal engineering responslbiliri sole lyV for the design shovin. The suitability 13723 Rive ort Drive
and use o this iawing for any s acceptance
is he responsibility the Building Desigrn(er 1 Sec.2. Suite 200
of perANSI/TPI
For more information see thisjob's general notes page and these web sites: ALPINE: www.al ineibvcom; TPI- www.t inster ;SBCA: www.sbcindus com; ICC: w Jcoaafiaog Maryland Heights, MO 6304
Job Number: N334501
Ply: 2
SEON: 1017721 T12 /HIPS
Cust:R8975 JRef: IWW589760053
,7A5 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E
Oty: 1
FROM: JRH
DrivNo: 167.20.1454.20816
Truss Label: A14G
FV / WHK 06/15/2020
—x 2 Complete Trusses Required
T
10, S'8" 10, T
—6C6
—8p8 =-8X8 =6X6
12
T2 T3 T4 F
T 6�
m
T
o
m B
G a
s�A
H I
4X6(At) =8X8
-8X8 =8X8=4X6(A7) 1
39,8"
10,
10'
19'10" 2" 39'8" 9'8
Loading Criteria (ps0 Wind Criteria
Snow Criteria (Pg,Pf in PSF) De0/CSI Criteria A Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT:NA PP Deflection in loc Udell L/# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf. NA Ce: NA VERT(LL): 0.295 J 999 360 B 3135 / 1427 1- 1- l - / 8.0
BCLL: 0.00 Enclosure: Closed
ILL: NA Cs: NA VERT(I-Q: 0.816 J 850 240 G 3136 11428 /- /- /- / 8.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.064 1 - - Wind reactions based on MWFRS
Des Ld: 37.00 EXP:C
HORZ(TL): 0.121 I - - B Min Brg Width Req = 1.8
it Height: 15.00
NCBCLL: 0.00
G Min Br Width Re 1.8
Code / Misc Criteria Creep Factor. 2.0 9 q =
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 p sf
Bearings B 8 G are a rigid surface.
Bldg Code: FBC 6th ad 201 Max TC CSI: 0.676 9 9
Load Duration: 1,25 MWFRS Parallel Dist: to h/2
TPI Sid 2014 Max BC CSI: 0.507 Bearings B 8 G require a seat plate.
Spacing: 24.0" C&C Dist a: 3.97 it
Rep Factors Used: No Max Web CSI: 0.760 Members not listed have forces less than 3754
Loc. from endwall: NA
FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE VIEW Ver: 17.02.02A.1213.21
Lumber
B-C 1424-3094 E-F 1534 -3602
C - D 1533 -3601 F - G 1425 - 3094
Value Set: 13B (Effective 6/112013)
D - E 2128 -4831
Top chord 2x4 SP #2 N :T2, T4 2x6 SP SS:
:T3 2x6 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Bot chord 2x6 SP SS
Chords Tens.Comp. Chords Tens. Comp.
Webs 2x4 SP #3
Lumber value set "13B" uses design values
B - K 2752 -1257 J -1 4769 -2187
approved 1/30/2013 by ALSC
K - J 4768 -2187 I - G 2753 -1258
Nailnote
uTens.Comp.esP (1b
Nail
Chord: leRow @12.00'I o.c.
1"1 V✓�rlrrf�., Webs bs Tens. Comp.
O�tJ(WAIr a
A.
`�\A�``"
Bot Chord:1 Row @12.00"o.c.
�t���••'CENS••�A_'j° C-K 1287 -417 E-1 727 -1297
Webs :1 Row @ 4"o.c.
V •,,��lJ �� K-D 727 -1298 I-F 1287 -417
Use equal spacing between rows and stagger nails
q,•. •e
in each row to avoid splitting.
No, 86367 d
Loading
o • • 3
0
#1 hip supports 7-0-0 jacks with no webs.
% • � :^
Wind
e STATE OF 441
Wind loads and reactions based on MWFRS.
v Q ee F K -N
•
°°OOi 0RI�Pe`
F' 410I�D
/0NlA,1�,,
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT•• FURNISH THIS DRAWING
TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricatin , handling9 shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety �
Information, b TPI an SBCA) for safety
bracing er BCSI.. Unless noted o) Envise,lop chord shall
practices prior to performing these functions. Installers shall provide tempos
have properly attached structural sheathingg and bottom chord shall have a properly
attache rigid cellm Locations shown for ermanent lateral restraint of webs shall have bracm Inst@Iled per BCSI s coons 83, B7 or B10
as applicable. Appy lales to each face. otptruss and position as shown above and on the Join Details, unless note otherwise. Refer to'^ram
standard
drawings 160A-Z for plate positions.
1.�
ALPINE
VN
Aline, a division o(ITW Buildin Components Grppp In shall not be responsible for any deviation from this drawing,an failure to build the
tr ss In conformance wil ANSI PI 1, or for han Ilnq, s ipp!n)q, Installatl n and bracing of trussBsA seal on this drawl g or cover page
listing this drawing,in testes acceptance of Ptro esslona engineerin responsibility sulel for the design shown. The suiCabllity 73723 Rive oM1 Drive
this for is the Building Suite 200
and use of awing any sucture responsibility of the Desig%er pe�ANSVTPI 1 Sec.2.
For more information see this aYs general notes page and these we5 sites: ALPINE: wvw.al ineitw.com' TPI: wvw.tpiru or �sgc www.slecindvs .comICC: wmacuareorg Maryland Heights, MO 6304
Job Number: N334501
Ply:1
SEQN: 7618/ T19 / COMN
Cust: R8975 JRef: 1WW589750053
,7A5,182EC,E,02G ,RH01/1828/CALI/4EBB ELEV.C,E
Qly: 1
FROM: RWM
OmNo: 167.20.1454.20925
Truss Label: A15
FV / WHK 06/152020
5'T'4 10'8"
15'3"15 23'3"15 31'8"1 32,'8" 39'8"
i 5'7"4 f• 5'0"12 }
4'T'15 + 8' 8'4"2 11.1� 5 7' {
-5X5
D
2
6 ea 2X4
T
�5X10(SRS)
a5 E14 -H0510 H
T
C
T3 T4 G TT
m
B
I
IM Ie
s�A
J111
3%6(A7) =5X8
=5X5 -4X6 =4X4L =5X5 =3X6(A1) 111
21'
5' 13'8" i
5 5 58 8
8'
-} } }
16' 21' 26' 31'e" 39'8"
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in P6F) DeB/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT:NA PP Deflection in loc Udeg U# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.038 0 999 360 B 745 / 341 / 498 /- 1277 18.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.117 O 999 240 M 1429 / 650 / 723 / - /- / 8.0
BCDL: 10.00 Risk CategoryII
Snow Duration: NA HORZ(LL): 0.017 K - L 629 1223 / 242 / - !- 18.0
Des Ld: 37.00 EXP:C
HOF2Z(TL): 0.031 K - - I 534 /244 /399 /- /- /8.0
NCBCLL: 10.00 Mean Height: 15.00 it
Code I Misc Criteria Creep Factor. 2.0 Wind reactions based on MWFRS
Soffit: 0.00 TCDL: 4.2 psf
BCDL: 5.0 psf
Bldg Code: FBC 6th ad 201 Max TC CSI: 0.796 B Min Brg Width Req = 1.5
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
M Min Big Width Req = 2.0
TPI Std: 2014 Max BC CSI: 0.774 L Min Big Width Req = 1.5
Spacing: 24.0" C&C Dist a: 3.97 it
Rep Factors Used: Yes Max Web CSI: 0.703 I Min Brg Width Req = 1.5
Loc. from endwall: Any
FT/RT:20(0)/10(0) Bearings B, M, L, & I are a rigid surface.
GCpi: 0.18
Plate Type(s): Bearings B, M. L, & I require a seat plate.
Wind Duration: 1.60
WAVE, HS VIEW Ver: 17.02.02A.1213.21
Lumber
Members not listed have forces less than 375#
Value Set: 138 (Effective 6/1/2013)
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Top chord 2x4 SP #2 N :T3, T4 2x4 SP #1:
Bot chord 2x4 SP#2N
B-C 1173-1100 E-F Sao -686
Webs 2x4 SP#3
C-D 1078 -901 G-H 703 -618
Lumber value set"13B" uses design values
D-E 886 -674 H-I 605 -SR
approved 1/30/2013 by ALSC
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
or ter lateral obeGun
Chords Tens.Comp. Chords Tens. Comp.
tostraint
Attach x or
be2.5
with mat
a).
10
Ll- 530
m'IdRB
toinuous
Restraint material l
,,e����I1WAk ,i// O - N 5 0 -428 K -366
Q /
supplied and attached at both ends to a suitable
by
• a // N - M 598 -426 K- I 451 -354
'l ij
support erection contractor.
�e� • 4�pENSFo•�
a or scab reinforcement may be used in lieu of CLR
restraint. f
i o
: ° °0 a Maximum Web Forces Per Ply (Ibs)
substitute 1 scab r 1 CLR and 2
() () ()
r • No, 56367 • Webs Tens.Comp. Webs Tens. Comp.
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
� •
. e 1 c Z_ C - O 468 -291 M - F 773 -732
80% length of web member. Attach with 0.128x3" gun
i • �y�� ° O - D 489 -432 L - G 886 -898
nails @6"oc.
a o ir- E-M 1630-1574
Wind
p ° STATE OF
r •
'rjO'�
Wind loads based on MWFRS with additional C&C
member design.
° • C OR IDP0%,"
/• • •a.14"A11�
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/152020
-WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
-IMPORTANT** FURNISH THIS DRAWING
TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme rare in fabdcatin , handling shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building
Component Safety Information, b TPlan � SBCA) r safety practices prior to performing these functions. Installers shall provide tempos
1mise,top
bracing er BCSI., Unless noted oyt chord shall have proper)yy attached structural sheathin and bottom chord shall have a properyrly
attachexri id ceilln Locations shown for�ermanent lateral restraint of webs shall hav brawn9 msi611ed p r SCSI s cbons 63, B7 or B10.
as applicable. Apply laces to eac face,o truss and position
as shown above and on it a Jomt Details, ungess nole�otherwisse, kefer to
drawings 160A-Z for standard plate positions.
ALPINE
a division of Build�nq�Components Group In, . shall not be resolonsii [a for any deviation from this drawingk ap� failure to build the u,mvraueure
trNs i with
tr ss to conformance with AN I/TPI 1, or for handlin s ippin , installatl n an bracing o trussesA seal on this dr wi g or cover pa e, , 13723 Rive art Drive
listing this drawing Indicates acceptance of prooessional engineerin responsibility sole) forthe des i n shown. The putabilityRiverport
use of this drawing for is LI.e the guiding Designer t Sec.2. Suite 200
any structure responsibility of perANSVTPI
For more informalionsee this'ob's glenerzl notes page and these web sites: ALPINE: www.al ineilw.com:TPI: www.t inst.or :SBCA: w .sbcindust .com;ICC: w Accsafeam Maryland Heights, MO 6304
Job Number: N334501
Ply: 1
SEQN: 7619 /
T18 / SPEC
Cusl: R8975 JRef: 1 W W589750053
,7A5,182EC,E,02G ,RH01/1828/CALI/4EBB ELEV.C,E
Qty: 1
FROM: RWM
DrvNo: 167.20.1454.21689
Truss Label: A16
FV / WHK 06/1512020
I�25'3"15
'9"15
5'7"4 10'8"
f'
17'3"15 19'3"7521'3°15 23'6" 27'3"15 29'8°
32'8".I
39'8"
57"4 5'0"12
67.15 2' + 2' T 2.2"1{ F 2' +
2'11"15
7'
=5X5
D
12 Z T 6 � —5L5 T
m C a6E F G —8H8 I J e5X10KSR8) T ,e
m o_
B ZA9 AE M I�� t
72 A N I
1-1 Y X W V U T S R O P O
=3%6(A1) =5X5 =5X5 =4X4 1112X4(' =5X5=3%fi(Ai)
=4%4
27 5 138"�
1'3"15 F 1'8"1 2' } 2' �1'3�"15 ) 2'1"1)
2,2„1
8' ifi' 1T "152, 21'[1 3'3'7525'3'I78�5,1' 27'3"7531S
93�15 21'3"15 28'
Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in Iec Udefl U# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(I-Q: 0.037 Y 999 360 B 774 1354 / 508 /- / 317 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT( Q: 0.112 Y 999 240 U 1323 /588 /635 /- /- 18.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(L.L): 0.016 0 - - R 711 / 237 1257 /- /- 18.0
Des Ltl: 37.00 EP:C HORZ(TL): 0.030 O - - M 531 / 246 1381 /- /- 18.0
Mean Height: 15.00 R Code / Misc Criteria Creep Factor: 2.0 Wind reactions based on MWFRS
NCBCLL: 10.00 P
TCDL: 4.2 psf B Min B Width Re 1.5
Soffit: 0.00 Bldg Code: FBC 6Ih ed 201 Max TC CSI: 0.931 r9 q =
BCDL: 5.0 psf U Min Erg Width Req = 1.8
Spacing:
Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Re Fa ors Max BC CSI: 0.571 R Min Brg Width Req = 1.5
Spacing: 24.0" C&C Dist a: 3,97 fl Rep Factors Used: Yes Max Web CSI: 0.571 M Min Big Width Req = 1.5
Loc. from endwall: Any FT/RT:20(0)/10(0) Bearings B, U, R, & M are a rigid surface.
GCpi: 0.18 Plate Type(s): Bearings B, U, R, & M require a seat plate.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber Members not listed have forces less than 375#
Value Set: 138 (Effective 6/112013) Maximum Top Chord Forces Per Ply (Ibs)
Top chord 2x4 SP #2 N Chords Tens.Comp. Chords Tens. Comp.
Bot chord 2x4 SP#2N B-C 1167-1151 F-G 823 -821
Webs 2x4 SP #3 C - D 1095 -960 G - H 834 -831
Lumber value set "1313" uses design values D - E 849 -722 K - L 728 -548
approved 1/30/2013 by ALSC E - F 823 -821 L - M 667 -571
Plating Notes Maximum Bot Chord Forces Per Ply (Ibs)
All plates are 2X4 except as noted. Chords Tens.Comp. Chords Tens. Comp.
scaled plate plotdeailuire s for special positioning
to ,�0A,1 JINJ �)�p��g.Y 978 -866 T-S 662 -551
requirements. �� V • • e • • • • � i� Y - X 627 -443 S - R 661 -551
O ^� o GEIV ♦ ��e X-W 462 -353 R-Q 424 -375
Wind ,��� •9 �\ SF �• �i` W-V 462 -353 Q-P 424 -375
Wind loads based on MWFRS with additional C&C • • 5 V-U 462 -353 P-0 424 -377
member design. a • No. 86367 • U-T 663 -550 O-M 445 -407
OC
(or as d brace chord aboding a/below filteratn or • � �° • Maximum Web Forces Per PI Ibs
(or ct designed) including a latent brace on chord • • y (Ibs)
directly above/ below both ends of filler � "Q • • � � Webs Tens.Comp. Webs Tens. Comp.
(if no rigid diaphragm exists at that point) o STATE OF a
.n 4% C-Y 407 -257 U-AB 548 -605
�r0 •• P-a- �N YD 453 -347 AB-H 472 -522
'���� • ®� Q R
-
lOa • 4�- Z 1577 -1447 R -AE 959 -847
S • • • Z-U 1691 -1466 AE-K 943 .826
ON AL
FL REG# 278, Yoonhwak Kim, FL PE 486367
06/15/2020
ALPINE
any
13723 Riveryon Drive
Suite
Suite 200
Maryland Heights, MO 63043,
Job Number: N334501 Ply: 1 SEON: 7620 / T3 / GABL Cust: R8975 JRef. IWW589750053
,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E Oty: 1 FROM:HMT DmNo: 167.20.1454.20644
Truss Label: B1GE FV / WHK 06/15/2020
4'8" -1 2, ----q
(TYP) =4F4
Loading Criteria (ps0 Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP. C
NCBCLL: 10.00 Mean Height: 15.00It
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
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at .1.00 to 96 plf at 22.33
BC: From 20 plf at 0.00 to 20 plf at 21.33
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
memberdesign.
Additional Notes
See DWGS A16015ENC101014 & GBLLETIN1014 for
gable wind bracing and other requirements.
"IMPORTANT"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NF
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
as
21'4"
MEN
Defl/CSI Criteria
PP Deflection in Joe Udell U#
VERT(LL): 0.005 R 999 360
VERT(rL): 0.017 R 999 240
HORZ(LL): 0.004 L - -
HORZ(TL): 0.006 R - -
Creep Factor: 2.0
Max TC CSI: 0.323
Max BC CSI: 0.211
Max Web CSI: 0.092
VIEW Ver: 17.02.02A.1213.21
♦ Maximum Reactions (lbs), or'=PLF
Loc R /U /Rw /Rh /RL /W
B' 125 / 48 139 /- / 11 / 256
Wind reactions based on MWFRS
B Min Brg Width Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
\ I1111N111111/
OWAlr tr .
\ •e• en it I
a No, 66367 e
n 1 p e l
o STATE OFV
a
AL
114IJ
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
on
ALPINE
.W IIV/[pW.1NY
Q6
Job Number: N334501 Ply: 1 SEON: 7621 / T1 / GABL Cust: R8975 JRef. 1VWd589750053
,7A5,182EC,E,02G,RH01/1028/CALI/4EBB ELEV.C,E Qty. 1 FROM:RWM DwNo: 167.20.1454.20629
Truss Label: CIGE I I FV / WHK 06/152020
F 1,
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP' C
NCBCLL: 10.00 Mean Height: 15.00it
TCDL: 4.2 psf
Soffit 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.00 ft
Loc.. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Special Loads
------(Lumber Dur.Fac=1.25 / Plate Dur.Fac=1.25)
TC: From 96 plf at .1.00 to 96 plf at 15.00
BC: From 20 plf at 0.00 to 20 plf at 14.00
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWGSA16015ENC101014 & GBLLETIN1014 for
gable wind bracing and other requirements.
a
7'
7'
5. i— 2 _i
(TYP)
=04
D
14'
14'
14'
Snow Criterta(Pg,Pfin PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell L/#
PE NA Ce: NA
VERT(LL): 0.007 J 999 360
Lu: NA Cs: NA
VERT(TL): 0.021 J 999 240
Snow Duration: NA
HORZ(LL):-0.004 H - -
HORZ(fL): 0.009 H - -
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC Sin ad 201
Max TC CSI: 0.392
TPI Sid: 2014
Max BC CSI: 0.256
Rep Factors Used: Yes
Max Web CSI: 0.135
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver. 17.02.02A.1213.21
as
' ON dW. kflop�P
® No.86367 0
. c
0
ATE OF�,4r�
i
A Maximum Reactions (lbs), or•=PLF
Loc R I /Rw /Rh /RL /W
B' 129 150 140 / - 112 / 168
Wind reactions based on MWFRS
B Min Brg Width Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
Maximum Gable Forces Per Ply (lbs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 461 -403 H - E 461 -403
we'�. FS . to R10P I;b C
Willi
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
ALPINE
any
AN nVI rONNNY
13723 Riverpon Drive
Suite 200
4A
SEON: 1017781 COMN Ply: 1 1 Job Number. N334501 CusCR8975 JRef1VVW589750053T13 /
FROM: JRH Oty: 1 ,7A5,182EC,E,02G ,RH01/1828/CALI/4EBB ELEV.C,E DmNo: 167.20.1454.24202
Truss Label: D1 I / YK 06/152020
T
10,
�4X4
C
12 T
N
is
B D
A Ee.,
F t—v
2X4(At) 1112X4=2X4(A1)
10,
10' +1�
Loading Criteria (psr) Wind Criteria Snow Criteria (i in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0,007 F 999 360 Lac R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.013 F 999 240 B 434 /_ /_ /287 /202 /134
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 F - D 434 /- /- /287 /202 /-
FXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.006 F - - Wind reactions based on MWFRS
Mean Height: 15.00 ft B Br Width = 8.0 Min Re 1.5
NCBCLL: 10.00 TCDL: 4.2 sf Code / Misc Criteria Creep Factor 2.0 9 0 =
Soffit: 0.00 p Bldg Code: FBC 6th.ed 201 Max TC CSI: 0,250 D Brg Width = 8.0 Min Req = 1.5
BCDL 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to hl2 TPI 2 Max BC CSI: 0Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Spacing: 24.0" C&C Dist a: 3.00 ItFa Rep Fac: Noo Max Web CSI: 0,081 .081
Loc. from endwall: not in 4.50 itFT/RT:20(0)/10(0) Members not listed have forces less than 375#
GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19
Lumber B-C 358 -494 C-D 359 -494
Value Set: 13B (Effective 6/112013) Maximum Sot Chord Forces Per Ply (Ibs)
Top chord 2x4 SP #2 N Chords Tens.Comp. Chords Tens. Comp.
Bot chord 2x4 SP #2 N
Webs 2x4 SP#3 B-F 3% -183 F-D 396 -183
Lumber value set "138" uses design values
approved 1/3012013 by ALSC
Wind
Wind loads based on MWFRS with additional CSC ` 00lil1l1111^/
member design. `�O-``.0 wn`I j '/oA
Additional Notes q^`,,�1�Q `�E M9, as / �j•
Refer to General Notes for additional information V 4 ,!/ �
� o
No.86367 's
o° STATE OF
�'•�� °°9°°°(ORI'o T® �M C
•i (�q eR�O� e�
°'eSIONAL E!
''/1111i11111110
FL REG# 278, Yoonhwak Kim, FL PE 486367
06/15/2020
"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, handlinc7, 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 temporaryry
bracing er BCSI. Unless noted otherwise,top chord shall have propery attached structural sheathin and bottom chord shall have a properl
attache.Trinld ceilin Locations shown for ermane t lateral restraint of webs shall hav br onnq Ins�alled p r BCSI sections B3, B7 or Bey
as drawings
e. Applgy �rlates to each face otptruss ana position as shown above and on the.�olnCDetaIts, ungess notetl otherwise. Refer to ALPINE
drawings 160A-2 fors andard plate positions.
AI in@, a division of ITW Buildmu psTponents GrOpU Ig shall not be resoonsl le for any deviation from this drawlr�0 anv failure to build the u, mrmx.�ur.
IlrtPss m conformance with ANSIlfPI 1, or for hantlllo snippin , mstallati6n an�bracin f trussesA seal on this tlrawlri or cover paq e, , 6750 Forum Drive
Istlnq this drawing Indicates acceptance of pro�'esswnal engineering respons�b�llttyV solelyV for the tlesi4Gn shorn. The suiCabdtty
antl Gse of this r7iawing for any structure is the responsibility of the building Desigr(or perANSIlTPI 1 Sec.2. Suite 305
:or mare information see Nis job's general notes page and these web sites: ALPINE www.alpineitw.mm; TPI: www.tpinstarg;SBCA:www.sbcindustry.com; ICC: www.iccsafe.arg Orlando FL, 32821
SEON: 101775/ COMN Ply: 1 Job Number: N334501 Cust: R8976 JRef:1vWv589750053T14 I
FROM: JRH pry: 1 ,7A5 ,182EC.E ,02G,RH0I / 1828/CALIMEBB ELEV.C,E DrwNo: 167.20.1454.24357
Truss Label: D2 / YK 0611512020
Loading Criteria (ps0
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"
�4X4
C
2 T
6� _I
N
in
B D
A E t—V
8
2X4(Al) 1112X4 =_2X4(A1)
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 it
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: not in 4.50 it
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/l/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
10,
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pt NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
AND FOLLOW ALL NOTES ON
Deff/CSI Criteria
PP Deflection in loc Udell L/#
VERT(LL): 0.007 F 999 360
VERT(CL): 0.013 F 999 240
HORZ(LL): 0.003 F - -
HORZ(fL): 0.006 F - -
Creep Factor: 2.0
Max TC CSI: 0.250
Max BC CSI: 0.264
Max Web CSI: 0.081
VIEW Ver: 18.02.01A.0205.19
A Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 434 /- /- /287 /202 1134
D 434 /- /- /287 /202 /-
Wind reactions based on MWFRS
B Big Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 358 -494 C - D 359 -494
Maximum But Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp.
B-F 396 -183 F-D 395 -183
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/152020 .
INCLUDING THE INSTALLERS
tljoY
ALPINE
the
mMwxr
a
ability
6750 Forum Drive
Suite 305
docsafeem
Orlando FL, 32821
SEON: 101787/ HIPS Ply: 1 Job Number: N334501 Cust: R8975 JRef: 1VVW589750053T17 /
FROM: JRH DIV 1 ,7A5 ,I 2EC,E,02G,RH01/1828/CALIMEBB ELEV.CE DiwNo: 167.20,1454.24217
Truss Label: 133G / YK 06/15/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCSCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0"
10,
=4X13 4X6
12 C D
6 T
T
B E
A F
2X4(A1) 1112X4 II12X4 =2X4(A1) 1�\Nl-
3112
31,„12
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 138 (Effective 611/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
10,
3'8"8
6'10"4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: Ni
Pf: NA Cc: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
12
'
3'1"
10
Defl/CSI Criteria
PP Deflection in loc Udell U#
VERT(LL): 0.022 H 999 360
VERT(CL): 0.044 H 999 240
HORZ(LL): 0.008 C - -
HORZ(TL): 0.016 C - -
Creep Factor: 2.0
Max TC CSI: 0.288
Max BC CSI: 0.379
Max Web CSI: 0.059
VIEW Ver: 18.02.01A.0205.19
A Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 625 /- /- /- /312 /-
E 625 /- /- A /312 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 8.0 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Members not listed have forces less than 3759
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 4% -963 D-E 456 -953
C - D 381 -842
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens, Comp.
B - H 829 -384 G - E 829 -384
H-G 842 -381
Special Loads
(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25)
TC: From 56 plf at -1.00 to 56 plf at 3.00
TC: From 28 plf at 3.00 to 28 plf at 7.00TC: From 56
BC: From 20 plf al 100
0.00 to 20 lf at 7.00 to 56 plf at lf at 13 03 S`y\�OQ e p/wOC �'. Ir//d���'''
BC: From 10 plf at 3.03 to 10 plf at 6.97 �Q ®o �\VENs[.
BC: From 20 plf at 6.97 to 20 plf at 10.00 C'
TC: 129 lb Conc. Load at 3.03, 6.97 ® No. 66367 0
TC: 65 lb Conc. Load at 5.00 0 , 0 v a
BC: 80 lb Conc. Load at 3.03, 6.97
BC: 52 lb Conc. Load at 5.00 0w
Wind STATE OF�0
v
Wind loads and reactions based on MWFRS. ®0 1� Q+ /
Additional Notes ,ei �.A 00 �UR1 0���1®
Refer to General Notes for additional information ��J s 0 0 • ®®• 9
��/0(ALt�\1
FL REG# 278, Yoonhwak Kim, FL PE #86367
FOLLOW ALL
INCLUDING THE INSTALLERS
failure to build the
orcover pa e
n. The sui ability
ALPINE
m muvw
6750 Forum Drive
Suite 305
Onando FL, 32821
SEON: 28501/ VAL Ply: 1 Job Number N334501 Cust R8975 JRef:iWW589750053T33 /
FROM: RWM Oly: 1 ,7A5 ,182EC,E ,02G.RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 167.20.1454,24077
Truss Label: VB YK / WHK 06/15/2020
3'11 "8
3'11"8
12 =4X4
6
T 6�
�+=4X4(D1)
1 A
Loading Criteria (psf) Wind Criteria
TOLL: 20.00 Wind Std: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP: C Kzti NA
Mean Height: 15.00 ft
NCSCLL: 10.00 TCDC 4.2 psf
Soffit: 0.00 BCDL 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h
Spacing: 24.0" C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N
Bet chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSO
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
See DWG VAL160101014 for valley details.
Valley truss connection to truss below shall be designed
and furnished by others .
7'11"
7'11"
7'11"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Cade: FBC 6th.ed
TPI Std: 2014
Rep Fee: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in foe Udefl L/#
VERT(LL): 0.028 999 360
VERT(CL): 0.051 999 240
HORZ(LL):-0.010 - -
HORZ(TL):0.019 - -
Creep Factor: 2.0
Max TC CSI: 0.312
Max BC CSI: 0.381
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
C
\`I\11111WA
1111►11j��1
No.86367 a
° z
++ STATE OF�c4,�9
wo'� e*G o ORIO�� `�`q L
°i°iFs+eee°o �
'%N1A, 1�\\
FL REG# 278,
06/15/2020
D 141
♦ Maximum Reactions (Ibs), or•=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D` 75 /- /- /34 /28 /8
Wind reactions based on MWFRS
D Brg Width = 95.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 399 -366 B - C 399 .366
Yoonhwak Kim, FL PE #86367
ALPINE
any
µ�m--
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 28502/ VAL I Ply: 1 Job umber: N334501 Cust:Re975 JRef:1WW5a9750053Ti6 /
FROM: RWM Oty: 1 ,7A5 ,N182EC,E ,02G ,RH01 / 1828/CALII4EBB ELEV.C,E DrwNo: 167.20.1454.24045
Truss Label: V4 YK / WHK 06/15/2020
Loading Criteria (psi)
TOLL: 20.00
TOOL 7.00
BOLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0"
111"8 3'11"
1'11"8 1'118
12
6 =4X4
B
T-4X4(D1) =4X4(D1)
A C
=am 10'6"3
D
Wind Criteria
Wind Sid: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt NA
Mean Height: 15.00 it
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 it
Loc. from endwall: not in 9.00 it
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "l36" uses design values
approved 1/30/2013 by ALSO
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General.Notes for additional information
See DWG VAL160101014 for valley details.
Valley truss connection to truss below shall be designed
and furnished by others .
FURNISH
3'11" —�
3'11"
3'11"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration, NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed
TPI Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Ptl
Defl/CSI Criteria
PP Deflection in loc Udell 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: 0.104
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (lbs), or `=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D' 75 /- /- /31 /22 /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#
``��6o 0,-0WAk11r1%
No.86367
'l$P o o yQ<• •
®, STATE OF ee y:q
�i S ssos o
At -
FL ►��`
REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
of
ire to build the
The suiun e„
The bility
ALPINE
ww wm
Fortan
6750Suite 305ando Drive
Orlando FL, 32821
Job Number: N334501 Ply: 1 SEON: 101767/ T15 /EJAC Cust:R8975 JRef: 1WW589750053
,7A5,182EO,E,02G ,RHOI/1828/CALI/4EBB ELEV.C,E ply: 8 FROM: JRH DMNo: 167.20.1454.23530
Truss Label: EJ7 KD / WHK 06/15/2020
C
12'2"11
12
6
m
M
V
B
-7" A B,B„
D
Loading Criteria (ps0
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL 10.00
Risk Category: Il
EXP: C
Des Ld: 37.00
Mean Height: 15.00 it
NCBCLL: 10.00
TCDL: 4.2 psi
Soffit: 0.00
BCDL 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing:. 24.0"
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.50 it
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/l/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
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.
FURNISH
Snow Criteria (Pg,Pf in PSF)
Pg: NA Cb NA CAT: NI
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed
TPI Ste: 2014
Rep Factors Used: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSt Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.017 D - -
HORZ(TL): 0.031 D - -
Creep Factor: 2.0
Max TC CSI: 0.713
Max BC CSI: 0.627
Max Web CSI: 0,000
VIEW Ver: 17.02.02C.0211.16
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL
/W
B 331 /117 /259 /- /173
/8.0
D 127 /20 1101 /- /-
/1.5
C 171 /133 /91 /- /-
/1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
���.yo0��1WAk�''°• P
No, 86367 0
oa STATE OF
''•��FS :j OR IDP���'�;'• C
+'++S/�NmAl lE
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
as snown above ana on
6750 Forum Drive
Suite 305
Odando FL, 321121
Job Number: N334501 Ply: 1 SEQN: 1017701 T11 /EJAC Cust:R8975 JRef: 1WW589750053
,7A5,182EC,E ,02G,RHO1/1828/CALIAEBB ELEV.C,E Qty: 6 FROM: JRH DrwNo: 167.20.1454.23452
Truss Label: EJ7A KM / DF 06/15/2020
Loading Criteria (pat)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed:160 mph
BOLL: 0.00
Enclosure: Closed
BCOL: 10.00
Risk Category: 11
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0"
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 61112013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/3012013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
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,Pfln PBF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Deg/CSI Criteria
PP Deflection in Joe Udefl U#
VERT(LL): NA
A Maximum Reactions (lbs)
Loc R / U / Rw / Rh / RL / W
A 270 /79 /188 /- /151 /8.0
Lu: NA Cs: NA
VERT(Ty: NA
C 128 / 21 / 104 / - / - / 1.5
Snow Duration: NA
HORZ(LL): 0.018 C - -
B 174 / 135 / 95 / - / - / 1.5
HORZ(TL): 0.033 C - -
Wind reactions based on MWFRS
Code / Misc Criteria
Creep Factor: 2.0
A Min Bug Width Req = 1.5
Bldg Code: FBC 6th.ed 20V
Max TC CSI: 0.725
C Min Brg Width Req = -
TPI Std: 2014
Max BC CSI: 0.533
B Min Brg Width Req = -
Rep Factors Used: No
Max Web CSI: 0.000
eearing A is a rigid surface.
FT/RT:20(0)/10(0)
Bearing A requires a seat plate.
Plate Type(s):
Members not listed have forces less than 375#
WAVE
VIEW Ver: 17.02.02C.0211.16
,
TO ALL
\\I
a
r.� o
w~ a
e
'0"
e
i
'"id"k 4
FL REG# 278, Yoonhwak Kim, FL
06/15/2020
JCtural sn9aumn and bottom chord shall have a properly
1avt brjgnfq insRalled per BCSI s�clions 93, B7 or 910,
tee Refer
��
on oin Details, unless note otherwise. to
ALPINE
,r any deviation from this drawing,anv failure to build the
Jng trussesA this drawl vg
of seal on or cover pa e, ,
nslbllgiri soV, forthe design shown. The sutf4abillty
Desi ANSIITP11 ec.2.
6750 Forum Drive
Suite 305
er a
r TPI: w Apinstorg; SECA:.. sbcnd.s"o.m; ICC: WWV k.c .fs, m
Orlando FL, 32821 �
SEQN: 101539/ EJAC Ply: 1 Job Number: N334501 Oust R8975 JRef.1WW589750053T28 /
FROM: JRH ply: 3 ,7A5,182EC E,02G,RH01 / 1828/CAL1/4EBB ELEV.C,E DrwNo: 167,20.1454.24107
Truss Label: E,13 / YK 06/15/2020
Loading Criteria (ps0
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
V
Wind Criteria
Wind Std: ASCE7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height, 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/l/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
of
3'
3'
Snow Criteria (Pg,Pf in PSF)
Pg: NA CC NA CAT: W
PC NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
r
M
O
Deft/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D - -
HORZ(TL): 0.002 D -
Creep Factor: 2.0
Max TC CSI: 0.216
Max BC CSI: 0.123
Max Web CSI: 0,000
VIEW Ver: 18.02.01A.0205.19
t����amrrnrr
H'"Ak
�` oP ��GENSF
No. 8636 j
P
o ne STATE OF
10711
LID
co
N
A Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 188 A /- /162 (/6 /86
D 52 /- /- /41 /6 /-
C 65 /- A /31 /51 /-
Wind reactions based on MWFRS
B Brg Width=8.0 Min Req=1.5
D Brg Width = 1,5 Min Req = -
C Brg Width=l.5 Min Req= -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
''e'�F °• �ORIDPC.` L
S '•ooe® e
tAetLf,-
FL AEG# 278, Yoonhwak.Kim, FL PE #86367
06/15/2020
ON THIS DRAWINGI
:TORS INCLUDING THE INSTALLERS
of
failure to build the
n r The ,he pa
ALPINE
.W IM1 oNmy
6750 Forum Drive
Suite 305
Orlando FL, 32821
Job Number: N334501 Ply: 1 SEQN: 7622/ T35 /JACK I Cust: R8975 JRe(: 1WW589750053
,7A5,182EC,E,02G,RHOl/1828/CALI/4EBB ELEV.C,E Oty: 4 FROM: RVVM DrwNo: 167.20,1454.21065
Truss Label: CJ5 KID / YK 06115/202C
T
1, 4'11"4
4' 11 "4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE7-10
TCDL 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C
Mean Height 15.00 R
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: not in 4.50 it
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/l/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
`"WARNING"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct. NA CAT: NF
Pt NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
THIS DRAWING TO ALL
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERTCTL): NA
HORZ(LL): 0.005 D - -
HORZ(TL): 0.010 D - -
Creep Factor: 2.0
Max TC CSI: 0.411
Max BC CSI: 0.254
Max Web CSI: 0.000
17.02.02A.1213.21
C
♦ Maximum Reactions (lbs)
Loc R /U /Rw /Rh /RL /W
B 256 / 95 1207 / - / 128 18.0
D 89 /13 168 /- !- /1.5
C 118 /92 161 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
,�111111111►1I/
.�`�pNH Wilk rjl'f'E Ns
No, 86367 to
STATE OF
FS o C
°go ° �eeo b
fill
A' k� it
FL REG# 278, Yoonhwak Kim, FL PE 486367
06/152020
JCmral sneamin and bohm ochord shall have a properly
1av bryclntg Installed per BCSI gcbons 133, B7 or tl10,
the kefer
on oin Details, unless note otherwise. to
ALPINE
r any deviation from this drpwing,anV failure to build the
of,((trvvussesA seal on this drawl Xg or cover e,
�rvmvmrnwury
pa ,
nv
Desigrfer peryANSthe
TPdI Sec shown. The suif9ablllty
13723 Rive on Drive
Suite 200
y TPI: w tpinst org: SBCA: wm dnduslry mm; )cc: wuxJ=afe,om
Maryland Heights, MO 63043
Job Number: N334501 Ply: 1 SEQN: 7623/ T34 /JACK Cust R8975 JRef. IWW589750053
,7A5,182EC,E,02G ,RH01/1828/CAU14EBB ELEV.QE City: 4 FROM: RVJM DmNo: 167.20.1454,21566
Truss Label: CJ3 FV / WHK 06/15/2020
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP. C
Mean Height: 15.00It
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
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
FURNISH
Snow Criteria (P9,Pf in PSF)
Pg: NA CC NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ad
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
C
2' 11 "4
2' 11 "4
Defl/CSf Criteria
PP Deflection in too Udell U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.001 D - -
HORZ(TL): 0.001 D - -
Creep Factor: 2.0
Max TC CSI: 0.206
Max BC CSC 0.115
Max Web CSI: 0.000
VIEW Ver. 17.02.02A.1213.21
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 185 /75 /160 /- /84 18.0
D 50 /6 141 /- /- /1.5
C 63 /50 /29 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seal plate.
Members not listed have forces less than 375#
IgInn?pope
�
r�` pNM WAk 'o,.
No. 86367
;ems
STATE OF
rjr'I�nl 0 0 e
�e0ON(A� ��ttil 5
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
V THIS DRAWING!
'ORS INCLUDING THE INSTALLERS
to build the
e S eab„
ui lllty
ALPINE
Drive
Suite Riverport Drive
Suiteand
200
Maryland Heights, MO 6304:
Ply:
I Job
FROM: RWM 4 / JACK Qty: 4 ,7A5N182EC,E 02G5RH01 / 1828/CAL1/4EBB ELEV.C,E DmNo8167.20.1454.2415450o53T32 /
Truss Label: CA / YK 06/152020
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"
I
6 � C
Wind Criteria
Wind Sid: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt NA
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: Any
GCp1: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
"IMPORTANT" FURNISHTHIS
114
11 "4
Snow Criteria (Pg,Pf m PSF)
Pg: NA CC NA CAT: N/
PC NA Cc: NA
Lu: NA Cs: NA
Snow Duration: NA
Code I Misc Criteria
Bldg Code: FBC 6th.ed
TPI Sid: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
I'm
M
M
I
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: 0.196
Max BC CSI: 0.025
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
9'21-5
♦Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R. / Rh / Rw / U / RL
B 143 /- A 1148 179 /41
D 11 /-2 A 118 /12 /-
C - A15 /- /27 /32 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.6
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#
00
No.66367 a
y
STATE OF <u�
•iti"S1 °e°°•o e�
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
oonom chord snail nave a pro any
1 p r BCSI s ctions B3, B7 or 810,
Refer
unless note otherwise. to
ALPINE
this drrrl %apg, failure to build the
on this rwi g or cover pa a
doSA nshown. The suitability
6750 Forum Drive
TPI 1 ec.2,
Suite 3o5
ICA: w,vw.sbcindustry.com; ICC: w .iccsafe.om
Orlando FL, 32821
SEON: 1017811 JACK Ply: 1 I Jab Number: N334501 Cust: R8975 JRef:1WW58975W53T27 /
FROM: RWM City: 4 ,7A5 ,182EC,E ,02G,RH01 / 1828/CALIMEBB ELEV.C,E DMNo: 167.20.1454.24295
Truss Label: CJ1A I / YK 06/152020
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
12
6 � C
V
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C KzC NA
Mean Height: 15.00 fit
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
Value Set: 13B (Effective 6/l/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "138" uses design values
approved 113012013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131'S6.0", min. toe -nails at bottom chord.
"IMPORTANT"
1, 11"4
11114
Snow Criteria (Pg,Pf in PSF)
Pg: NA Cb NA CAT: W
Pf. NA Cc: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
c)
i
Deb/CSI Criteria
PP Deflection in loc Udeg U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL):-0.000 D - -
HORZ(TL): 0.000 D - -
Creep Factor: 2.0
Max TC CSI: 0.196
Max BC CSI: 0.025
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
9'2115
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- 1- /148 f79 141
D 11 /-2 A 118 112 /-
C - /-15 A 127 132 /-
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#
.C.fel
se
No.86367 m
STRTE OF �b
AL
eiifuu►u�
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/152020
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a pro erly
I p r BCSI s ctlons B3, B7 or 910,
ungass note otherwise. Refer to
ALPINE
his drawin a�ng, failure to build the
uum.mwervr
q
le desi n ssho'wn. or The suitability
6750 Forum Drive
TPI 1 Sec.2.
Suite 305
CA: ww.v.sbcinduslry.com; KC- w Accsafaorg
Orlando FL, 32821
Job Number. N334501 Ply: 1 SEON: 7626 / T26 /HIP_ Cust:R6975 JRef: 1WW589750053
,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E Oty: 2 FROM: RWM D.No: 167.20.1454.20613
Truss Label: HJ7 KM / YK 06115/2020
5'3"5 9'10"1
5'3"5 4'6"11
4-33
�— 1'5„
Loading Criteria (ps0 Wind Criteria
TCLL: 20.00 Wnd Sld: ASCE7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP. C
NCBCLL: 0.00 Mean Height: 15.00 it
TCDL: 4.2 psf
Soffit 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0" C&C Dist a: 3.00 it
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP 2400f-2.OE
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Provide (3) 0.162'k3.5", min toe -nails at top chord.
Provide (3) 0.162'k3.5", min toe -nails at bottom chord.
9'2"2
9'2"2
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct NA CAT: W
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code I Misc Criteria
Bldg Code: FBC 6th.ed
TPI Std: 2014
Rep Factors Used: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
DeB/CS1 Criteria
PP Deflection in loc L/deti
VERT(LL): 0.040 F 999
VERT(TL): 0.111 F 999
HORZ(LL): 0.010 C -
HORZ(TL): 0.018 C -
Creep Factor. 2.0
Max TC CSI: 0.546
Max BC CSI: 0.416
Max Web CSI: 0.260
L/#
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
360
B 326 /154 /- /- /- 110.6
240
E 364 / 84 / - / 0 10 / 1.5
-
D 214 /177 /- /- /- /1.5
Wind reactions based on MWFRS
B Min Bag Width Req = 1.5
E Min Brill Width Req = -
D Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
VIEW Ver 17.02.01A.1115.21
�o-\vr—ryJ`.
No, 8636�
0
^� STATE OF
0 e �c
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-C 394 -562
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-F 531 -358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 -583
"I;<' of/-ORIo�:1�•, C
,,,,,,Ss,QN1Ai 1�,e
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/152020
any
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
SEON: 101537/ HIP_ Ply: 1 Job Number. N334501 Oust Ra975 JRe1:1vM599750053T29 /
FROM: JRH Oly: 2 ,7A5 ,182EC.E ,02G,RHOI / 1828/CALI/4EBB ELEV.C,E DmNo: 167.20.1454.24123
Truss Label: HJ3 I / YK 06/15/2020
12 C
4.24 T 10'2"6
v
B r cM
T A N
8,$„
D
Loading Criteria (ps0
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
1'5"
4'2"3
4'2"3
Wind Criteria
Wind Sld: ASCE7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt NA
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3,00 ft
Loc. from endwalb NA
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N
Sot chord 2x4 SP #2 N
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Loading
Hipjack supports 2-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
"WARNING"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code I Misc Criteria
Bldg Code: FBC 6th.
TPI Std: 2014
Rep Fac: No
FTIRT:20(0)/10(0)
Plate Type(s):
WAVE
DRAWING TO ALL
DefilCSl Criteria
PP Deflection in loc Udell U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D - -
HORZ(TL): 0.002 D - -
Creep Factor. 2.0
Max TC CSI: 0.120
Max BC CSI:0.074
Max Web CSI: 0.000
VIEW Ver. 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 84 /- /- /- /45 /-
D 28 A b U I-
C 64 A /- /- 148 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
D Brg Witlth = 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#
1g11111111/1f
s``� ONH
1 No, 86367 ® s
10 STATE OF
r o '` R P
'•.'IFS 0 to to ,
AI
FL °//°llllil111111,6
FL REG# 278, Yoonhwak Kim, FL PE 486367
06/15/2020
6750 Forum Drive
Suite 305
Orlando FL, 32821
Gable Stud Reinforcement Detail
ASCE 7-101 160 Mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Drj 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Dr. 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Dro 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D Kzt = 100
S
2x4 Brace
Gable Verticnl
pacing Species Grade
No
Braces
(1) Ix4 'L' Brace .
(1) 2.4 'L' Brace •
(2) 2x4 'L' Brace •
(1) 2x6 'L' Brace •
(2) 2.6 'L' Brace
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group 13
Group A
Group B
S P F
#1 #2
,
U
#3
3' e'
5' 9'
6' 2''
7' 8'
7' I1'
9' 1'91
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'
Q
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' V
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' I1'
7' 10'
e' 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, e'
14' 0'
14' 0'
#3
3' 9'
S' 3'
S' 7'
6' I1'
7' S'
9' 2'
9' 7'
10' 11'
I1' B'
14' 0'
14' 0'
d
N
F
Stud
3' 9'
S' 3'
S' 7'
6' 11'
7' S'
9' 2'
9' 7'
10, ill
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
e' 4'
8' 11'
9' S.
10' 4'
13, 1'
14' 0'
U
SPF#1
/ #2
4. 5'
7' 6'
7' 9'
e' 10'
9' 3'
10' 7'
li' 0'
13' ll'
l4' 0'
14' 0'
14' 0'
4' 2'
7' 1'
7' 9'
8' 9'
1 9' 1'
1 10, 5'
10, l0'
13' 9'
14' 0'
14' 0'
1 14' 0'
U
1 II—
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
to, 5'
10, 10'
13, 9'
14' 0'
14' 0'
14' C'
O1
0
fl f
Standard
4' 2'
6' 1'
6' S'
8' 1'
8' 8'
10' 5'
to, to,
1 12, 8'
13' 7'
14' C'
14' 0'
#1
4' 7'
7' 7-
7' 11,
9' 0'
9' 4'
10, 8'
II' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9. 3'
10' 7'
11. C.
13' 11'
14' 0'
14' 0'
14' 0'
#3
4. 4'
6' 5'
1 6' 10'
8' 6'
9. 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
U1
D F L
Stud
4' 4'
6' S'
6' 10'
6' 6'
9' 1'
10' 6'
10' 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
S' 8'
1 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' V
14' 0'
14' 0'
14' 0'
14' 0'
d
S P F
#3
4' 7'
8' 2'
8' 5'
9' 8'
10' 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
L7
U
H F
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
Ill 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' V
8' 5'
8. 8'
9' 11'
1 ' 3'
I1' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
P
#2
4' 10'
e' 3-
6' 7'
9' 9'
10, 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4-
7' 10'
9' B.
10, i'
11' 7'
12' 0'
14' 0'
14. 0'
14' 0'
14, 0'
ti
I
D F L
Stud
4' 9'
7' 4-
7' 10'
1 9' B'
IO' I'
Standard 1
4' 7'
Diagonal brace options
ertical length nay be
doubled when diagan.l
brace Is used Connect
dagonal brace for 600#
at each end Max web
total length Is 11'.
Vertical length shown
In table obove.
Connect dl.gon Tat
midpoint of vertical .ek
d Lill- —d V g
AN ITWNMFAHY
\)1372MRivsMod%Wve
u suilek=
) k Maryb m% Helghb.%Mo) 63043
Truss
2.6 DF-L #2 ar
better diagonal
brace) single
or double cut
45' (as shown) at
upper end.
race
L p1( on�uaus PHearing
AU -
Refer rg. W
to chart abcill2R4' mex. mhl¢ver_tir.
..VAAIDAda READ AND I LLLDV ALL HDIES 04
w.DPDRTINfwe nRnSR TIES IPAwTG TD ILL CRDRfCTDRT
Mve b
asraLLfHs � #s
a euRefer 1. 0 rt� #
braWD per BCSL .. (T_ 0
ua%a #, vvy fut rte bu i tfvetress h eonforbnceaslM eN6l be l 1, fo-o- anY devhfM f
allofbn t bvdrp of trusses � aP'
1 m thleemJ wwllmg v' cove' Pow Itlbtkl tw droehp, Mcate. a� teec, of profeseNml
veering
s4�feic Is W r*wPPWelyotsk y of the Packing Designer n Tile � ANS11,11`11 of
Easse o-°wM
Fw nep. hfarnatbn see thle Job's Devrol notes Pace aM these two allow,
Bracing Group Species and Gradesi
Group AI
S ruce-Pine-Fir Hen-Flr
#1 / #2
Standard
N2 Stutl
#3
1 Stud
1 #3 lSt.nd.rd
Dou Ins Fir -Lerch Southern Ph..#.
p3 #3
Stud Stud
Standard Standard
Group Bi
Hen -Fir
at A Btr
#1
Dou las Flr-Larch Southern Plne.•.
#1 #1
p2 1 1 p2
1.4 Braces sh.LL be SRB (Stress -Rated Board.
Ix4 So. Phe use only Industrial 55 or
["For
tndustNal 43 Stress -Rated Hoards. Group H
values no be used with the..roses.
Gable Truss Detall Notes,
Wind Load deflection criterion Is L/24D.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Goble end supports load from 4' 0' outlookers
with 2. 0' overhang, or 12' plywood overhang.
Attach 'L' braves with 10d (0.1281x3.0' nin) nags.
7f For (1) 'L' braces space malls at 2' o.c.
In IS' end zones and 4' o.c. between zones.
)K)W.r (2) 'L' braces space nails at 3' a. .
In 18' end zones and 6' ac. between zones.
'L' bracing must be a Mnhun of 80% of web
member length.
Gable Vertical Plate Sizes
Vertical Len ih
No S Iice
Less than 4. 0'
2X3
Greater than 4. 0', but
less Shan
3.4
Greater than 11' 6'
1 4X4
t Refer to c....n truss design for
Peak, splice, and heel plates.
Refer to the Bulking Designer for conditions
not addressed by this det.0.
REF ASCE7-30-GAB16015
DATE 10/01/14
DRWG A16015ENC101014
TOT. LD. 60 PSF
Gable Stud Reinforcement Detail
ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Orl 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure ➢, Kzt = 1,00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed Exposure ➢ Kzt = 100
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) Ix4 'L' Brace .
(1) 2x4 'L' Brace •
(2) 2x4 'L' Brace •
(1) 2x6 'L' Brace •
(2) 2x6 'L' Brace
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
�
F-
S
#1 / #2
3' 6'
6' 0'
6' 3'
7' 1'
7' 4'
e' S'
B. 9'
11' 1'
ll' 7'
13. 3'
13' 9'
0)
U
P F
#3
3' 4'
5' V
5. 5'
6' 9'
7' 3'
8' 4'
8. S.
10' 7'
11' 4'
13' 1'
13' 7'
HL F
Stud
3' 4'
5' 0'
5' 4'
6' 9'
7' 2'
8' 4'
8' H'
10' 6'
11' 3'
13, 1'
13' 7'
o
1
Standard
3' 4'
4' 4'
4' 7'
5. 9'
6. 2'
7' 10'
8' 5'
9' 1'
9' 8'
12' 4'
13, 2'
#1
3' B'
6' V
6' 4'
7' 2'
7' 5'
8' 6'
8' 10'
ill 3'
ill 8'
13' 4'
13' I1'
_j
S P
#2
3' 6'
5' 9'
6' 2'
7' 1'
7' 4'
8' 5'
8' 9'
Ill l'
11' 7'
13' 3'
13' 9'
#3
3' 5'
4' 7'
4' 10'
6' 1'
6' 6'
8' 2'
8' 9'
9' 6'
10' 2'
12, 11'
13, 8'
c�u
D P L
Stud
3' S'
4' 7'
4' 10'
6' 1'
6' 6'
8' 2'
8' 9'
9' 6'
10, 2'
12, 11'
13, 8'
Standard
3' V
4' 0'
4' 3'
5' 4'
S' 9'
7' 3'
7' 9'
8' 5'
9' 0'
11' 5'
12, 3'
U
I—
#1 / #2
1 4' 0'
6' 111
7' 2'
8' 1'
8' 5'
9' 8'
10, 1'
12, 9'
13' 3'
14' 0'
14' 0'
-P
S P F
#3
3' W-
6' 2'
7' 2'
8' 0'
8' 4'
9' 7'
9' 11'
12' 7'
13' 1'
14' 0'
14' 0'
U
L� r
Stud
3' l0'
6' 2'
6. 7'
8' 0'
8' 4'
9' 7'
9' 11'
12' 7'
13' 1'
14' 0'
14' 0'
01
O
I II
Standard
3' l0'
5' 4'
S' 8'
7' 1'
7' 7'
9' 7'
9' 11'
11' 1'
ill 11'
14' 0'
14' 0'
#1
4' 3'
7' 0'
7' 3'
8' 3'
8' 6'
9' 9'
10, 2'
12, 11'
13' 5'
14' 0'
14' 0'
S P
#2
4' 0'
6' 10,
7' 2'
8' 1'
8' 5'
9' 8'
10, 1'
12, 9'
13' 3'
14' 0'
14' 0'
#3
3' 11'
5' 7'
5' ill
7' 5'
7' 11'
9' 7'
10, 0'
11' 8'
12' 6'
14' 0
14' 0'
QJ
D F L
Stud
3' 11'
5' 7'
5' 111
7' 5'
7' 11'
9' 7'
10, 0'
11' 8'
12' 6'
14' 0'
14' 0'
Standard
3' 9'
4' 11'
5' 3'
6' 7'
7' 0'
9' 6'
ID' 4'
111 V
14' 0'
14' 0'
d
#1 / #2
4' 5'
7' 7'
7' 10'
e' 111
9' 3'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P F
#3
4' 3'
7' 2'
7' 7'
e' 10'
9' 2'
10, 11'
13' 10'
14' 0'
14' 0'
14' 0'
L7
U
F
Stud
4' 3'
7' l'
7' 7'
8' 10'
9' 2'
10, 11'
3' 10'
4' 0'
14' 0'
14' 0'
O
Fl
Standard
4' 3'
6' 2'
6' 6'
e' 2'
8' 9'
10, ill
12, 10,
13, 9'
14' 0'
14' 0'
X
01
4' 8'
7' 8'
7' 11'
9' 0'
9. 5'
11' 2'
ffiloll
14' 0'
14' 0'
14' 0'
14' 0'
C3
S P
#2
4' 5'
7' 7'
7' 10'
8' 11'
9' 3'
11' l'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' S'
6' 10'
8' 7'
9' 12'
I1, 0'
13' S'
14' 0'
14' 0'
14' 0'
N
7�
D F L
Stutl
4' 4'
6' S'
6. 30'
8' 7'
9' 12'
il' 0'
13' 5'
14' 0'
14' 0'
14' 0'
5' 8'
6' V
7' 7'
8' 1'
10, 111
Ill ill
12' 9'
14' 0'
14' 0'
able Truss
I
Diagonal brace option,
vertical length noy be
T
doubled when Nagonal
brace Is used. Connect
L
diagonal brace for 775#
'L'
IIIII
III I/II
at each end. Max web
Hr Ce
total length Is 14'.
3EdE
`�. A %�
rl
2x6 DF-L #2 or
better dbgon#t
1
O O
Vertical length
brace) single
shown
1e,
#(
In table above.
45
or double cut
p
(as shown) at
L
1
0
upper end.
'1177onTU_
Connect dl.gonal at
;s Dearing
erne= ,(:1g A101 rTLLDg nL Im6 0 m is DRXW J I M I C V1�
a04'a(T/M.. il1#a91 nos IDAVOG 10 wll fR11R,1LT06 a16Da01G T1E B8Tal1FmS a -
inaura ewb.ne con h Pabrboteg, bandit' hp, h.m(wp am avdna Rarer <e a1Am %`/ O�IO�.
4s< emtlm or aCS[ (Bulmna Cmpannt Sare<y lnfolmatom, M TPI and sew far safety (l I l Vf•.
oaPrior vrwu eop dhand these have �.,HY Qtt ccm. shall �H,�att smeathima af118 eena,�%ore �d�L) t% 0.0 O 0 Q s\Y
AN II hIC0WPN y I 41FAe, a zbm of ITv Maine Owsaxents Guuqq Lc zM1a' not be spansbl. For a y avbt'
this tl tbn anY faun to bula the truss In oniamarca hh aMSUIPT L for halMeq, sit,
Fs<allatlm a bracing of trusses,
• seat on the anvil, or cover Mae Ilsem, this dnwlp, hmcate. pc[eptucv or pre ess el
\\ I3723\Rivemom Dove eryYweMna spduhflb aMy far the dewl , Onwn The wyyylty an, . of thh a art,
\\Suite\200 ro- onry ztncb.e h Ha n-p-mg. ty of tke Bldha pad" 1
w, Am6UTPI I SwcZ.
\\Maryialm\Hei,#m,\Mo1B3043 F"wswarBCn.t.e�..s>ftw.
MPIIIntaime' 'i we Wtst.I SwM.w1m
Bracing Group Species and Grades)
Group A'
S ruce-Pine-Fir Hem-FIr
pl / #2
Standard
#2 Stutl
a3
Stutl
1 #3 Stondord
➢... toe 111-Larch Southern Pine...
p3 p3
Stud Stud
Standard Standard
Group B,
Hen -Fir
#1 S Btr
#1
Do", u I. Fir -Larch Southern Pine...
#
#21 12
Ix4 Braces shaft be SRH (Stress -Rated Board).
..For Ix4 So. Pine use only Industrial 55 or
1. dusthial 45 Stress -Rated B..rds. Group B
values may
a be used with these gratles.
Gable Truss Detail Notest
Wind Load deflection crlterlon Is L/240.
Provide upOft connections for 100 pill 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) malls.
)K For (D 'L' brace, space naps at 2' o.c.
In 18' end zones and 4' ac, between zones.
)K)IFor (2) 'L' braces space malls at 3' o.c.
In 18' end zones and 6' o.c, between zones.
'L' bracing must be a minimum of 80% of web
member length.
Gable Vertical Plote Sizes
Vertical Len th No S Ice
Less than 4' 0' 2%3
Greater than 4. 0', but 4%4
Less than 10. 0'
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Bu#ding Designer for conditions
not addressed by this det.0,
REF ASCE7-10-13018015
DATE 10/01/14
DRWG A18015ENCIOIO14
TOT. LD, 60 PSF
SPACING 24.0'
Wh b8, YDonhwak Kim, FL PE 486367
'I
Relnfo
Menk
G.
Tr
Gable Detail
Fnr I Pt —In Vprtirnic:
3proprlate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overtop, use a
to that covers the total area of
upped plates to span the web. /
2X4
2X4 42VX8
Provide connections for uplift specified on the engineered truss design.
Attach each 'I' reinforcing member with
End Driven Nall.,
10d Common (0.146'x 3,',nln) Nails at 4' O.C. plus
(4) nails In the top and bottom chords.
Toenalled Nallst
IOd 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 ��p1 1
00
A18015ENCI00118, A200 SENC100118, A2001 EN011001 Q11' s� a L//
AI1530ENC100118, A12030ENC100118, A14030ENC1 .,lrVdl—A �16C�0t1.'1� 0
A1803GENC100118, A20030ENC100118, A20030EN pry, A60 �p]EQ, y I�
SIISISENCIOOIIB, 512015ENCI00118, 514015EN 01, 61ZBi
S18015ENC100118, S20015ENC100118, S20015E*10011a, S 15P�FtQQ1AfID�8��. •w
S11530ENCI00118, S12030ENC100118, S14030,1,3gM'C''11""0''010, S Im1�1EtII4j / 0
S18030ENCI00118, S20030ENC100118, S2003ftdl18, S2003OPEDIOOIIS 0
JJaa •
See appropriate Alpine gable detail for moxlmA unrWInforced'cdy a ,ertical Ip
ssl7Ala0)riv RCA➢ AM f➢.ILW ALL MITT ON THIS gR,tV
n0•'miTNlfu flPraSll THR IPA m ALL CQ41R)1CTIR4 D4l1 m TMT =TN1FRS
Trusses require extrem camb fabW rkap, handlbg sWpphg, hSWlurq aryl bradmg. Refer
nlas the latest odtm f BCI (Banding Cory mnt Safety Nfm'natbn, by VI and SBCA) Par
ilctkws Friar to Peefarn[hg theca f�ncews, Instaners mall ProvNe tenpamrY �bradm pe
ess rated 6t rslsea. tap chwd shall have praperlY attached structural rhea= mamba'
iaa have a amosAv ttawd rkm r.uaa. Laos... st,n.. run n...n...,.t ..
AIpI e, a Avisbn of IIW Bullydno Cw mts (ro Imo shall rat be responsible farany deNatl
AN IiW C)JNIPANY this drawbq, any fatwIE M e to bJe truss N mnferms. sIth Msr/TPI 1, er fw manam" eNpi
lnctalt.lk. b br.abg of trus'.c.
A teat m tHs dra", or ovum page asltp t a a.w , Mrntec acceptance of professimal
\k I3723\Riveryon l)nve anabseeft re=-UltY solely far !Ae tleslgn ynsn Ter .4tabtlt, and use of !Ns drosbq
\\Suile%200 far any structure Is tM mymdb1V pf the PAW* ➢esly per MELT 1 I Slc2
\=M IanNHeighls.WO\03043 far mere hPormtlm see tHS Job'c Oemml mtec Page aM these vb dtOL�1.SF71
ALPWO wwwalphellw.wnl Wit www.tphctwgi m swas U0:n:Yargi IeO wswlc
STATE OF
rF• :lORIOP
V''aS11. NAl...k
Yoonhwak Kim, FL PE #86367
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -nail - 0, - End -nail
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detall).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
✓eb Length Increase w/ 'T' Brace
'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) = 30% = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'I' Reinforced Gable Vertical Length
1.30 x 8'7'=11' 2'
TOT. LD. 60 PSF
FAC. ANY
SPACING 24.0'
F LET -IN VERT
TE 01/02/2018
WG GBLLETIN0118
Relnfc
Rem
GI
T,
Gable Detail
For I Pt -in Vartirnlc
RInIA fMnn4Flnn
^cing
er
4 Man
be
Nails
uss
Spaced At
4' a.c.
4 Nall
Celling
wwp I`Www
AN ITW COMPANY
\N3n3\RI,vMon\Ofte ena'rcer
\asmleQW r: enY
\ \ Marylon n HeIq W.\ MO\ 63043
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.. /
2*2X4
Ij 2
"/��I II/X8
Provide connections for uplift specified on the engineered truss design
Attach each 'T' reinforcing member with
End Driven Malls.
10d Common (0.148'x 3.',min) Nails at 4' O.C. plus
(4) nails In the top and bottom chords.
Toenalled Nallsi
10d Common (0.148'x3',m1n) Toenails at 4' C.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, A140150510141
A13030051014, A2030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 Gable Detail Drawings
A 1530ENC101014, A 2030EN 101014, g1401014, 03 END10101 1wd2 QEIt /
AI8030ENCI0I014, g20030ENC101014, A20030EN �1y�,,„f�l ��114 /I�
S11515ENC100815, S12015ENCI00815, S140I5E OBI�aS•00 ••w
SI80I5ENC300815, 520015ENC100815, 520015�9D1008►5, �$��j,�0015P D 8 y w
S11530ENC100815o S12030ENC100815, S1403ONC100815, S19A10 ,/
S18030ENC100815, S20030ENC100815, S200AtWOe815, S20030PEDIOO815 it
0 ,,4�
See appropriate Alpine gable detail for maxlmlw unrWInforced"64 e`vertical 119
STATE OF
>�T,a lam. :.� •.
taninp a.d brvaYy. Refer to a� • FS • aC ORIO;:
lbn, by TPl end SBGJ for safety
.we wroo on` e ilaaawra ���//�.�QI tl A
to bWd the W,zs 6, mnformrlceWPIIM ANSVTPIorbier InMlNp eslNpl
m wow.
p
aWelYpeps azttip pYs tlrawbq, Mca4s eCCeplance of rofwssbml
io- Me MLy1 tlmwm The cWtabNty u , e of twe Nueh,
zpuzHlty eP'mw "AV D.Myer per NCI l t Seel
I. see" Jobk omeral aMs ... amd aem w b sf�.11f n!
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -nail - Or - Entl-mart
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'I' reinforced goble 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 7.
2x6
20
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 x8' 7'=I1' 2'
TOT. LD. 60 PSF
FAC. ANY
SPACING 24,0'
REF LET -IN VERT
DATE 10/01/14
DRWG GBLLETIN1014
Valley Detail - ASCE 7-10: 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1r00
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.
�x Attach each valley to every supporting truss with,
(2) 16d box (0.135' x 3.5') nails toe -nailed for
ASCE 7-10 160 mph. 30' Mean Height, Enclosed
Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00
Or
ASCE 7-10 140 mph. 30' Mean Height, Enclosed
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 ITW BCG Wave Plates.
3X4
12
12 Max. �
2X4 X4
-�� B-0-0 max
4X4
12
12 Max. I
1X3
1X3
5X4/SPL
20-0-0 (++)
Supporting trusses at 24' o.c. maximum spacing.
AN fnYCOMPANY
\\ 137MRivf"MDnve
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of
web, same species and grade or better, attached with lOd box
(0.128' x 3,0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANCI014.
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.
wrw 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'.
Vallev
Spacing
Pitched Cut Square Cut
Bottom Chord Valley Bottom Chord Toe -nailed Valle / y
rr
,`�191i 1 11 11 /
Fatal
d'i��C,
o �
s No.mt
e a
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2X4 4X4
Stubbed Valley Optional Hip
End Detail Joint Detail
Partial Framing
Plan
sCIr z
0$1- 30
30
40PSF
VDK 20
15
7 PSF
C D 10
10
10 PSF
BC L 0
0
0 PSF
55
TOT. D. 60
57PSF
DUR.F .1.25/1.331.151.15
SPA ING 24.0'
VALLEY DET
10/01/2014
VAL160101014
Yoonhwak Kim. FL PE #86367
VALLEY FRAMING & BRACING DETAIL I
R
8C
%
of
Lumber Size and Grade Minumum Reauirements
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'.0"
-Maximum mean roof height: 30 feel
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp 8, 1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kxt=1.0
n:ec.c.:-a10:cr
EaMGIy. pO6am6
Installed Into ridge board
anstall blocking under ratter if sleepers are not used.
-Install blocking under cripples if cripples fall between
lower truss top chords and lateral bracing Is not used
-Apply all nailing In accordance to current NOS require
Nails are common wire nails unless noted otherwise„
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STATE OF fQ
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S/ONA1_ E�G\�c
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
ce the Grippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gated between rows.
ITYPI
Inflection Requirement Notes
2x6 rakers to ridge 416d toe -nails
Cripple to ridge 416d toe-nalls
Cripple to rafter 416d toe -nails
(") 8I6d face -nails
Rafter to sleeper or blocking 516d toe -nails
Rafter to two 2x6 sleepers 416d toe -nails
Sleeper to truss 4led toe -nails
Two 2x6 steepen to truss 316d toe -nails each sleeper & truss
Ridge board to roof block 416d toe -nails
Ridge board to truss 416d toe -nails
Purlln to (Typ) 316d toe -nails
Truss to blocking 4 36d toe -nails
Truss to cripple 416d toe -nails
Truss to cripple 416d toe -nails
Cripple to purlin 316d toe -nails
Collar beam to rafter 416d toe -nails
E: 16d (0.162"x3.5") COMMON NAILS
TC LL 20 30 40 54
TC DL 10 20 7 7
BC DL 0 0 0 0
BC LL 0 0 0 0
TOT. LD.30 50 47 61
DUR. FAC. 1.25/1.15
SPACING SEE ABOVE
REF VALLEY FRAMING
DATE 10/01/14
DRWG VACNVISO1DiS