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HomeMy WebLinkAboutRevision; Engineering packageBuilder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
DR HORTON / STATEWIDE ^�
7A5 CREEKSIDE
182EC,E
02G
Lot: Block: L�� _ ) Unit:
Address: 3238 TRINITY CIRCLE
JobNumber:
RevWbn Date:
00
in
N334501
New Load #: RH01
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ALPINEMarch 13,20.19 mmc�
Mr. Bob Michaelis
Carpenter CoritrActoit of America, Inc.
3900 Avenue G, Northwest
Winter Aav_en,'FL 33880-6,201
Re: Alternative installations for a single ply carried truss with a width Jess than the hanger width, and
Wood. blocking.to achieve full design load value for face -Mounted.: . hanger attachment on a One Ply
supporting girder (Reference detail WA37-02).
Dear Bob,
Fora single Ply carried truss with a width less than the hanger width you can install a prefabricated jack
scab truss (') for wpqd.fllle.r blpcking: The chord sizes; chord,grades, and Alpine connectorplate(s) to
be the. same as the singles ply' carried truss. The prefabricated jack scab truss (*) Will have a minimum
length of 46" and will have a Minimum pitch of,5/12, The single, ply carried truss shall haves reaction of
3,5064or less. Attach prefabnicated.jackscab,truss withtwo (2) rows ofO.12_8"x3,.0"'Gun Nailsat2u
O.C. per row, -staggered .1"(See Figure 1 below). Please:refertothb Simpson Strong -Tie Catalog C-C
2019; page 216. Figure :3for more information;
'Figure I
F.ora single plygirdlerthat requires wood blocking to,achieve-full design load value forface-mounted
hangRrsatfach, one woodblock (") to the back face of the single: pi h " and
ygi�derwit the size
grade as the bottom chord. of the single p . l'y girder. Thetwood block length to be such thatthe Wood
&odk'ihg extends to each adjacent panel points:(webs and bottom chord intersections). Attach wood
block (-)- with it'wo' (2) rows of'b.I267x&C" Gun Nails at 6" Q.Jo.. pe'rrow,. staggered 3. 0' applied to, the
6760 Forum Drive Suite 305,. Orlando;. LK821�(80(11621�970.0 -.(863)4U-8685 F
www.alpineitw.com
ALPINE
single plygirderface., with an addifio-nal.(20) 0.128"Off Gun:Nails at each7panel point I applied to the
wood ood block.face
-
face See Fi6ure'2 �ei Owl. Please refer to the Simpson Steong-Tib Catalog, C-G20.19,
page 216, Figure. 1 for more information.
Figure 2
....... .. .... - ------ . ..... . ........... . .. .
The application of prefabricated jack scab truss for Wood filler. blocking or wood blocking to achieve. full
design load value for face -mounted hangers must be approved by thehardware manufacturer.
All edge and and distances, and spacing, for all nail connections must be sufficient to prevent.splitting of
'Wood.
if I can, be of any further assistance. or if you have any:questionsi please-glye me a call.
William H. Krick -RE.
Chief lEngineFer
AlpineanITW Company
Engineerin6.Qepattmerit
Orlando, F1
H
or.
N .70861:
STATE L i
6750 Forum Drive. SuR6 305, Orlando, FL 32821 - (800) b21-9790 - (863) 422-86B5
www.alpineitmoorn
ALPINE
Mqwcw�
April 26; 2019-
Mr. Bob Michaelis
Carpenter Contractors of America, Inc.
3900 Avenue G Northwest
Winter Hbv6n, �L 33880-6201
Dear. Bob,
Re' Strongback brid.ging, on fbbf trusses.
I understand there is some concern over our recommendations for strongback bridging on roof'trusses.
*Strongback bridging for roof trusses is not.a.requ,irem.ent of ANSI-71 2014 nor is it a -requirement of tb e
Building Component Safety Information (BCS(), But strongback bridging on roof trusses is
recommended by Carpenter Coritr6dtdrs of. America. Strohgback bridging, serves, the. following two.
functions:
One, bridging aligns the bottom chords after they are set so. they are uniform along the ceiling
p'- hel a w' line and helps-withserviceability
Two; bridging reduces relative deflection of adjacent trusses..
Strongback b(idgirij.does not preVent or reduce overall individual deflection, especially any r6of'trusses,
f �0 n le _g jhc�re than 1/4" inch,
Strongback bridging in roof. trusses does not serve as .temporary or permanent bracing and is not
intended t8.dlstr6uie._ orshare design loads. between trusses. Consequently, no design Idads have
been accounted for With thig.detail and continuous Mrcingbackbridging should not be attached between
common and girder trusses: The. use of strongback bridging' shall not, interfere with other design
conaideratibris as sgeciffied.by the Er!gjne6r*df Record or the Building: Designer.
The outer ends of the strongback bridging shall be. attached to a: wall or another secure end restraint;
t, or
a.s.specified'by th6 Enginee'r of Record orlhe Buildind.D6sliner.
Strongback bridging shall be a minimum of 2x6 nominal lumbar. oriented with the depth verticaf. Attach
with (3). 1.6d common nails 0.1'62"x1T) nails at. each intersecting membeK When extending the
strongback bridging overlap by at a Minimum of two trusses. The location of. the: strongback bridging
Maybe specified by the Truss Manufacturer, Engineer of Record, or Building Designer: Please -refer t , o
i ' Provisions"
BCS1 "Strongbacki ng sioW orto Alpine,STVBRIBRI.01_4 cletdil for more Information. The graphic;
shown (Figure-1) is for.,genarld illustrative purpose only.
67,60 Forum DiWeSuite 305, QrlMdo, FL 32821 - (800) 621-9790 - (863) 422-8685
MM;alpineitw.com
{i;. I. s Not lo Sa]O
Figure 4.
if Lcan be of any further assistance' or -if you have any queE;1ions, please; give me a call..
William.H.Krick P.E.
Chief Engineer
Aipjn,e an itW:Co.mpany
Engineering'Department
Orlanaa,-FL32821.
8760 - Forum Drive Suite 396, Orlando, FL 32821 - (800) 521-9790 - (893).422-8685
Www.bIpIneitW.cQm
NOM Details 1 and 2 are the
AN
el�
REC
attachment methods.
SiRGNGBRCK BRIDGING.,
RE
"b 1P bnd re bred
V to, 20' 'en..4t me1,r of
Nib: - Fndi V3
10' rz rwi ,t-ar eC
vm -
TIONS
All scabron blocks shalt bea. minimum .2x4-
'stress graded lumber!
Ali.str-.ongback bridging and bracing shall be a
minimum 2x6 'stress' graded Ivriber,.'
The purpose of strongback bridging Is. to
develop load sharing between Individual trusses,
resulting In an overall increase In the
stiffness' of'the. floor system, 2x6
strongback bridging, positioned ,as shown In
details, 1s recommended .at 10' -0', D.C. (max,)
The terms: 'bridging' and 'bracing' are sometimes
mistakenly .used interchangeably.' 'Bnaclhg' Is an
important structural requirement of any floor
or roof system, Refer to the Truss Design
Drawing (TDD) ;for "the; ,bracing requirements for
recommendation for a.truss system to, help
control.vlbration. In additiorn to aidirig..,In the -
distribution of point loads between adjacent
truss, strongback brldging.serves _-to reduce
'bounce' or residual vibratlon'resulting, from
moving point .loadsr .:such as footsteps
The performance of all floor -systems are
enhanced by. the, Installatioh of strongback
bridging and therefore Isstrongly recommended
by Alpine.
For additional ,Information regarding -strongback
bridging,. refer to BCSI (Building_ Component
Safety Information).
NO. M61.
Lt.
PSF
DL
PSF
DL
PSF-
LL_
PSF
,zLD,
PSF
COED SHORING
S
i
h[i7T ' 'SF PALLETS VF'-GQ &VAUefI' dot
I q j5GOF.j(jR XD dC 04AL�[1•
7
WPICsjIiHI� �tQRE
T`tiysSq�,. 9Hq�12Nt§ ...
PLAMS AND.
IAPL ANp L6H4P:
f0, q'ttpnLTEl3*
m
{
.. � -.��3�'3Ft�.�Q�t�LJI�I#'lG�E�sY�1�N�'.�::-:3:::. •. -k.:° � �: �:: ;c`�•Q"Q"•�:�k;��• ;�. ... ;.
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
(U - Minimum nailing distance on each side of damaged area <B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
sFFecles ns damaed member. Apply one scab per face.
Mlnlmum slde memberglength(s) = 8(L) + (B)
Scab member, length (S) must be within the broken panel,
Nall Into 2x4 members using two (2) rows at 4' a.c., rows staggered.
Nall Into 2x6 members using three (3) rows at 4' a.c., rows staggered.
Nall uslno 10d box or gun nails (0.128'x3', min) Into each side member,
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade 01 and MSR grade 1650f.
This repair detail may be used for broken connector plate at
mld-panel splices.
This repair detail may not be used for damaged chord or web
sections occurring within the connector plate urea.
Broken chord may not support any tie -In loads.
S.
L —ON MIN L
--iTyplcal
+ O + O + O + O
O + O + O + O +
St2'
agger
+ = Back Face 1M0d Box (0,128''b x 3', min) Nallsi
o= Front Face 2x6 Member - TrloleeROwwStaaoerei
Nall
d ikU19
AN rTW MMPANY
Wh cRy.W 53045
acing Detail
uWAMNan
"WWtANTa FIMSN 7
Moe
a..r�.
a
loc.
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 I
SYP
Web Only
2x4
12,
620#
635#
730#
6004
Web Only
2x4
18'
975#
1055#
1295#
1415#
Web or Chord
2x4
24'
9754
1055#
1495# 1
1745#
Web or Chord
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
30
1910#
19600
2315#
2555#
Web or Chord
2x6
2230#
1 236541
3125#
35754t
Web or Chord
2x4
36
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4245#
4745#
Web or Chord
2x4
AOI
2975#
3045#
3505#
3635#
Web or Chord
2x6
43954
4500#
5225#
5725#
Web or Chord
2x4
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
1 5280#
6095#
6660#
SNSTMLM
s
L ZS=X.--\ e
L 51N:(nnC1
L8
L
L
L Dl.tv�e
14Nnun, , I L
24.0' MAX
TE
REPAIR
49
I I I
-fijifilUal-Viallay he.gU 14'-0'
'rqbfhalghtr 30 (-t
m
m6-m
a
TTRRtui�ill it LIN DER VALLEY FRAMING
VALL Y RAFMR.OR RIDGE
+CrIpplab 4'4lor40 psf (TL)'And 20 per M. Md,
oach raWstartpn§ the Y!Ways of sloopom
stag9erad'belwean rows:_
P.)
C,=64Ftl6n P - 6clOremfint . �Wotqs
A IQ tdi-6914
AttachMent Se-fiW.Anlroatly
ils
orttubughloll" ftdcrthea . thitia
3.
cilpolo:tcooio
4,16due,mili
'byctjtdno:0qsu 6&6h i6 sheathing
4.
PifjgrfdMa6par drfilb4king.
a 16d fat,-Oaas
Slgdloa-balfs
AjjfUir*.rAOQ 2X6 $I9ePeC$-
4 16d toe-dalrs
S.
-swevdi ttitrjaii
4 l6d tdihalh
gEjMfto'frUsi
3 16-d td&.naUlA8fh SlaeP.ec N& W$s
.6.
epUga:bobrdto rp.f bldck
A'16d We-TIdUS
t;,RAV FRLI;UT ASROADYOR F(TCH
.7-
-Fridim bq2fM fojr.Mss-
4 XGd.tq"qfLs
S.
-,Rufm to (Tvp).
41641007hilb
1AiekAOT
�Eido= fF.'sLEEPERSfiJM USED)
-darg 0 moT.Es-
a3. rAtwisearntenMe 4 3,6dtpl�nalK
mnmim NAILS
are
LG
40 54
rc DL iolzo
7
I -tTATel
QC DL 0
.0 0 0
"
01
LD
0. 0
fit
...Q I,- qRl
TdT.
MIA 'F:kt,
125/1.16
Face -Mount Hangers - I -Joists, Glulam and SCL
0
0
0
A
�Msrd
SIMPSON
ie
® These products are available with additional corrosion protection. For more information, see p. 15. Codes: See p.12 for Cade Reference Key Chart.
Actual '
Joist
Size
(inn
-
Model
No.
-
Carried
Member
I Dimensions
I (In-)
MInJ
:Maz.
Fasteners
(in.)
Allowable Loads
Gode
Bef..
-
sue:«
5"v
a
" -
Web
Stitf
Regd.
W
"H
B
Faces
F
Joist
:DF/SP
Species Header
SPF/HF
Species Header
Uplift
(160)
Floor
(100)
Snow'
(115)
Hoof
(125)
Floor
(100);(115)
Snow
Roof
[(125)
IUS2.56116
-
25A
16
2
Min.
(14) 0.148 x 3
-
70
1,660
1,805
1,805
1,425
1,555
1,555
Max.
(16) 0.148 x 3
-
70
1,8015
1,805
1,805
1,555
':,555
7,555
21h x 16
MIU2.56/16
-
2s66
157h6
2'h
-
(24) 0.162 x 3'h
(2) 0.148 x 11h
230
3,455
3,920
4.045
2,970
3,370
3,480
U314
✓
2•b6
10'h
2
-
(16) 0.762 x 31h°
(6) 0.148 x Ph°
970
1,945
2,205
2,375
1,675
1,695
2,045
HU316 / HUC316
✓
268s
141h
2'h
-
(20) 0.162 x 3'h
(8) 0.148 x 11h
1,515
2,975
3.360
3,610
2,565
2,895
3,110
IBC,
18
MIU2.56/18.
-
(2%6
1733446
21h..
-
(26) 0.162 x 3h
(2) 0.148 x lh
230
3,745
4,045,j
4,045
3,220:
3.480.
3,480
2h x
' 'iHU316
f HUC376
"-•'
✓
2'bs..
„ 34'le
2'h-.1-
(20) 0.762'x31h
(8) 0.14$ x 71h'
1515
2,975
3,360-,`3,610
2,56512
895
3110,
2'hx20
MIU2.56/20
-
294s
197N
216
-
(28)OJ62 x 31h
(2)0.148 x11h
230
4,030
4,060
4,060
3,465
3,495
3,495
2 to 26
`MIU2,56/20
✓*
r
12-14-
I
79M6
21h
`-
(28)662 i3'/z
(2)0.148x 11h
236
4,630
4.060
4066
3,465
3,49513,495'
x 9Y"
2 to 26
to
294s" wide joists use the same hangers as 2'h" wide joists and have the same bads.
3x91h
MIU3A219,;
-
4'4
9'F6--"
21h
=-
(16)0.162x 3h,
(2)6.146 x I?h
,230.
2,31)5
2,6
2,920
1,98012245.
2425
3 117/6
HU210-2NUC210-2
MIU3.12/11
✓
-
355.
3'h
"81M.
111h
2%.
2h
Max.
-
(18)0.162x3h
(20) 0.162 x 3h
(10)0.48 x3
(2) 0.148 x 11h
1a95
230
2,680
2 880
3;020
3,135
3,250
3,135
2,306:2,605
2,475
2,695
2,800
2,695
IBC,
FL,
x
HU212-2 / HUC212-2
✓
31/6
10916
21h
Max.
(22)0.162 x 31h
(10)0.148 x3
1,795
3,275
3,695
3,970
2, 220
3,180
3,425
LA
HU3.25/12/HUC3.25p2
•:.,
3'/4
`. -it :14
2h.'-
(24)0.162x31h
,. 12)0.148 x3
;,795
3570
4030:
4,335
3,0753,470:
3,735'
"HU3.26/16/
80C325716
3%
131M6
2'14
Min.
(20)0.162x3'h
(8)0.148x3
1,515
2,975
3,3803610
2,560.2,890
3.105
-
-
•
Max.
"-
f26)0162x 3'h
(12).0.14Bx3
-,7S5
3870
4,$65'
4,69513,330,3755
14,040
31AgWlam
-H000210-2-SDS
3'/.
,. 9 -
'3
(12)1/, x2f1RSDS
(6) /7x2h"SDS
2"a 5
4.,75
43ta
3,600''3.710
3,7v3
FL
HGUS3.25(10
3'/5
8%
:4,-
-
f (46)0162x3'h
(16) 0.162 x3'h
4,095
9,10B
9,100,
9100
7,82517825
17,825&IBC,
HGUS3.25/12
31W
104'
4
-'
f56) 0.162 z N
(20) 0.162 x 3'h
5,046
9,400
9;400
9,400
8,085
8,085
8,065'
FL
LGU325-SDS
31/4
8to 30
4'h
-
(16)'A' x 21/P SDS
(12)'/."x.2h°SDS
5,555
6,720
7310:
7313
4,840
5265.
5,265.
3'hx 51/4
HHUS46
-
35A
5'/6
3
-
(14)0.162 x 3'/7
(6)0.162x31h
1,320
2,785
3,155
3,405
2,395
1 2,715
12,930
HGUS46
-
35A
47A6
4
-
(20)0.162 x31h
(8)0.162 x31/z
2,155
4,360
4,885
5,230
3,750
4,200
4,500
• "'
HUS48
•' -
3916
"'6'M6
2
:-
(6)0.162 z.3h
(6)`0.162x31h
7,320
7,595'
1;815"7960
1,36511,5551,680
3'hx 71/4
HHUS48
Y•
-
3%
71h
3
-
(22)0.162:x 31h
(8)0.162 x3'h
1,78D
4.210
4,770.
5140.3,615'
4,095,4,415
HGU848
• ' -
3%
`- 71N •
4 •
-
(36)0162`x 31h
(12)0.162 x31h
3,235
7.460
7,4%
7,460
16,415,
6,415,
6,415
IUS3.56/9.5
-
3%
91h
2
-
(10)0.148x3
-
70
1,185
1,345
1,455
11,020
1,160
1,250
MIU3.56/9
-
3%
8%
21h
-
(16)0162x 3'h
(2)0.148 x11h
210
2,305
2,615
2,820
1,980
2,245
2,425
U410
• ✓
39As
894
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
-
36R6
1
81i;G
2
-
(8) 0.162 x 31h
(8) 0.162 x 31h
2,990
2,125
2,420
2,615
1,820
2,070
2,240
31hx 9M
HHUS410
-
36h
9
3
-
(30)0.162x3h
(10)0.162x3'h
3,565
5,635
6,380
6,445
4.845
5.486
5,545
HU4101HUG410
✓
3%
8%
21h
-
(36)0.162 x 3'h
(12)0.162 x 31h
3,235
7,460
7,460
7,460
6,415
6,415
6,415
HUC0410-SDS
-
3•/i6
9
3
-
(12)'/a' x 21h° SDS
(6)'A" x 21h° SDS
2,265
4,500
4.500
4,500
3240
3,240
3,240
HGUS410
-
36AI
9M6
4
-
(46)0.162 x31h
(16)0.162x3h
4,095
9,100
9,100
9,100
7,825
7,825
7,825
IBC,
LGU3.63-SDS
-
35/6
8 to 30
4'h
-
(16) Ya' x 21h" SDS
(12) I/V x 2'h" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
FL,
LA
MGU3.63-SDS
-
35/6
9%4 to 30
1 4'h
-
(24)1/4" x2'h°SDS
(16)'/f x2IN' SDS
7,260
9,450
9,450
9,450
6,805
6,805
6,805
US3,56/1138
-
35,1
117h
2:
-'
j12)0.148x3
1,420
1,616=.
1,74b
1,220
1390{7,485
-
33i6{
11'h
21/5
-
(20) 0.162x 31h,.
(2) 0.148 x 11h
210'
2,880
3135;13,135
2,475
2,695
2,695'
°U414."•
-MIU3S6/11.
✓
31`14s'10
2'
•-
(16)0,762$31h'
(6)'0.148x3
9;8:
2,305'2,615;128207980.245,2,425
HHUS410
-
3%
9
3
-
(30) 0.162 x 31/:
(10) 0.162 x 3'h
a;555
5,635
6,380!
6,445
[4,845
5,486
j 5,545
-
HUS412 •-
-13-A6
,.'101h
2
--
(10)0.162x3h
(10J0:162x31/i,
34;3526603,025!
3;26SI
2,275`2590,
2,795.
31hx 11 rh
HU412/HUC412
-
s
394s
1094s`
2%
Min.
(16)OA62 x31h
(6)0.148x3
1,135
2,380
2,685
2,89D
2,050
2,315
2,490
Max.
(22)0.162x 3%
.(Ib)0.148 x3
Ta.,9F„
3,21
3,695;,
3,970
2,8201.3,180
3,425
HUC0412SDS
•" •
-
3946
11
-
(14)1/P x 21WSDS
(6)W x21h°SDS
2,265
5045
504515045{3,630'.
3,630
3630
-HGUS412
• =•
-,
35/4•
-10M6
4
-
(56)0.162x3h
,(20) 0.162 x 31/z
5i040
9,400
9,40D�
9,400
8085.
8;085
8085:
LGU3.63 SDS
34A
8 to 30
41h
-
06) IW x 21W SDS
(12)1/4°x2'h SDS
5,555
6,720
6,720;
6,720
4,840.
4 840I4,840
MGU3.63-SDS
•.•'..
35h-9'la
to 30 1
41h
-
(24)%°x21/,°SDS
(16)`14"x21h SDS
7,260,
9,450
9,450:
9,450
6805',.6,8D5�6,805
HGU3.63-SDS
-
35k)
MOO
41/.
-
(36)'/a' x21/z' SDS
(24)'/Vx2'h"SDS
9.4n0
13,16n
lot u0',7a16C
9,475
19475
°,475:
46 See footnotes on p.150,
Simpson Strong -Tie® Wood Construction Connectors
4 �
Adjustable Truss Hangers
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustabifity 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 ZMW 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 I/V from the edge of the top -flange members. For
the THA29, nails used forjoist attachment must be driven at an
angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum Yz° 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, wRh the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
355° (except THA413) and larger, with no bad reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
24z for
THA422.2
W426-2
(V�THAC422
W.'typlcal
2W for THA422-2
and THA426-2
6THA418
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps maybe installed straight
or wrapped over with tabulated
face nails installed into top
and face of heads
Double -Shear
Double- '.. z Nailing i,.'. Dome Double -Shear
j Shear ¢� Side Yew; `. Naiing Side Mew
' Naiing po not (Available on
Top View ,: bend tab some models)
Use full tableva
Single 4x2-
Sea
nailer table)
SIMPSON
Stroiig�e'
2 face nai5
(total)
4 top nails
(total)
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
,yp,.G, ,
Top Flange Installation
lerto
tnote 5
p.187
86
THA/THAC
Adjustable Truss Hangers (cont.)
® These products are available with additional corrosion protection. For more information, see p.15.
0
7A
s `F
Model
No.-'fia'
_
'
Dimensions
(!n.)
m-
Min.
Top
Flange'.DPPth:
'(1nJ
Min.
Header
(in)"
Fasteners .. -
(in.),
"Carryidg'Member . `- ". +'
'. Carried'
Tap , Face ' Member
DF/SP
Allowable Loads
:
" Boof /Roof
`UPlill Fllpor` Snow •Wind
(160) (109).. j115). (125/160)
SPF/HF •
Allowable Loads
/�l
,Uplift Floor -Snow, .. Wind
(160) (100) .(115) (125/160)
',
Code,
ReL
WzA H
" '.
C
THA29
18
14'e 91146
5'/s
1'h
—
,rToPEIanBEinstallatrop
(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 1,330
2rhe
—
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.146 x 3
525
2,610
2,6101.1,,460
0
1,965
1,985
1,985
THA213
1B
lsh 13Fia
5'kl,
2
= j
(4)'0148 x3
(2)'D.148x3.
(4)0148KTh
-
1460
t` G,
VIC
I„ri0
1110,
THA218
18
1 % 17$6
51h
2
—
(4) 0,148 x 3
(2) 0.148 x 3
(4) 0.148 x 11h
—
1,460
1,460
1 110
1,' 10
1,110
IBC,
;•TNA218-2
15
3'14 171146
8,�.
2
--�(4)
0.162 x3k
`(2) 0.162x 31h
(6)0.148 x3
1.960
'1a`
1,3er0•"1,
15
.1516`
FL,
THA222-2
16
31/6 225/e
8
2
—
(4) 0.162 x 1/h
(2) 0.162 x 31h
(6) 0.148 x 3
—
1,960
1,995
1.490
1,515
1,515
LA
THA413'
18
35/a133i.
1W
2
'
I4) 014E x3•+'
(2) 0]48 x8�
(4) 0.1481C3
=— '
t 538
'1 133".+:
`
1"15
111 65,
1,165
THA418
16
3% 171h
7'/a
2
—
(4) 0.162 x 3'h
(2) 0.162 x 31h
(6) 0.148 x 3
—
1,960
t 490
1,515
1,515
Tf1 422
16
3SW 22
7xh'
2t.
—;'14)0162
%9'=:"(2)0,162x3h
,;(5)0148 x'3
'
Y 60
THA426
14
3% 26
7rh
2
—
(4)0.162x3'h
(4)0.162x3'h
(6) 0.162 x 3'h
—
2,435
12.4352.435
—
2,095
2,095
2,095
Tl1A4222
i4
77d"2?i)4`951eb
2
—s(4)0;162x3h'(4)4.162x8ih(B)b.762z3'h-
3;330
';'2,865
:2,8fi5
�'2,865
FL
THA426-2
14
7'h 26Na
9%
2
—
(4) 0.162 x 3'h
(4) 0.162 x 3'h
(6) 0.162 x 31h
—
3,330
—
2,865
2,865
2,865
Eiy,
M- x
§"
x
4. w'y
%kw<;.
}�aCE Mbbtli
iullt zlitslal(atlUn
qua
a ,1-;
a+hA'
��,15
xrr TY
i1E
THA29
18
1% 91K6
51h
—
9%
—
(16)0.148 x3
(4)0.148x3
1 525
2,265
2,265
2,265
1 450
1
1950
THA213`"
18"
15/6 133i6
5'Yz'i
—;'13
a'
`at?_:-�(14j`ii1148X8
'(4)`0148x3
FwB'2tG4a'
340r
;4,5Q �':"•7,3x
'?.10k
THA218
18
1 % 17916
5'h
—
17%
—
(18) 0.1480 3
(4)0.148x3
855
2,450
2,450
2,450
735
k2,8452,845
2105
THA218-2
16
3V61Z1Y+6
8js,—..74'hs;(
,i'^s a4'(22)A.162x3?h
(6)U162x31h
-1855
a,310314
„3.11 Cvr:i1,595
°i,:3?5'�
IBC,
THA222-2
16
31/6 2245s
8
—
14%
—
(22) 0.162 x 31h
(6) 0.162 x 31h
1,855
3,310
3,310
3,131C
1,595
2.845
LA
Tk1A413
THA418
18=
16
3%a136A.
3%
4'k
,,— ,;
—
13'+ir»
14'66
—.:'-(14)
—
.148x3,
(22) 0.162 x 3'h
.(4)0148x3'.?,105..-:
(6) 0.162 x 3'h
1,855
3,310
3,370
3,310
1595
2.845
2,845
2.845
7HA422
THA426
16
14
..3A
3%
+269;693/,
—
—
14uc„-
16Ra
5,p,.(22)„0.162x3'h_(6)0-162,x
—
(30) 0.162 x 31h
31h
(6) 0.162 x 3'h
q!8552.10
1.855
4,415
;3,,'S0
4,480
a,3 n.; :=1595
4,480
1,595
2,845-;28y`S
3,795
3.855
$8d5.',y
3,855
'T A42221
THA426-2
14
T/+
7%
—
163're,
18
-
—
SQ D.162x3
(38) 0.162 x 31h
5 0,162x3'h
(6) 0.162 x 3'h
1855
1,855
'Sa70
5,520
5a520
5,520
5,5 ".
5.520
;595
1,595
4,445
4.745
4,745
4,745
4,745:.
4,745
FL
1. Uptff bads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other bads govern.
2. W Intl (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 1 h' 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 carying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face-mouht installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148' x 1 h' naiS in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x modeb, 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 full tabulated top -flange instalation loads.
6. Refer to installation instructions regarding fastener Installation into owned Ooist) member. Based on the installation condition. nails will be installed
either straight with straighted double -shear nalling tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
18
Simpson Strong -Tie° Wood Construction Connectors
Face -Mount Joist Hangers
G`aEERFp
W
3'
b
This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
The double -shear hanger series, ranging from the light -capacity,
LUS hangers to the highest -capacity HGUS hangers, feature
innovative double -shear nailing thar distributes the bad through
two points on each joist nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMW 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 bads.
• 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
Naling
Top View
SideVew Nailing
Side View
ten„ Do not bend tab
Dome Double -Shear
' .� `.:c. Naiing Side View
<: (Available on
some models)
1'far�
1H6 for4Xs�
6
:k
C µ,me B
6 LUS28
6 HHUS210-2
SIMPSON
trot e"
6MUS28
4
c
n
M1
;r
C a a <
D d °
t °
V HUS210
(HUS26, HUS28,
and HHUS similar)
eJ HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
4, Simpson Strong -Tie® Wood Construction Connectors
Face -Mount Joist Hangers (cont.)
Modelr.?
No.`
Min.
Height
Ga.
Dimensions pin,)Fasteners
W.•
°
„:H%
g "�'
Carrying
" Member
''.Cedr
Member
Single 2x Sizes
•LUS24 '
2%
18
11+s
.13'% '
13'4
.. • (4) 0.148 x3
(2) 0.148 x3'
LU526,
,41/
135s
4a(i
1°/4
_.(4)0,148z3-•
(4)0.148 x3
MUS26
411Fs
18
1 %.
5346
2
(6) 0,148 X 3
(6) 0.148 x 3
HUS26
4446
16
1%
5%
3
(14)0.162 x 31h
(6)0.162 x 31h
HGUS26
1 494s
12
1%
5%
.5
_....
(20)0.162 x 31h
(B).0162 z 31/2
LUS28"
'43'i6
'18e
ills-
6%
1'f4
716)0.148 x 3fr-
-MUS28
63is
18
194s
6Wi6
2
(8)0.148x3
(8)0.148x3
HUS28
61h
16
1 %
7
3
(22) 0.162 x 31h
(8) 0.162 x 31h
HGUS28
6§Ss7%
5
(36)0.162 x 31h
(12)0,162 x 31h
'.LUS210
41/.
18
11u
7186
13'i
(4) 0148z3
HUS210 r.
„ 8%
l6
1%
9
3 :
'(30) 0.162 x 35i,1
(10) 0.162x:31b
HGUS210
81i6
�_ -12"
is%
- $1h`
5
:j46)O0620Wz"t
(16)0.162'x31h
1. See table below for allowable bads.
SIMPSON
tIO1C f
These products are available with addrfonal corrosion
protection. For more infonnafion, see p. 15.
Q For stainless -steel fasteners, see p.21.
Many of these products are approved for installation
®1 with Strong -Drive= SD Connector screws.
See pp. 335-337 for more information.
BF Allowable Loads '
SP Allowable. Loads
SPHHF Allowable Loads
"Code
Model
.No. ..
(160)1
Floor Snow Root, Wind
,(125)' 60)
Upli
(160}�°°;
(100) -
Snow R of
(115),; .-(125)`�
Wind
(160)
= (,Flodr ,
160)t.,°
Floor ,
(100)
Snow
(115j,
Roof
.(125) .,
Win;
;.
Ref.
Single 2x Sizes
LUS24j,.
�35„
, 670,
^4765 ;,
820
Y,045
435. _...:
725,
, ;825,.
890-
7 k20 "
.460
., 495 `
565.
605 .'
770: ;
LUS26
1,165
865
990
1,070
1,355
1.165
935
1,150
1,475
865
635
725
785
1,000
IBC, FL,
MUS26
930
1,295
1,480„•
1,560
1,560
930
1405
1,563
1.560
fit^
955
1,090
1,160
1;3$^,:
LA
HUS26
1,370
2735
3,095
3235
3,235
1,320
2,960
3280
3,280
1,150
2,350
2,661
2780
2,780
. HGUS26
575
4,340
4,850
5,170
5,390
875 _.
4,690
d4,095
5,390..
5,390
180
'. 3,225
3,610
3,870 :
3,985
MG. FL
LUS28
MUS28.
1,165
• 1,320
1,100
: •1,730
1,260
1,975:...
1,350
° 2,125'
1.725
2,255`
1165
:+'S,3201
1195
: 1,876
1465
2,255
1,730
• 2 255
865
=1'160,1
810
1,270 .
925
1,955.
1,000
4,5M
1,270
19 .
IBC FL,
LA
HUS28
1,760
4,095
4.095
4,095
4,095
1.760
4,095
4,095
4,095
1480
3.520
3,520
3,520
3,520
HGUS28
1,5.;0
'',7ju
, 7,275 ,
7,275
? 75
1,650
7,2Tc
,
7,275
7,275
1.325
3.67A)
3,820
3,915'.
4,250
IBC, FL
LUS210
1,165
1,335
1,530
1,640
2,090
1 1,165
1,450
1,655
1.775
2,270
865
985
1,120
1,215
1,500
1 IBC, FL,
HUS210.
2,635..
5450
5;795
1 5,930
5,880
1 2,635
SS"s5
5;750
5,839
5;530
2.220...
'�339
2A55
2,535
2,825
LA
HGUS210
7.,090
9,100
9,100
9,100
2,090
9,100
9 00
9,100
9,100
1,545
6,340
6,730
6.730
6.730
IBC, FL
1. For dimensions and fastener information, see table above. See tab[- footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp.98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45" and/or sloped to a maximum of 45'
• For skew only, maximum allowable downbad is 0.85 of the table bad
• For sloped ony 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 b.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45'. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square out 0.62 of table bad 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 out 0,46 of table bad 0.41 of table load
W > 6" Bevel cut 0.85 of table bad 0.41 of table load
Acute
-side
opeaiy anym
Top View HHUS Hanger
Skewed Right
foist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
94
Simpson Strong.-Tie®Wood Construction•Connectors"
These products are available with For stainless Many of these products are approved for installation
ED additional corrosion protection. © steel fasteners, ®t with Strong -Drive® SD Connector screws.
For more information, see p. 15. we p. 21. See pp. 335-337 for more information.
A
SS
SIMPSON
rm-�s+a ,s eae•c,4t
5 r0lft]]p%'ie;
Model
;Min
Dimensions fin.)
": Fasteners (in.)
-
°`
DF/SPAllowable Loads m
SPF/HFAllowabl@Loads
'Code
`- No.
'Heel
Height
Ga:-
W:
,H
g'
**
`. Carrying
Member
•'
' �° Carried
- Member
Aplift,
,(160).
Floor Snow
(100)'.. (115).
' Raof'
{725).+{760)
Wtnd
tioldt
`{360).,,(700)
:'Floor"
Snow-
(115)
"Hoof Wmtl
(1125) (160)
"Ref.
!
Double 2x Sizes
31A
2` .'.(A)
0.16? x 3ih
f(2) 0.162x 31h,`.
' 410' `5600:?'
905 =
980 ,
i1,245'
355 11
890 ,
, 78D
;' 845
1,070'
LUS26-2
4346
18
31/.
47A.
'2
`(4)0.162x31/z.
' (4)0.162 x31h;
' ]6C
1,030'I
.1,770
1,?65':
a,595
910
-.885
1,00511;080
1,370•
HHUS26-2
4446
14
3346
5%
3
(14) 0.162 x 31h
(6) 0.162 x 33h
1 320
2,830
3,190
3,415
4,250
1,135
2,435
2,745
2,935
3,655
HGUS26.2
494s
12
334s
5rh6
4
(20)0.162 x31h
(8)0.162x31h
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170
4,445
4,795
WS28-2
4slis
18,
3VV
7
'2
,(6) G462X3'/3;'.-{4)0.162x3"h-
srG"b0
1,385�
i,490
1,670`'2,030
910
1,130
7,280
-1,385
1,745':
IBC, FL,
HHUS28-2
6'Ac
14'
35A.
7'/x
3-`(22)
0.162 x 31/2
j8)0.162 x 311h,
1,760
4,265
4,810
5,155
5,9861
,11115.
3,670
4;135:
4,435
5,145.
LA
HGUS28-2
16%6
12
3iis
7A56
.�d:...(36)0162X31h„
02)0.162 x3''h
3,235
7,460:'
7,460
7,d60.';7,460'
2,780
j6,475
fi,415'
6,41$
6„475'.
LUS210.2
67A6
18
31/e
9
2
(8)0.162 x 31/2
(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
8%
14
3%
87/8
3
(30)0.162 x 3'h
(10)0.162 x 3'h
3,550
5,705
6,435
6.485
6,485
3,335
4,905
5,340
5,D80
5,190
HGUS210-2
8s4s
12
3346
9As
4
(46)0.162 x 3'h
(16)0.162 x 31h
4,095
9,100
9,100
9,100
9,100
3,520
7,460
7,825
7,825
7,825
Triple 2x Sizes
' HGUS26 3
44 U
12
41 4a
51h
4
(20) 0.162 x316
(8) 0162 x3lh
2,155
4,340
4,850
5,170€
5,575
1,855:.
3,730
4,170
'4,445-
4,795
IBC, FL,
-HGUS283
'6°34e
12
4145s
71/.
4..:(36)
0.162x3'h,..fl2)01,62x
31h.,
3,235
7,460-
7460
7,460.-7.460
2,780,
6,415
6,415
6,415
6415i
LA
HHUS210-3
8%
14
4%
8%
3"
(30) 0.162 x 31h
(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
8115s
12
41i4s
91/4
4
(46) 0.162 x 31h
(16) 0.162 x 31h
4,095
9,100
9.100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
. HGUS2124
10%
12
41%,
1035
4
(56)0.162x3'lh
(20)0152016;
5,095
9,045:
4,045
9t?45".
9,D45
ABD0':';,780
-%78G.
'7,780
7,750
IBC FL,
LA
HGUS2143,
72%
12
41n's
323'a
14
(66)0.162x 3'h,;;(22)0.762x3'h
5,695
76,125.
1012510,125,
a10,125
490D::8
t90
8,19018,190
8,190.
Quadruple 2x Sizes
HGOS26-4
' 51%
12
614e
5%
4
(29)0.162 x3'1h
-8)0.162 x311h
2,155
4,340:
4,850
5,170:
5,575
11,855'"3,730
4,170
FL,
HGUS28-4
74/4
12
69A6
734s
4
(36) 0.162 x 3'h
(12) 0.162 x 3'h
3,235
7,460
7,460
7,460
7,460
2,780
6.415
6.415
6,415
LA
HHUS210-4
8%
14
6'/e
87A
3
(30)0.162 x 3'h
(10)0.162 x 3'h
3,405
5,630
6,375
6,485
fi,485
2,930
4,840
5,485
5,575
FL
HGUS210-4
.9114,
12
Vi.
9M6
4
(46)0.162x3''h
(16)0.162X31h
4;095
9,100"
9,100
9,100
9,100
3;520:
7,825
7,825'"17,825
d4,445,4,795IBC,
HGUS2124
10%
12
61is
10%
4
:(56)0,162 x3"1h,
J20)0162x 3'h
k895.9,0,459,045
'9A45
9,045
�900;71-80
7780
:7,780
IBC, FL,
LA
,H6US214-4
124e
12•
634t
125A
4=;'(66)0.162x3^h'j(22)0:'162x3'h:�'5,6951072510;72570,125'70;125
;d,900;58,710
9,7U1"8i7701
dx Sizes
{US46
4?fi
18
3hSs
434
2.
(4)0.1fi2x3'h:.
"(4)0.162 x31h
",,060
1,030
1,170
1,265
1,595
91D.:.
885
7,005
1090
1:370
IBC, FL
HGU546 `,:
.•47h6„
12,.
3s%'
47.56
Al
0)0.162x31h;•j8)016?X3%=
.2,165
,9,,340•=4,850
$,170'S,575
8855.
3,730
4,170:4,445
Q,795%
�}3HUS46 -
4$6
14
A
5346
3
f)4)0.162 x31h
,(6)0.162 x3h6
1,320
2,830
3,190
13,415
4,250
1,lao
2,435
Z745
i2,935
3,655'
WS48
4%
18
39A6
635
2
(6)0.162 x31h
(4)0.162x3'h
1,050
1,315
1,490
1,610
2,030
910
1,130
1,280
1,385
1,745
11 Ft,
HUS48
6'/e
14
3456
7
2
(6)0.162 x 31h
(6)0162 x 31h'
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
36h
7'h
3
(22)0.162 x31/2
(8)B162x31h
1,760
4,265
4,810
5,155
5.980
1515
3,670
4,135
4,435
5,145
HGUS48
67%
12
3%
7946
4
(36)0.162 x 3'h
(12)0.162 x 3'h
3,235
7.460
7,460
7,460
7,460
2,780
6.415
6,415
6.415
6,415
LLIS410,' ,
6Y4
18
3s/s
BY,
2,
,I(8)9.162 x31h
.(6)0162x314,"
1,445
1,830:
2,075
2,245I
2,830,
1,245:"1,575
1,7851,
1,930
2,435:
`HHUS410', "
=8%'
=td-
3%.
9 ;
",3^
:(36)0962X3 11(10)4.162x31h=.g
'C
,'a,70SA44
C'05+
047.-
�3.5"o'a�,
4`905
5,535'.
":55 S
,5575
HGUS410
' '87%
12
36h,.
9346
4
(46)0.162x3'h'
i(16)b.162z3%
4,095
9,100!.
9,100
'9100.
9100
.3,520i,
7,825
7,825,
7.825
7,825,
IBC FL,
LA
HGUS412
107A6
12
35h
107As
4
(56)0.162x3'h
(20)0.162x3'h
5,695
9,045
9,045
9,045
9,045
4,900
71780
7,780
7,780
7,780
HGUS414
117As
12
36h
127As
4
(66) 0.162 x 3''A
(22) 0.162 x 3'h
5,695
10,125
10,125
10,125
10,125
4,900
8,190
8,190
8,190
8,190
Double 4x Sizes
HGUST37/10,'
87As
1 12`
7%
JSYi6
1 4 (46)0.162x3yz
(16)0.162x3'h
3,430
9,095
9,095,19095"
9095,2,950.
7,820
7,820'7,820
7.820'.
H©US73711?
70 a'
12
^I3/e„10i4s
- 4 (56)0.36?R,3'h..;(2D)0,162K3'k:
3,835
9,295;
9,295
9395'.9,295,
3,300
.7,985
a7,995�;7,995
,7,9951
FL
HGHS7.37114
I 113A6
J 12
'7%
129i,
4 ;.(66)0162x3"h-(22)0.162x
35h,'S,08010,50.10,500
10500
10,500
A370,
.9G30
9;030,:9,030
9,030
1. UpHI bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govem.
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 Emit allowable bads in accordancewith ANSViPI 1-2014. Simpson Strong-Tiem Connector Selector° software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Sbong 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%' nay in the header
and 0.162' x 31h' in the joist, with no bad reduction. With single 2x carrying members, use 0.148' x 11h' nails in the header and 0.148' x 3' in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener inforrmedon.
19
96
Simpson Strong -Tie' Wood Construction Connectors
HTU
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 37A'. Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to'h' max. to allow for greater construction
tolerances (maximum gap for standard allowable bads
is'/e" 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 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
Options:
• HTU may be skewed up to 671/°. 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
pertable
EMany of these products are approved for installation with Strong -Drive"
SD Connector screws. See pp. 335337 for more information.
Typical HTU26
Minimum Nailing
Installation
HTU26
�-'X max. gap between end of
truss and carrying member
HTU Installation for
Standard Allowable Loads
(tor 1h' maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/6" Maximum Hanger Gap)
SIMPSON
r
Alternate installation -
HTU28 Installed on
2x6 Carrying Member
(H7U210 similar)
Min.
'Model, Heel
Na Height
' .. -
Dimensions (fn.)
W .WH B
Fasteners (in.)
a -
Carrying Garriedl"---
" Member ' Member �:
DF/SP,AIIowable Loads
-
Uplift Floor Snow Roof Wind
(180),.(100) (115) . (125) (160)''
SPF/HF Allowable Leads
-
,uptift Floor Snow3 Roof Wind
(160) :.(100), (115) (125) (160)
Code;
Ref."
Single 2x Sizes
HTU25 3'/
.
1%
57he 3h..
_. ._
:120)0.162x31/ (M1l)(M48x 1Y,
64G.
2'git Wrr0
ZE70
',,,fx70';
r 50
' Oa0 1.650
1,680
1,686
ifTU28(NI'nj- 3kG
35J
5_7 ,31h,.
{2010.162x3Ye. (14)0:148%fh
1,250
2,940 3,266
3:200
3,200:;:1,075r'
1,8527. 2015
-2,01
2015.:
HTU26(Max.) 51/
Y;5
57hs 3'/,
120)0.162x 31/2 (20)0.146 x,11h
1.555
2:940 3s20
3-580
4,0101'_1,335
2,530. 2,855
3DE?.
3.450
IBC,
HTU28 (Min.) 37h
135
715s 3'k
(26) 0.162 x 31/,(14) 0.1 88 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.) 7'/.
ish
711s 3'h
(26)0.162 x 31h 1 (26)0.148x 1'h
2,020
3,820 4,315
4,655
5,435
1,735
3,285 3,710
4,005
4,675
LA
'HT1i?70 (Milt{ 37i•
1
B31s 13ifz='r(32)
0.162 x3"h', (14)0J48x 1,
1,330
U imo
"300
4;309;
_1,145
3225 a'225
3.225J
3.225'
11711210(Max.) 974 .
135
91Fe 3'1h
JU)0.162-.x 31h 1 (32)0.148x 1 1h
3,31514705
5.510
7-ID
5,995. 1.2,850
4,045 4.565
4,930
5,155 '.
Bauble 2x Sizes
HTU26-Z (M n)
37/e
334a
106
3'h,
„(29) 0162 x 31h:.
,. (14) 0.14ft, ,
1,515
J 2,946
3IM I Marl
1910 1• 005
1.850 if2.090
2,255:
2465:.
HTU26-2 (Max:f
5'/x
33is
5M6
31h
'(20) 0.162 X 31/:
(26)0.148z3`
2,175
3,580
4.`-3C; 1,870
2,530-°
2,855
309J
3,855
HTU28-2 (Min.)
37h
3ifs
7He
31h
(26)0.162 x3'h
(14)0.148x3
1,530
4,310
4,310 1,315
2,865
3,235
3,235
3,235
IBC,
HTU28-271h
(Max.)(
3i5e
7'fm
31h
26 0.162X31/
( )
(26) 0.148 x 3
3,485
4,655
A,'�,31D
5,825 2.995
3,285
3710
4,MS
b,D}0.
FL,
LA
HTU210-2 (Min}
,37h
3sii'e
9iSs
31i.
'(32)0,162,x31ft
(14)0.148 X3-
1,755
;4,816
4,815.,4,51fl
3530:'
3,610�
_
3,610
3610i
HTU210-2(Max)
9'7."
'3%
9'hs
'3'/..(32)
0.162x 3'h
(32)0.148X3
d,110
5,730
6,5'S 3,535
4,045'�
4565
4,93^_
5.6D5,
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 1r5' and'h', use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVIPI 1-2014. Simpson Strong Tem 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 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 fisted diameter by length. See pp. 21-22 for fastener information.
SIMPSON
HTU
Face -Mount Truss Hanger (cont.)
®i Many of these products are approved for installation with Strong -Dave®
SD Connector screws. See pp. 335--337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
• Min.
Fasteners(in.) "
OF/SP Allowable Loads
SPF/HF Allowable. Loads,
Model
Heel
Mmlmum
-
Code
No
Height
-,Gamed
Uplffl]
Floor
oof
ind
ift
Floor
Snow
Roof
ind
ABL.
MembeCarryinr
,£Membe9 ,.•,,.#Member,
(16} :,(Y11)
'(145Y„1n;
(160);�.(160)
(j00),,
(1151,.
;(725);.,W60)
HTU26 (Min.)
37/h
(2) 2x4
(10) 0.162 x 3'h
(14) 0.148 x 11h
925
1,470
1,660
1,790
1,875
795
1,265
1,430
1,540
1,615
HTU26 (Max.)
5'h
(2) 2x4
(10) 0.162 x 3'h
(20) 0.148 x 1'h
1,240
1,470
1,660
1,790
2,220
1065
1,265
1,430
1,540
1,910
IBC,
HTU28 (Max.)
T/.;
(2)2x6
(20)0.162 x3+h-,(26)0148
x116
1,970,
2,940-
8,320
3JM0
3,905
1,695
Z530
2,855
if ND
3,360-FL,
LA
HTU2,10(MaXJ°y'9%+•
(2)2x6
(26)4.162x3+h;(32)0'17j8
z.1+/z
.2760,'2940
.3320
'3,?,id0
,3905 ,;;2375.
3,530tii.1
3;08Q,
3,360�
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is'h°.
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads C12" Maximum Hanger Gap)
Min: Dimensions(n.)
".: Fastenerslin.)
- „DFJSPAllowable Loads -
- SPF/HF Allowable Loads '
4
Model
`Nq ' _
Heel
Height . W
H..
8
Carrying
Member
Carried
-,:'Member
Uplift
(160)
Floor
.(100)
Snow
°(tt5)
Roof.
(125)
Wind
(160)'
;Uplift,
(160) .
floor
.1100),
Snow:
, (115)
Roof
(125)
Wind
(160)
Code
net.;
,
Single 2x Sizes
HTU26
31/z
1%
514s
3'h
(20)0.162 x316
'(11)0.148x1'h
635
2,3g5
2,355
2396
2;� 5
545
"1510
lAd:
1,59
1,513
HT1126(Min.)
37%
i%
;57hc
3+h
(20)0.162 x 3%
(14).0.148x V%
1,175
2,940
.3,160
3,100
3;100
1,010
1,955
1,955
1,655
'1,955-
HTU26(Max)_
HTU28 (Min.)
5%
31h
1%
1%
5316::
7146
3%
3'h
(20)0162x3'h
(26) 0.162 x 31h
(20)0.148x�t%,
(14) 0.148 x I'A
1,215.
1,110
2,940,
3,770
13M,
3,770
3,500
3,770
.3;633
3,770
1A45;
955
1,850
2,825
2090:
2,825
2,'v85
2,825
2285:
2,825
IBC,
FL,
HTU28 (Max.)
71/4
1 %
7%
3+h
(26) 0.162 x 31h
(26) 0.148 x 11h
1,920
3,820
4,315
4,655
5,015
1,695
2,865
3,235
3,490
3,765
LA
HTU210(Min.),
-°37A
1%
9M.
3'5
(32)0162 x31h
(14)10:148 x11h,
'11250
3,600
3,600
3,600..
3,600
1,075
2,700
2.700
2,700
2,700.
ry1112;10(Max)
9Vi
7s/e
9'As'.
3'h
(32)0762x3'h
(32)0.l48xt1h
3,255
'41705
'5,020'°5,020
S;020
2,800
3,530
3,765
3,765
3;765'
Double 2x Sizes
'HTU26-2(Mm) y
37A,
33ie
5Rs'
3'h
(20)0i162 x31h
"(14)0.148 x3
,1,515
2,g40
3,3 C
3,500
.3 500
1,305
'2,205
2,205
�2205
2,206.
HTU26-2(Max) ::•
5%-�34,
5rF6.
3'h
(20)0.162x31h
-.(20)0.148 x11 3
11.910
2,940
3;320
3,500..
3,500
1,645
2,205
2,205
2,205
2,205
HTU28-2 (Min.)
31h
3§46
7Rs
3'h
(26)0.162x 3'h
(14)0.148x3
1,490
3,820
3,980
3,980
3,980
1,280
2,865
2,985
2,985
2,985
IBC,
HTU28-2 (Max.)
7%
3i416
7Rs
31h
(26) 0.162 x 31/1
(26) 0.148 x 3
3,035
3,820
4,315
4,655
5,520
2,610
2,865
3,235
3,490
4.140
FL,
LA
HTU210-21
914c
3Yz1
(32)0:162 R3V.-fl4),G
8x3'.1;755
4,255
4255,
4,256'
41,.255
'1,510
'-3,190
=3,190,
3,190
3,196
HTU2102(Max.)`
91/4
3Y,s
914s'
31h
(32)0,162x3+h
(32)0.148x3
'3,855
1,705
6,3i1€
V:D
6,470
3,315
r3,530
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 'Am and 11V, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong Ta° Connector Selector* software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strang Te.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148' x 1112' nails in the header and
reduce the allowable downbad to 0.70 of the table valie. The allowable uplift is 100% of the table bad.
B. Fasteners: Nall dimensions in the table are fated diameter by length. See pp. 21-22 for fastener information.
19
Simpson Strong -Tie® Wood Construction Connectors SIMPSON
SStru ea
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionallg HU hangers with one flange
concealed may be installed similary.
HU and HUG products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUG is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 2 /116' or greater, at 100% of the table bad.
Specify HUG.
• HU is available withoneflange concealed when the W dimension
is less than 25/le° at 100% of the table bad. Specify as an W
version and specify flange to conceal.
• For any HU or HUG shown in this catalog, the user may
substitute all face nails with 1/a° x 1 •/4" TRen@ 2 screws
(Model TfN2.25134H) for concrete and 5: x 2?44' Titen 2
screws (Model TTN2-25234H) for GFCMU. Follow all
installation instructions and use the bads from the sawn
lumber orEWP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX`T and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Tften 2 screws. Titan screws for GFCMU p/4" x 23/4" —
Model TTN2-252344 and for concrete 0/4' x 1 •/i — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3,e -diameter hole to the specified embedment
depth plus 1/z".
• Alternatively, dell the Yis"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load -capacity.
• Titen Installation Tool Kits are available. They include a
a/ie' drill bit and hex -head driver bit (Model TTNT0I-RC);
a -YW x 41/." drill bit is also available (Model MDB18412).
• A minimum edge distance of 11k" and minimum end distance
of 37A' is required as shown in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
of 1112" is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flange
HUC410
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
Simpson Strong-Tte°Wood Construction Connectors
Medium -Duty Face -Mount Hangers (cont.)
® These products are available with additional corrosion protection. For more information, see p.15..
73
- Model+ ,
Fasteners'
(in.),
" "Allowable leads (DUSP) `-
Code '
GFCMU
." Concrete
Standard ,..
-; Ooncealetl s::
GFCMU *
Titen°2"
1• Concrete
'""Titene2
0a` Jprs( "` =
Uplift +'
1"#(160)
, Down
(100/125)
,Uplift
(160)
Down
(1001125)
Ref.
HU26
HU26X
(4)1/4 x 23/4
(4) %x 14:
(2) 0.148 x 1'h
335
1,000
335
1,545
HU28.'-
HU28X' _
(6)Y.x2YY4.
(6)'J4 xfl
(4)0 t48x1'h.
545 -
1t500 {
- 760 _
2,400
HU24-2
HUG24-2
(4) Y4 x 23/4
(4) Y4 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
HU26-2(Min.)
HUC26-2
(8)114x231
(8)14 R:1YY'
(4)0.1480
760,
2,000 '.
760
3,200
HU26r2(Max)
HU1 26-2 ,.
(l2)'/4x2% ,
r,12 Y4xi1YYA
(6 0:748;X3 -
3
3;000
HU26-3(Min.)
HUG26-3(Min)
(8)'/4 x24'4
(8)'/1X 1i44
(4)0.148x3
760
2.000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)1/4 x 2Y,
(12)1/4 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135-
3,950
.HU28,g2`(Mm)
HU0282(Minj
, (10)Yix2%
_ {10)'/+xE3Yla
(d)O,;I4$x3 "�
T
;' ,4760 ^'_„
, 2SOD"
� 76R
HU28-2 (Max)
HUC28-2 (Max)
(14) i%. x 23: -
(14) Y4 x:734
{6) 0:148 x 3
1,735
3;500
1.135
4;920'
HU210
HU21OX
(B)1/4x 2Y/4
(8)'/.x13.
(4)0.148 x 11k
545
2,000
760
2,415
}1U270�2 ((vlin)`.�,HUC210-2(Mm)`,;
1(19j"3'ax2?li
a(14)'A'7(i131+„
0.148$34
.V35 „_=
°.3$00
1,135 =`4,920
""
'HU210-2 (Max.),
HUG210-2 (Max.)
_ (18) Y4 x 2}',-
(78) Y, %7 i'4'
(10) 0.148 x 3 -
-(6)
1,800 -
" 4,500
1,800-
5,085'
HU210-3 (Min.)
HUG210-3 (Min.)
(14)1144 x 2344
(14) Y4 x 13/4
0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUG210.3 (Max.)
(18)14 x 23/4
(18) Y4 x 1 Y/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212
HU212X
(10) Y4 x 23/.
00)'/4 x1135
(6) OA48 x 1'h:
1,135
2,500
_ 1,135 -
2,665�
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/.x 2Y44
(16)'144 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22)'/. x 23h
(2 2) Y4 x 131,
(10) 0.148 x 3
1,350
5,085
1,350
5,085
111,1212-3 (Min.).
HUG212-3 (Min.)
(16) Y4 x 2Y.
(16)Y4 x I.4,
(6) 0.148 x 3
1,135
4,000
1,135
4,920'
HU212-.3(Max.)
HUC212-3(Max.)
(22)1J4 x 21/4
Y7zlYli ,
'(10)0;148%3
.1,800
5;085
, •1,800
p 5,085
HU214
HU214X
(12)1h x 23'4
(12) Y4 x 13/4
(6) 0.148 x 11h
1,135
2,665
1,135
2,665
HU214-2(Min.)
HUC214-2..(Min.)
(18)1/4x 23S
08)�/4 x1444 ,
(8)0.148x3
1,515
4,500
:• 1,515
5,085-
„HU214-2
HUC214-2 (Max.),.`,
(24),IaX23'.Pe
(24)YtX,9l 4;
.,{12)0;#48x3 r
,2,015 .•k
5D85=.:
2,015'
,.,g 5,085'-...
HU214-3 (Min.)
HU0214-3 (Min.)
08)1/4 x 23/4
(18)1/. x 1-14
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)1/4 ir 23/4
(24) Y. x 11/4
(12) 0.148 x 3
2,015
5,085
1 2,015
5,085
1lIU216,."
HU216X.,,:
(18)'wx2%' �
-,{18j)'1A Kj$4y,
K(8)0.148x1'k-s'
,x--9y15
'00
. ,1(5l5
; 2,92P.#'`.
..
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1J4 x 23/4
(20) Y4 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2(Max.)
HUC216-2(Max.)
(26)1Ax23/4
(26)'Ax13'4
(12)0.148x3
2,015
5,085
2,015
5,085
HU216-,3 (Min,),'
-HUC216-3 (Min )3 =_.
:"(26)a/, 2,3/,
:I20)1Wx7=Yi4„--�0748,3
7a.Y,515 =i
4,920 •°'c
1516
l=4,92©N
HU2163(Max.)
146C216-3(Max).
(26)Y4 x2'//
(26)1J.xTi'.
(12)Or1d8x3'
2,015
5'_'
2,015
5,085`
HU7 (Min.)
(Not available)
(12)'/4 x 2i'.
(12)1/. x 13A
(4) 0.148 x 1112
545
2,980
760
2,980
HU7 (Max.)
(Not avallable)
(16)1/4 x 28'4
(16)1/. x 13/4
(8) 0.148 x 1112
1,085
3,485
1,085
3,485
HU9,(Min)
(Notavailable) '
(18)1.4
(78)1J(X 7Y14
.(6)0.148x Ph
1,135'
3;230
7,135
3,230.
HU9 (Max.)
(Not available)
(24) 3/4x 23/4 ,
(24)'/4 xt13/a
(I%OJ48 x 1'J2,
„ 1,445
3,735
%445
3,735
Hull (Min.)
(Not available)
(22)1/4 x 23/4
(22)'/4 x 11/4
(6)0.148 x 11/2
1,135
3,230
1,135
3,230
HU71 (Max.)
(Not available)
(30)1/ x 285
(30) % x 1 Y.
(10) 0.148 x 11h
1,445
3,735
1,445
3,735
I ,HU1,4 (Min.)
-(Not available)
(28)1%4 X2YY4 •,
(28) 1A g-1 W .
' .(8) Oil 48 x"1'Jz .
i,*u15
+3„485
1,51.5
3,485
(M )
(Notavailable) _=(36)'Y.X23:
{38)Yix.fY/4
(14)648x1h�
2,015
4;245 '"'2,015
4,245-M1
38
DANSCO
EN�o«au<
STAG3ER JOINTS - TT P RA15ED HEEL ROOF TRUSSES ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRUSSES
PLAN -SEE PLAN
SOFFIT/FASCIA- SEE ARCH -
W N
RIBBON BOARD- Q <;
SEE SCHEDULE Z U 0 d
FOR SPACING 1 Q w w�„
FASTENING TO Cf d U � > >
eBON BOARD- SEE w •^ rc < S
HEDULE FOR SPACING ( TRUSSES
ASTENING TO TRUSSES = w LLO m z
WALL SHEATHING -SEE PLAN 3
MIN. 15/32, CDX PLYWOOD OR
1/16' O5B WITH ed GUN NAILS (<j
UPLIFT/5HEAR ANC _ MASONRY WALL- (0J31' X i a 6' 0AF T UPLIFT/SHEAR GTP. CEILING-
RIB15 BON BOARDSS ANCHOR EACH SEE PLAN /
EACH TRUSS - SEE B/51CI SEE PLAN TRJ55- SEE PLAN SCHEDULE
PLAN DO NOT FASTEN RIBBON BOARD
NOTE: ADD'L R FRAMING NOT INTO END GRAIN OF ROOF iRU55 MASONRY WALL- = e
SNCLLN FOCLARITY BOTTOM CHORD SEE PLAN
RAISED HEEL TRUSS BEARING RAISED HEEL TRUSS BEARING/ B
bGdLE. Ms SKI BL4E: xrs SKI
tlP
9a
0 0 1
iMEAE111E
SMFRIXfOYAYNON:
.M
aIIL--S
RIBBON SCHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
WIL=165 MPH
(p) pd GUN (0.131' k 3')
Nasd=178 MPH)
7X4 SPF4
14'
TO EACH TR155, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
W It=180 MPH
(q) pd GUN (0.131' X 37
(Veld=139 MPH)
2X4 SFFR
16•
TO EACH TRI55, (4)
EXP. C,
NAILS AT JOINTS
ENCLOSED
january-10, 2020
Carpenter Contractors of . America, Inc.
300-Avenue 6, NW
. I
Winter Haven, FL33880-62QI
Dear Matt:
It<has come to my attention,that-some questions were raised concerning 5/8" diameter
hojes-atilleAthfu,thech6rd S_(wideface) of sys42 gable end trussestc:alloWfbr
threaded rods used for "h6AoWns." if these -gable ends -are over continuous support
with offeface lfully sheathed -and theldles are drilled ab6ut-the cenferl,iqeof the wide
Face no close ,fhan,41-0.C-W'lt4btit-daina:ginggny&6nhector:plat6�,.orverticzil-webs then
no'rei).afr"!,$,r,e.ci.Wre.d.The ims4pn'I su'006r& I 2'feLA4 flobflbaU.4fidud I additional
.1 I I
load.
If you have any qUOstid#,tj5I&ase give me-acalL,
N16. 8636;
i_*_
STATE OF
67510.F.6ru,m Prlye;S4k,e'305j Orlando, FL 3.2821 - (800) 521-97,90 --_(863)422-'8685
wwwa1pineitw.;cprn,
Na. 86367
• a ALPINE
s rl RCGN 278, Yooftbwak Kin, F� PE986367
STATE OE 3cr 2a
RI
i�N,A' L,e
TNs docunerdhas boon eledrcNco6 *4wd
and soal*4 uskp s Dlgtd Sfgtwhm Printed
copies wl wW m oilgbd signahme must be
wrMod using the on*W eledmk wrsbn.
Alpine, an ITW'Compaq
6750 Forum Driye Suite 305
Orlando FL 32821
Phone: (806)756-6001
wWw.alpineitw.com'
�
rr21
Customer Carpenter Contractors of:Ameiica
Jdb Number 'N334501'.
Jab Descri tion., ,7A5 162EC E ,02G.,RH01 l 1828/CALI/4EBB ELEV,C„E
Address:.
Design Code.° FBC 6thlEdition (2017). lnteliMV WVersion: 17.02',02A through 18,02 01A.
JRef#' 1WW589750036 _
Wind standard, ASCE,7=1:0 Mind Speed (mph). 160 RoofLoad ipsf).i: 20.00- 7 00- 0.00 10,00
Bulldin T e Closed Ficortoad s : None
This package contains general notes pages, 33 truss drawing(s) and 5 detail(s)..
I
167.,201201.10714
Al
3
167.20.1201,10371
A2
.5
167.30.1201.10480
A4'
7
167.,20jM1.10464
A6
9
167.201201,10528
A8
11
1 167 20.120110590
A10
13
167 20.1201 10621
Al
15
167201201.10091
A14G
17
167 20.1,201 10761
A16
19
167.291201 A 0028
CIGE
21
167.20,1201,14256
DZ - -
23
167.20,120113241:
V8:
25
167 20 1201,12227
ER
27
167,201201.14024
EJ3
29
167.20A20100684
CJ3
31
16720.120114208
WlA
33
167.20.120114038
HZ
35
A18015ENC101014
37
1 GBLLETIN5014
-9
2
'-,K. *
16720.1201.10730
r a ram+ -k" '�'-'�
A1A
4
167201201,10093
Al
6
167.201201.10637
A5
8'
167.20.126i.10388'
A7
10
167.20.1201.10092
A9-
12
167:20:1201.10123
Al2
44
167.20.1201.1026Z
A13,
16
167 20.1201 10122
A15
18
167 20 1201.10044
B1 GE
20
16720.1201 14475
D1 _
22
167, 20.1201 14288
D3G
24
1fi7 201201 13226'
V4:
26
167 20.1201 12212.
ERA _
28
167 20.1201:10247 1
CJ5
30
167201201 14059
CA
32
167,2,0;1201-0886P
HJ7 -
34
A16015ENCIQ1014
_
36
GBLLEnN011.8
38
VAL1601 Q1014
--
+Florlda Certificate of Product Approval #FU 990 Printed 6115/2020 1 03 14 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, 62,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www.icc-es.ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point Goint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.orq.
3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO
63043; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
Job Number: N334501 Ply: 7 SEON: 7603 / T10 COMN Gust: R8975 JRef: 1WW589750036
,7A5,182EC,E,02G,RHOl 11828/CALI/4EBB ELEV.C,E Cry: 11 FROM: RWM DrwNo: 167.20.1201.10714
Truss Label: A7 KD / YK 06/16/2020
6'1'9 12'11"15 t9'10" 26'8"1 33'6"9 39'8"
6'1'7 6'10"8 6'10"1 6'itl'1 6'ttl'8
=5x5
E
FNRY
10' IV
10' 19'10" 29'8" 39'8"
Loading Criteria (psf)
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
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 to 2h
Spacing: 24.0"
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/112013)
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) lX4 #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.
"IMPORTANT"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udell U#
VERT(I-Q: 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: 17.02.02 1213.21
,`111111W WA IIIII��I
d�'
No. 86367 •:
STATE OF
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1709 /308 /961 /- /445 18.0
H 1710 /308 /961 /- /- /8.0
Wind reactions based on MWFRS
B Min Big Width Req = 2.0
H Min Brg Width Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Cori 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. Comp.
B - L 2756 -1187 K - J 2276 -889
L - K 2276 .863 J- H 2757 -1187
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 539 -206
D - K 485 -744
E - K 1361 -646
''yore''; -OR I�PC �.•" C.
S�AI ►�11
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
ire to build the
coverpa e
The sui abdl„ ty
K - F 485 - 745
F - J 540 - 206
ALPINE
.WveC0.u4NiY
Suite Riverpon Drive
Suiteand
200
Maryland Heights, MO 6304:
Job Number. N334501
Ply: 1
SEQN: 7604 /
T25 /COMN
Cust:R8975 JRef: IWW589750036
,7A5,182EC,E .02G,RHOl/1828/CALIAEBB ELEV.C,E
Qty: 1
FROM: ALS
DmNo: 167,20.1201.10730
Truss Label: A1A
FV / WHK 06/15/2020
7
I 3082
3am81"4
71H1''22 4102"4
517'1''1.122 211, "4W +
+ T39182 ,
Loading Criteria (ps)
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
E
G
12 04p
6 �0;7 a)
V
06,X8 (a) 36X6
W9
T1 ) W1
W
Q M a
I
=6%6 =HM10(1) QP 6X8(I) m8xIo K =4X6(A2)
SECTION MAY BE REMOVE AFTER INSTALLATION. DO NOT CUT PLATES.
3919,
6'8" 1 8'0"11 + T11's +11
B'1"1 12' 1T 23'8" 31'8"11 39'8"
Wind Criteria
Wind Std: ASCE 7.10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 8
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
GCph 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/l/2013)
Top chord 2x4 SP #2 N :T1 2x4 SP #1:
Bol chord 2x4 SP #2 N
Webs 2x4 SP #3:W3, W6, W9, W11 2x4 SP #2 N:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) iX4 #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 BC 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: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ad 201
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE, HS
as
Defl/CSI Criteria
PP Deflection in too L/defl L/#
VERT(LL): 0.386 O 999 360
VERTTL): 1.101 O 706 240
HORZ(LL): 0.168 K - -
HORZ(fL): 0.314 K - -
Creep Factor. 2.0
Max TC CSI: 0.791
Max BC CSI: 0.993
Max Web CSI: 0.958
VIEW Ver. 17.02.02A.1213.21
1: No.86367
�• FCC •�
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1556 /308 /961 /- 1445 /8.0
1 1556 1308 /961 /- /- /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 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 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 Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2371 -1106 L - K 2402 -1133
0 - M 3738 -1618 K -1 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
1664 .657
S - Q
2850 -1328
F - L
440 -454
Q - D
1271 - 597
L - H
458 .688
D - M
804 -1539
•, STATE OF • k7j
�llllllll 111
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
ALPINE
13723 Riverpart Drive
Suite
Suite 200
Job Number: N334501 Ply: 1 SEON: 7605 / T9 / HIPS Cust: R8975 JRef: IWW589750036
,7A5 ,182EC E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Oty: i FROM: RWM DmNo: 167.20.1201.10371
Truss Label: A2 SSB / DF 06/152020
6Y'7 F 12'6"15 19' 208" 2T1
7 6'5"a 6'5"1 1'a' 6'5"1 65"8 6'1'9
a5X5=5x5
E F
39s"
fir, m• +, s'1o• s'1o^ 1n• r�
10' 19'10"
Loading Criteria (psh
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0"
Wind Criteria
Wind Std: ASCE 7-10
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 fl
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bat chord 2x4 SP #1
Webs 2x4 SP #3 03, W4, W5, W6 2x4 SP #2 IN:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) iX4 #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 allached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct NA CAT: Ni
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ad
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
as
Defl/CSI Criteria
PP Deflection in lac Udell 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 TC CSI: 0.480
Max BC CSI: 0.856
Max Web CSI: 0.669
VIEW Ver: 17.02.02A.1213.21
,``I�IIII11111►1�/,
�CENSF
No. 8636;
10 STATE OF
.O
• o
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1556 1309 / 964 / - / 428 18.0
1 1556 /309 /964 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.8
1 Min Brg 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 1511 .2600 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 -1208 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
-'; r•• kORIDy*' C
rs e•ee••
FL REG# 278, Yoonlnvak Kim, FL PE #86367
06/15/2020
�F
INCLUDING THE INSTALLERS
I
these tInstlallers rain,
functiolns shalll provideStemg
Ict ral sheathing and bottom chord shall have a pro�eriy
lave macinq installed per BCSI sections B3, B7 or 10,
m the Joml Details, unless noted otherwise. Refer to
ALPINE
an deviation from this drawing,any failure to build the
u+m,cuu>nrc.
mg of trussesA seal on this drawing or cover page, ,
nslbilit solely for the des i nshown. The SUM bdity
13723 Riverpon Dore
Suite 200
Desig er per ANSI/TPI 1 Sec.2.
: TR: aNml onstorgl sack vrww. slvdndustry.com: ICC: w JCGsafeorq
Maryland Heights, MO 63042
Job Number: N334501
Ply: 1
SEON: 7606/
T22 IHIPS
Gust: R8975 JRef: 1WVV589750036
,7A5,182EC,E,02G ,RH01/18281CAL114EBB ELEV.C,E
Oty: 1
FROM: RWM
DrwNo: 167,20,1201,10093
Truss Label: A3
FV / FV 06/15/2020
66''11'77
T2
3.9"980
F t
511"2 34
'
+3316
5'TV'
.7 '
10,
Loading Criteria (ps0
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: 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: In to 2h
Spacing: 24.0"
C&C Dist a: 3.97 it
Loc. from endwall: not in 9.00 it
GCpi: 0.16
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #303, 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"x2.6%min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80 % length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
�-5X5 =5X5
E F
39'8"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Cc: NA
Lu: NA Cs: NA
Snow Duration: NA
Code I Misc Criteria
Bldg Code: FBC 6th ed
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
29.g.
Defl/CSI Criteria
PP Deflection in loc L/defl
VERT(LL): 0.171 L 999
VERT(rL): 0.467 L 999
HORZ(LL): 0.066 K -
HORZ(TL): 0.124 K -
Creep Factor. 2.0
Max TC CSI: 0.415
Max BC CSI: 0.857
Max Web CSI: 0.541
398•
♦ Maximum Reactions (Ibs)
L/# Loc R / U / Rw / Rh / RL / W
360 B 1556 /312 /965 /- /408 /8.0
240 1 1556 1312 /955 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.8
1 Min Brg Width Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seal plate.
VIEW Ver: 17.02.02A.1213.21
Illlll11111pfff►
ENSF;�i�'��,
i
1: No.86367 :1's
STATE OF
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp
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 -10DO
M - L 2061 -971 K -1 2439 -1252
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Camp.
M - D 495 -180 L - F 523 - 335
D - L 470 -674 L - G 470 -674
E - L 523 -335 G - K 495 -180
1, •. CORID�: C
S��NAI E
''4ufnfmll`I�
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
ALPINE
any
M-
13723 Riverpon Drive
Suite 200
Maryland Heights, MO 6304'
Job Number, N334501
Ply: 1
SEON: 7607 /
T8 / HIPS
Cusl: R8975 JRe/: IWW589750036
,7A5,182EC,E,02G ,RH01/1828/CALI/4EBB ELEV.C,E
Oty: 1
FROM: RWM
DrwNo: 167.20.1201.10480
Truss Label: A4
FV / WHK 06/15/2020
7'10"14 17'
22'e'
31'9"2
39'8'
T10'14 9'1"2
5'8°
9'1R
79094
F1' I 10'
10'
Loading Criteria (pso
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP. C
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: In to 2h
Spacing: 24.0"
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/112013)
Top chord 2x4 SP #2 N :T2, T4 2x4 SP 24001-2.0E:
Bot chord 2x4 SP #1
Webs 2x4 SP #2 N : W 1, W6 2x4 SP #3:
Lumbervalue 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) Bd Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80 % length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
;5x5 =5X5
D E
19,10"
Snow Criteria (Pg,PI 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: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
39'8"
Defl/CSI Criteria
PP Deflection in loc L/de0
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
j
39'8"
♦ Maximum Reactions (Ibs)
L/# Loc R / U / Rw / Rh / RL / W
360 B 1552 /318 /965 /- /387 /B.0
240 G 1552 /318 /965 /- /- 18.0
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.
VIEW Ver: 17.02.02A.1213.21
No.86367
, 0 0 SATE OF I
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - C 1632 -2755 E - F 1559 -2561
C - D 1559 .2561 F - G 1632 - Z755
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 T70 -462 E - 1 770 -462
D - J 388 -234 I - F 403 -448
<OR10PC�,.`'� C
�ON1A� 1�,'
5
FL REG# 278. Yoonhwak Kim, FL PE #86367
06/15/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
VT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
care in fabricating, handling shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
oration, by TPI an SBCA) sa shipping, practices prior to performing these functions. Installers shall provide temporarryy
;s noted othenvise,tpop chord shall have properly attached structural sheatthinpl and bottom chord shall have a pro perly
ates to each face o1 Vuss and position as shown above and on the JoinCDetails. untess noted othe viis4. B7Refe to'
A NE
µa � 13723 Riverpan Drive
MO
Job Number. N334501
Ply: 1
SEON: 7608 / T24 /HIPS
Cusl: R8975 JRef. 1WW589750036
,7A5,102EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E
Oy: 1
FROM: RWM
DmNo: 167.20.1201.10637
Truss Label: A5
FV / WHK 06/15/2020
6'1'7 16'0°1
23'7°75
33'6"9
39'8'
6'1.7 9'10"10
T7"14
9110,10
6'1.7
Loading Criteria (ps0
Wind Criteria
TCLL: 20.00
Wnd Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
SCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: It
EXP. C
Des Ld: 37.00
Mean Height: 16.00 fit
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.26
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0"
CBC Dist a: 3.07 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-2.0E:
But chord 2x4 SP #1
Webs 2x4 SP #2 N :W1, 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.
of
a9X6 =6X6
D E
9'10"
Snow Criteria (PtiPf 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 ad
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
9'10"
Defl/CSI Criteria
PP Deflection in loc Udell U#
VERT(LL): 0.156 J 999 360
VERT( Q: 0.427 J 999 240
HORZ(LL): 0.0641 - -
HORZ(TL): 0.119 1 - -
Creep Factor: 2.0
Max TC CSI: 0.799
Max BC CSI: 0.855
Max Web CSI: 0.614
VIEW Ver: 17.02.02AA213.21
\ \\\`ONw 1 r 11�1fffl o�cENS
,/rrr
I
No, 86367
#� •yea
STATE OF<v�
I
tBe
10,
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 1556 1713 / 964 / - / 367 / 8.0
G 1556 /713 /964 /- /- 18.0
Wind reactions based on MWFRS
B Min Big Width Req = 1.8
G Min Big Width Req = 1.8
Bearings B 8 G are a rigid surface.
Bearings B 8 G 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 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 -610 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
1-F
423
-469
Alll�,
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
:his drawin an failure to build the
on this dra'wiXg or cover page,
Le design shown. The suioablllty
ALPINE
any
ANIIW:IXAMHI
13723 Riveglon Drive
Suite 200
Job Number. N334501 Ply: 1 SEON: 7609 / T7 / HIPS Cust R8975 JRe(: IWW589750036
,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E ON: I FROM: RWM DrwNo: 167.20.1201.10464
Truss Label: A6 FV / WHK 06/15/2020
T10'14 ) 15' + 24'e" + 31'9"2
T10"14 TI2 918" 7'1"2
10,
Loading Criteria (psi)
Wind Criteria
TOLL: 20.00
Wind Std: ASCE7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP' C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psi
Soffit: 0.00
BCDL: 5.0 psi
Load Duration: 1.25
MWFRS Parallel Dist h to 2h
Spacing: 24.0"
C&C Dist a: 3.97ft
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 61112013)
Top chord 2x4 SP #2 N :T3 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
Wind
Wind loads based on MWFRS with additional C&C
member design.
D6 T3 -6X6
E
9'10"
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 Sid: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
9'10..
T 29.8"
DegfCSI Criteria
PP Deflection in loc Udell L/#
VERT(LL): 0.159 J 999 360
VERT(TL): 0.436 J 999 240
HORZ(LL): 0.061 1 - -
HORZ(TL): 0.115 1 - -
Creep Factor: 2.0
Max TC CSI: 0.913
Max BC CSI: 0.867
Max Web CSI: 0.672
VIEW Ver. 17.02.02A.1213.21
����runrnrp��
pNNWA/r '''►.
��CENSF
No. 86367
STATE OF11 c�
. � ORIO�.C��.
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1552 /328 /962 /- /346 18.0
G 1552 /328 /962 /- /- /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 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 1847 - 899
K - J 1847 -870 I - G 2363 -1257
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
K - D 628 -363 E -1 628 - 363
C
A,
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
ALPINE
Z
13723 Riveipon Drive
Suite 200
Maryland Heights, MO 6304
Job Number. N334501 Ply: 1 SEON: 7610 / T23 /HIPS Cust: R8975 JRef. 1WW589750036
,7A5,182EC,E,02G,111-101/1828/CAUMEBB ELEV.C,E Oly: 1 FROM: RWM DrwNo: 167.20.1201.10388
Truss Label: A7 FV / WHK 06/15/2020
6'1"719'10" 25'7"15 33'6"9 398"
F 6'17 + 7'1 d"10 5'9"15 s'9"15 + T10"10 + 6.1"7 ,
;5X5 1112X4 =5X5
D E F
39'8'
i
10' 19'10"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA CL NA CAT: N/
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: It
Snow Duration: NA
EXP: C
Des Ld: 37.00
Mean Height: 15.00 it
NCBCLL: 10.00
TCDL: 4.2 psf
Code I Misc Criteria
Soffit: 0.00
BCDL: 5.0 psf
Bldg Code: FBC 6th ed 201
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Sld: 2014
Spacing: 24.0"
C&C Dist a: 3.97 it
Rep Factors Used: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N :T2, T4 2x4 SP #1:
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Lumber value set "138" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Deft/CSI Criteria
PP Deflection in Ice Udefi L/ #
VERT(LL): 0.176 E 999 360
VERT(rL): 0.482 E 999 240
HORZ(LL): 0.065 J - -
HORZ(TL): 0.121 J - -
Creep Factor: 2.0
Max TC CSI: 0.743
Max BC CSI: 0.859
Max Web CSI: 0.322
VIEW Ver: 17.02.02A.1213.21
11i1111IIIIFfl�
\\\�' NHWAIf '��ll
No.86367
moo;• STATE OF :4CI F
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1556 /715 /958 /- /326 /8.0
H 1556 /715 /958 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.8
H Min Brg Width Req = 1.8
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-C 1632-2822 E-F 1405 -2112
C-D 1510-2515 F-G 1510 -2515
D - E 1405 -2112 G - H 1632 -2822
Maximum But Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2470 -1332 K - J 1912 - 950
L - K 1912 -920 J - H 2470 -1362
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 366 -395 K - F 383 -177
L - D 656 -253 F -J 556 -253
D - K 382 -177 J - G 365 -395
''%,IFS . �ORIOPC�'�.•'� C
"N1At
sn
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
FOLLOW ALL NOTES ON THIS
failure to build the
or cover pa e„
�n. The suMbility
ALPINE
wmwwn
13723 Riverport Drive
Suite 200
Job Number. N334501
Ply: 1
SEON: 7611 /
T6 / HIPS
Cust: R8975 JRef: 1WW589750036
,7A5,182EC,E,02G ,RH01/1828/CALI/4EBB ELEV.C,E
0ty: 1
FROM: RWM
DmNo: 167.20.1201.10528
Truss Label: Ali
FV / WHK 06/15/2020
6'9"4 13' 79'10" 26'8"
32'10"12 39'8"
6'9"4 6'2"12 6'70 6'10"
6'2'Y2
=5X5 1112X4 e5X5
D E F
12
T
6 Q2X4 W
m C
02G
o_
ur
m W3
n
B
1
H
I
A
=4X6(A2) =5X5 =5X8
=5X5 =4X6(A2)
39'8"
1' 10' 9'70"
10, 1'
{' + 10' ( 19'10" 'F 29'8"
'f 39,81,
Loading Criteria (ps0 Wind Criteria Snow Criteria (P9,Pf in PSF) Def9CSl Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in fee Vdeg L/#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph P(: NA Ce: NA VERT(LL): 0.191 E 999 360
B 1556 / 716 / 953 / - 1305 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.523 E 999 240
H 1556 1716 1953 /- /- 18.0
BCOL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
Wind reactions based on MWFRS
Des Ld: 37.00 F>P:C HORZ(fL): 0.121 J - -
B Min Brg Width Req = 1.8
NCBCLL: 10.00 Mean Height: 15.00 ff Code I Miss Criteria Creep Factor: 2.0
H Min Brg Width Req = 1.8
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6th ad 201 Max TC CSI: 0.502
p
Bearings
B&Hare ad rigid surface.
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.864
MWFRS Parallel Dist: h/2 to h
Bearings B & H require a seat plate.
Spacing: 24.0" C&C Dist a: 3.97 fl Rep Factors Used: Yes Max Web CSI: 0.431
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver. 17.02.02A.1213.21
Lumber
B-C 1617 E-F 1544 -2289
C - D 1545 -2523 F - G 1544 - 2523
545-2523 523
Value Set: 13B (Effective 6/l/2013)
D - E 1504 -2289 G - H 1616 -2780
Top chord 2x4 SP #2 N
Sot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3:W3, WS 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "13B" uses design values
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 based on MWFRS with additional C&C
f1/,/
Maximum Web Forces Per Ply (Ibs)
member design.
Tens.Comp.Tens.Comp.
,k��OXS11'f
''
OutA/+'1s•.��
L-Dbs
-25 K-F -251
D-K 425 -251 F-J 535 -255
�C'•iE �`I
t`L--� .
E-K 306 -391
No.86367
STATE OF a zZI
FS
1�,1
ill+A
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, handling shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building
r functions. Installers
Component Safety Information, b TPI and SBCA) sa�ety practices prior to performing these shall provide
bracing Der BCSI.. Unless noted oy erwise,top chord shall have Propel attached structural sheathin and bottom chord shall
Propel
lempora
have a pro ery
attachetl n Id milin . Locations hown for armament lateral restraint webs shall ham braein inslUled per SCSI sections 03, B7 or g10,
as applicable. App7gy?isles to each face oftruss and position as shown above and on the JointgDetails, unless noted otherwise.
Refer to
drawings 16OA-Z for standard plate positions.ALPINE
Alpine, a division of ITN/ Buildin Components Group Ink. shall not be responsible for any deviation from this drawin� ally failure to build the
truss in conformance with ANSI 1, or for handIM s Ippinlq, Installation and bracing of tmssesA seal on this tlr wing or cover patge, , 73723 Riverport Drive
13723
listing this drawin indicates acceptance of proessiona, engineerin responsibilit(yv sole)V for the design shown.
�2wing for is [he the Ruilding Desig15er 1 Sec.2.
The sui ability
Suite o0
and use of this any structure responsibility of perANSI/TPl
For more inrornwion see ms lees enrol notes page and these web sites' ALPINE: wv ,I ineitwcom7 TPI: wvw.t instor :SBCA: www.sbondus .wm:
Ice: wwwomar..Org Maryland Heights, MO 6304
Job Number: N334501
Ply: 1
SEON: 7612 /
T21 /HIPS
Cusl:R8975 JRef: IWW589750036
,7A5,182EC,E,02G,RH01/1828/CALIME88 ELEV.C,E
0ty. 1
FROM: RWM
DmNo: 167.20.1201.10092
Truss Label: A9
FV / WHK 06/15/2020
6'3"4 12'0"1 19'10" 2T7"15
33'4'Y2 39'8"
' + } +
6'3'4 5'8"12 T9"15 T9"15
5'8"12 6'3"5
e 5X5 1112X4 =5X5
D E F
2
T
T
6 02Cq W
$2G4
m
N
Q
io W3
a'
1 B
H I�
A9
37
I
1 L
=4X6(A2) =5X5 =-5X8
-5X5=4X6(A2) 1
39W
1' 10' 9'10" 9'10"
+ 'f'
10, 1'
'f
10' 19'10" M.",
39'8"
Loading Criteria (ps0 Wind Criteria Snow Criteria (Pg,Min 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 Udefi L/#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360
B 1556 / 717 1947 / -/- /8.0
Enclosure:Closed
BCLL: 0.00 Lu: NA Cs: NA VERT(TL): 0.564E 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
Des Ld: 37.00 EXP: C HORZ(TL): 0.124 J - -
B Min Brg Width Req = 1.8
NCBCLL: 10.00 Mean Height: 15.01) ft Code / Misc Criteria Creep Factor: 2.0
H Min Brg Width Fact= 1.8
TCDL: 4.2 psf
Soffit: 0.00 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.698
Bearings B 8 H are a d id
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.865
Bearings B & H require 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 3764
Lac. from endwall: not in 9.00 it FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp, Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber
B-C 1642 -2791 E-F 1617 -2492
C-D 1543 -2524 F-G 1543 -2524
Value Set: 13B (Effective 61112013)
D - E 1617 - 2492 G - H 1642 -2791
Top chord 2x4 SP #2 N
Bat chord 2x4 SP #1
Maximum Bat Chord Forces Per Ply (Ibs)
Webs 2x4 SP#3:W3, W52x4 SP#2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "136" uses design values
approved 1/30/2013 by ALSC
B - L 2434 -1333 K - J 2065 -1064
L - K 2065 -1034 J - H 2434 -1362
Wind
Wind loads based on MWFRS with additional C&C
Maximum Web Forces Per Ply (Ibs)
member design. 11 N/,1 r!I ,//''
T4
-203 Webs 7e539 Comp..3322
L-DDWebs
8
•- �CEA'nn/)nr•I`4 ,
�r 'YV('
D-K 539 -324 F-J 498 -203
• •
E-K 361 -462
o N0. sss6�
STATE OF
ir
so 0,-N
'aS;0NAL E
luauuu
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, handling shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building
Component Safety Information, b TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing er BCSI. Unless noted a herwise,top chord shall have properly attached structural sheathin and bottom chord shall have a pro eir
altache�ri id ceilin Locations shown for ermane t lateral restraint of webs shall have bmcinq ins7alled per BCSI sections B3, B7 0r �10
as appli,1 e. APp y places to each face, oPtruss an a position as shown above and on the Join l Details, unless noted otherwise. Refer to'ALPINE
drawings 160A-Z for standard plate positions.
At me. a division of ITW Buildin Components Group Inc. shall not be re s onsible for any deviation from this drpwing,ap failure to build the
with Pi for handling. bracing trussesA this drawn cover
I= e1 conformance ANSI 1, or shippinlq, ulstallab8n and of seat on g or
listing this drawin indicates acce tance of ro essiona en ineenn responsibility soles for the des i n shown.
arawing Pile Building Designer 1 Sec.2.
pafge-, 13723 Riveryon Drive
The sus ability
Suite 200
and use of this for any aPructure is responsibility of the per'ANSIffPI
For more inlormalion see this'ob's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l instor : SBCA:w sbundust .com; ICC: cow Amsafieorj Maryland Heights, MD 6304
Job Number. N334501
Ply: 1
SEON: 7613/
T5 / HIPS
Cust R8975 JRef: 1WW5B9750036
,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E
Oty: 1
FROM: RINM
DrwNo: 167.20.1201.10590
Truss Label: Aid
FV / WHK 06/15/2020
5'9"4 11' +
19' 28'8"
33'10"12 39'8"
5'9"4 5'2"12
+
8' 9'8"
5'2"12 5'9"4
�5X5
=5E=5X5
0
T35
F
12
T
6 �2X4
C
W
02
n
o
G
n
B
A
W3
n
H
1
=4X6(A2) =5X5
=5X8
I I
=5X5 =4X6(A2) i
39'8"
T 10'
9'1 D"
10, 1'
F + 10' }
19'10" F 29'8"
-{' 39'8"
Loading Criteria (psn Wind Criteria
Snow Criteria (Pg,PI 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 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 /- / 264 / 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(fL): 0.584 E 999 240
H 1556 1718 1940 /- /- / 8.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.068 J - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP:C
HORZ(TL): 0.127 J - -
B Min Brg Width Req = 1.8
NCBCLL: 10.00 Mean Height: 15.00 ft
Code / Misc Criteria Creep Factor: 2.0
H Min Brg Width Req = 1.8
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 sf
p
Bldg Code: FBC 6th etl 201 Max TC CSI: 0.870
Bearings B 8 H are a rigid surface.
9
Load Duration: 1.25 MWFRS Parallel Dist: 11/2 to h
TPI Std: 2014 Max BC CSI: 0.865
Bearings B 8 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)/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 1669 -2804 E-F 1721 -2693
C - D 1547 -2533 F - G 1552 -2539
Value Set. 13B(Effective 6/1/2013)
D-E 1783-2773 G-H 1663 -2797
Top chord 2x4 SP #2 N :T3 2x4 SP 2406f-2.OE:
Bat chord 2x4 SP 91
Maximum Bat Chord Forces Per Ply (Ibs)
Webs 20 SP #3:W3, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "l38" uses design values
approved 1/30/2013 by ALSC
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
t1111111►/
Maximum Web Forces Per Ply (Ibs)
member design.
NQO H W ,1 //P*A.
Webs T n Com . Webs Tens. Comp.
``` f
0
IL�
i
bI 2
• �\CENSF e
F-J 466 -151
-,``
E -K 419 -534
No.86367
STATE OF Sr
01
NAL E
aualul►1``'
FL REG# 278, Yoori 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, llTPI and SBCA) f safely practices prior to performing these functions. Installers shall provide tempos
bottom
_
bracing er BCSI. Unless ogled oytherwise,top chord shall have prgedv attached structural sheathing and chord shall have a pro eryrly
atiache�ri id ceilin Locations shown forp ermane t lateral restr8int bf webs shall hay brac,'in Installed er BCSI s ctions 03, B7 or �10,
as apphcab�e. App�y plates to each faceot truss an position as shown above and on Ifla Joinf Details, unless noter�otherwise. Refer to
drawings 16OA-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Buildin Comport nts Group In ..shall not be responsible for any deviation from this drawin any failure to build the
�or drawing
truss In conformance with ANSI PI 1, or handlin s ippin , Installali0n and bracing of hussesA seal on this or
bsting this drawin indicates acceptance of Prooessional engineerin responsibility sole) for the des i in shown.
aiawing for is the Ouilding Designer ANSIFIPI 1 Sec.2.
cover pa e, , 13723 Riverpon Drive
The SulabilitySuite 20o
and use of this any s�ructure [he responsibility of imr
For more information see this ob's genemi notes page and these web sires: ALPINE: www.al inelr ..com; TPI: www.t instor SBCA: w.vw.sbdndus .com: ICC: wwwio,sare.org Maryland Heights, MO 6304
Job Number. N334501
Ply: 1
SEON: 7614 /
T4 / HIPS
Cost: R8975 JRef. IWW589750036
,7A5,182EC,E,02G ,RH01/1828/CALI/4EBB ELEV.O,E
Oty: 1
FROM: RWM
DmNo: 167,20.1201.10123
Truss Label: Al2
FV I WHK 06/15/2020
39'8"
:SC5
=5X05 =4E4
=5F5
T2 T3
2
6
T
0
v
W5
7
T B
G
A
H
4X6(A2) =6X6
=6X6
=--6X6=061A2)
39'8"
10'
9'10"
10, 1�
F7'
10'
19'10" 29'8"
39'8"
Loading Criteria (ps0 Wind Criteria
Snow Criteria (Pg,Prin 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 Udefl U#
Loc R / U / Rw / Rh / RL / W
TCOL: 7.00 Speed: 160 mph
Pf: NA Ce: 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(TL): 0.687 J 999 240
G 1556 /720 /921 /- 1- 18.0
BCOL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.081 1 - -
Wind reactions based on MWFRS
EXP: C
Des Ld:CL
HORZ(TL): 0.150 I - -
B Min Big Width Req = 1.8
NCBCLL: 10.00 Mean Height: 15.00 it.
p Code / Misc Criteria Cree Factor: 2.0
G Min Brg Width Req = 1.8
TCDL: 0 psf 0 BCDL:
.00
Soffit: 0.0 5 P sf
Bldg Code: FBC 6ih ad 201 Max TC CSI: 0.939
Bearings B 8 G are arigid surface.
.0
MWFRS Parallel Dist: h/2 to InLoad Duration: 1.25
TPI Sid: 2014 MaxBC 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 375#
Loc. from endwall: not in 9.00 it
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE VIEW Ver: 17.02.02A.1213.21
Lumber
B-C 1595-2705 E-F 1607 -2478
C-D 1608-2478 F-G 1595 -2704
Value Set: 13B (Effective 6/1/2013)
D - E 2001 -3233
Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N:
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3:W2, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Camp.
Lumber value set "1313" 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 #3SR13 or better continuous lateral restraint
be
�j�� �rrrr9
Maximum P� (1b
to equally
yy spaced.
pam n )Attach with (ma Bid Box oerial to br Gun
Webs bs Tens. Camp.
Tens.Comp. Webs
both to
`,���Ill
•A•� • 100
C - K 718 -313 E - I 529 -834
supplied and attached at ends a suitable
support by erection contractor.
•'I/A�
`�� '� •• �CE1Ys� •-7 ./"
K-D 527 -832 I-F 718 -314
(a) or scab reinforcement may be used in lieu of CLR
• C- • ��
restraint. substitute (1) scab for (1) CLR and (2)No.
86367
scabs for (2) CLR'S where shown. Scab
w`
reinforcement to be same size, species, grade, and
length
* •1•
+`roC
80% of web member. Attach with 0.1280' gun
► •
nails @6"oc.
=�
Wind
:� •• STATE OFcv4s
Wind loads based on MWFRS with additional C&C
100A+ •0 n TOP • a��
member design.
�� FS • • • • • • ,``
AL ���
faunWt
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 fabricatinn, handlingshipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building
Safety r
Component Information, byy TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporarryv
bracing per BCSL' Unless noted otherwise,top chord shall have properly attached structural sheathlno and bottom chord shall have a properly
attache, n�71d ce"ihnq Locations shown for Uermanent lateral restraint of webs shall hav¢ br8anq Installed pBr BCSI sections 53, B7 or B10,
lates le Refer
as applicable. Apply to each face, of truss and position
drawings 16OA-Z for a andard plate positions.
as shown above and on JoinrDetails, unless noted otherwise.
to ALPINE
Alpine, a division of ITW Buildin Components Grou In .,shall
not be re6 onsible for any deviation from this drawing,ap failure
to build the
truss m conformance with ANSIPI1, or for handlin s�tl pm , Installatinn and bracing of irussesA seal on this tlraw1Xg or cover pa e, , 13723 Riveryon Drive
listing this drawin indicates acceptance of pro�ess�onal engineerin responsibilittyv solely for the des i In shown. The an! ability Suite 20D
gnawing Building Desig%r ANSIITPI 1 Sec.2.
and use of this for any a rructure is Elie responsibility of the per
For more information see this'ob's eneral notes page and these web sites: ALPINE: www.al inalw.com; TPI: www.t instor:SBCA: www.sbdnd"t
.mm�ICC: wwveicaareor Maryland Heights, MO 6304
Job Number. N334501
Ply: 1
SEQN: 7616/
T2 / SPEC
Cust: R8975 JRef: IWW589750036
,7A5,162EC,E,02G ,RHOI/1828/CALI/4EBB ELEV.C,E
Qty: 1
FROM: RWM
DmNo: 167.20.1201.10621
Truss Label: All
FV / WHK O61152020
5'7"4 10'8" 11,'3"15 16'0"1 237"15 29'7"l5
39'8"
f 5'7"4 + 5'0"12 T1'i—f 5 4'8"2 77'14 '(' 6•
'} 1010•11
=5X5
5X5 -4X4 5X5 5X5
DE
F G
2
H
6 �2X4
T
TI
C
w vi
m
A
T5 <
Lo
B
I
J111
133A
-4X6(A2) =SS7017 =5X5 =5X10
=3X6(Al)
39'8"
1' 10' 910"
10, 1'
10' t 19'10" .(.. 29.8"
39'8"
Loading Criteria (psh Wind Criteria Snow Criteria (Pg,Pf in PSF) DeillCSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wintl Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/dee U#
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 /- 1257 18.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.625 L 999 240
1 1556 / 718 / 930 /- /- 18.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 K - -
Wind reactions based on MWFRS
EXP: C HORZ : 0.142 K - -
Des iTL)
B Min B Width Re 1.8
q
.00 Height: 15.00 ft
NCBCL 10Mean HeiL: .00 g Code I Mlsc Criteria Creep Factor. 2-0
TCDL: psf
I Min Big Witl81 Req = 1.8
5.2
BldgCo
Soffit: 0.00 BCDL 5.0 sf de: FBC 6th ad 201 Max TC CSI: 0.820
p
Bearings B & I are a ri id surface.
9 9
Load Duration: 1.25 MWFRS Parallel Dist: h/2lo h TPI Sid: 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 375#
Lac. from endwall: not in 4.50 it FT/RT:20(0)110(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, 18SS VIEW Ver: 17.02.02A.1213.21
Lumber
B-C 1690 F-G 16-2378
C - D 1552552 -2521 521 G - H 152929 -2305
Value Set: 13B (Effective 6/1/2013)
D - E 1443 -2214 H -1 1548 -2649
Top chord 2x4 SP #2 N :T5 2x4 SP 2400f-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 2805 -1515
Wind
M - L 2814 -1517 K-1 2266 -1220
Wind loads based on MWFRS with additional C&C
member design.
Maximum Web Forces Per Ply
`&�&1) .1,'l�l J
WAry , /
(Ibs)
Webs Tens.Comp. Webs Tens. Comp.
, 0�11(�1fiL
`s&
///�
/'"��i
q`�t`..l 0+•�VEN••n/+(.'"���i
�(
M-E 1597 -872 K-H 693 -314
� � �
'+ �
M-F 499 -742
No. 86367 s
STATE OF cv�
Ole R
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, handling shipping, installing and bracing., Refer to and follow the latest edition of SCSI (Building
functions.
Component Safety Information, I TPI and SBCA) for safety practices poor to performing these Installers shall provide tempora _
bracing per BCSI.. Unless noted oytherwise,top chord shall have properly attached stmctuml sheathin and bottom chord shall have a pro eryrly
allachetl n Id ceihn Locations shown for ennanenl lateral restraint of webs shall ham br cin installed per SCSI sections 63, B7 or u10,
as applicaloe. Apply plates to each face, of truss and position as shown above and on the ,lolnl9Details, unless noted otherwise. Refer to
drawings l60A-Z for standard plate positions.
ALPINE
Alpine, a division of ITIN Builddin Components Group In ._shell not be res onsible for any deviation from this drewing,any failure to build the
truss ANSit PI 1, for handlinTq� installati bracing of trussesA seal on this drawing or cover e,
In conformance with or a ippinp, n and
"sting this drawin indicates acceptance of pro7essionaf en Ineenn res onsibility solelyfor the des i nshown.
and use of this ufawing for any structure is the responsibility g of the Building Designer perANSIRPI 1 Sec.2.
pa , 13723 Rive ort Drive
The sui[gabiii rp
ability Suite 200
For more information see Ibis job's genenal notes page and Oese web sites: ALPINE: www.al ineimxom; TPI: www.t instor ;SBCA: www.sbcindus
.vim; ICC wwwJccsafe,orq Maryland Heights, MO 6304
Job Number. N334501
Ply: 1
SEON: 7636 /
T20 /COMN
Cust: R8975 JRef: IWW589750036
,7A5,182EC,E ,02G ,RHOI 11828/CALIMEBB ELEV.C,E
Oty: 1
FROM: RWM
DiwNo: 167.20.1201.10262
Truss Label: A13
FV / WHK 06/15/2020
5'7"4 10'8" 13'3"15 21'7"15 317'15
39'8"
5'7"4 5'0"12 TT-18'4" 10'
8'0"1
D
2 E T3 =HOF10 T4
=6G T
6
T :2X4
T
m
N
(a)
w
o ro
1 B
H ll
A
I
14
3X6(Al) B7 =3X8 L K
J _3X6(At)
20.8" 5'8"
13'4"
1' 10'8" 5'4" T70' T10"
8' 1'
F + 1m8" 'f- 1 23'10" 3N;'
T 38.8• F -{
Loading Criteria (psq Wind Criteria Snow Criteria (Pg,H in PSF) Deg/CSI Criteria
♦ Maximum Reactions (Ibs), or•=PLF
TOLL: 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): 0.043 M 999 360
B 840 1395 /549 f- /25718.0
BOLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(fL): 0.128 M 999 240
N' 316 / 141 / 160 1- !- / 68.0
BCDL: 10.00 Risk Category: ll Snow Duration: NA HORZ(LL): 0.015 J - -
H 585 1240 /435 /- /- /8.0
Ld:EXP: C HORZ TL : 0.028 J - -
Des ( )
Wind reactions based on MWFRS
CL 10.00 Mean Height: 15.00 (t
NCBCLL: 10.00 Code! Misc Criteria Creep Factor. 2.0
B Min Br Width Re
9 0 = 1.5
TCDL: 4.2 sf
P BldgCode: FBC 6th ad 201 Max TC CSI: 0.957
0.n:
N Min Brg Width Req = -
P sf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC C51: 0.893
Load MWFRS Parallel
H Min Brg Width Req = 1.5
Bearings B, N, H are rigid sat
Spacing: 24.0" C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.546
P 9:
i
Bearings B, N, & H require a seat plate.
& plat
Loc. from entlwall: not in 4.50 it FT/RT:20(0)/70(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.1213.21
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Value Set: 13B(Effective 6/1/2013)
B-C 844-1255 E-F 541 -628
Tap chord 2x4 SP#2 N:T32x4 SP#1:
C-D 676 -932 F-G 648 -274
:T4 2x4 SP 2400f-2.OE:
D - E 709 -911 G - H 258 -611
Bot chord 2x4 SP #2 N :B1 2x4 SP #1:
Webs 2x4 SP #3 :W7 2x4 SP #2 N:
Maximum Chord Forces Per Ply (Ibs)
Lumber value set "13B" uses design values
g
Chords Tens.Comp. Chords Tens. Comp.
approved 1/3012013 by ALSO
B-M 1088 -604 K-J 924 -159
Bracing
M - L 931 -462 J - H 455 -78
B or better continuous lateral restraint
1 )be /f �L''aFf
equallyllspaced. Attach with (2) 8d Box or Gun ♦�♦♦`I
Maximum Web Forces Per Ply (Ibs)
nails(0.113"x2.5",min.). Restraint material to be ♦ • • • • • rl /
supplied and attached at both ends to a suitable y • Ar o • �100,
Webs Tens.Comp. Webs Tens. Comp.
`♦♦♦ h •/�
0 `CE
support by erection contractor. • F •
D-M 619 -431 F-K 976 -1254
(a) or scab reinforcement may be used in lieu of CLR
E - L 354 -664 K - G 655 -1043
.
restraint. substitute (1) scab for (1) CLR and (2) No663 6 %
L - F 903 -493
scabs for (2) CLR'S where shown. Scab * • 1
• 7r
reinforcement to be same size, species, grade, and ► ..*�
•
80% length of web member. Attach with 0.128:KY gun •
nails Q 6" oc. ; •• STATE OF STATE r^�,
Plating Notes ► Q • • m
I �L� • • ORID �
All plates are 5X5 except as noted. 0 • � ♦
`.S•
ty • • •
Wind ,,/''ild
ON Al -
Wind loads based on MWFRS with additional C&C it'I
member design.
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, handling shipping, installing and bracing., Refer to and follow the latest edition of
Component Safety Information, byy 7Plan o SBCA) (or sa�ely prior to performing these functions. Installers shall provide
BCSI (Building
tempos
practices
bracing per BCSI.. Unless noted othermse,top chord shall have properly attached structural sheathint and bottom chord shall have a prooerryly
attach p ri itl ceilin Locations shown for ermanent lateral restraint of webs shall hav Dracin ns alled per BCSI sections B3, B7 or 10
as appe(Icab�e. Apply places to each face, o?1russ and position as shown above and on lfte Join(9des is, unless noted otherwise. Refer to'ALPINE
drawings 16OA-Z for standard plate positions.
AIpine, a division of ITW Buildin Components Grog In .,shall not be responsible for any deviation from this drawin an failure
to build the
I= in conformance with ANSI PI 1, or for handlir ( sttlppin ,Installation antl bracing of trussesA seal on this drowiXg or cover pa e, - 13723 Riverpod Drive
listing this drawin Indicates acceptance of processional engineering responsibility solely for the des i n shown. The suitability Suite 200
omwing ANSI/TPI 1 Sec.2.
antl use of this for any a rructure is the responsibility of the uilding Designer per
For more information see this'ows general notes page and these web sites: ALPINE: wwe.al ineitwx=TPI: www.l instor :SBCA: wwwsbdndus .com'ICC: www.iccsare.or Maryland Heights, MO 63043
Job Number. N334501
Ply: 2
SEON: 101772/ T12 /HIPS
Cusb R8975 JRef: IWW589750036
,7A5,182EC,E,02G,RH01/1828/CAL114EBB ELEV.C,E
Oty: 1
FROM: JRH
DrwNo: 167.20.1201.10091
Truss Label: A14G
FV / WHK 06/15/2020
2 Complete Trusses Required
7'
f
17' 22'8" 32'8" J� 39'8"
7.
10, 5,8., 10, T 7. '1
=6X6
12 C
=—BXB =8X8 �6X6
T2 D T3 E T4 F
T 6�
n
o
T
n B
°1
G e
yA
H
=4X6(A1) =8X8
=8X8 =8X8=4X6(A1) 1
39'8"
10'
9'10" 9'10" 10,
10' {
+
19'10" 29'8" 39'8"
Loading Criteria (psh Wind Criteria
Snow Criteria (P9,Pf in PSF) DefIICSI 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 Speetl: 160 mph
Pf. NA Ce: NA VERT(LL): 0.295 J 999 360 B 3135 / 1427 /- / - /- 18.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(fL): 0.816 J 860 240 G 3136 / 1428 !- 1- 1- 18.0
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
Mean Height: 15.00 it
HORZ(TL): 0.121 I - - B Min Brig Width Req = 1.8
NCBCLL: 0.00 TCDL: ps(
Code 1 Misc Criteria Creep Factor. 2.0 G Min Brg Width Req = 1.8
P
.
Soffit: 0.00 BCDL: 5.0 sf
P
Bearings B & G are a rigid surface.
Bldg Code: FBC 6Ih ed 201 Max TC CSI: 0.676 9 9
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h12
TPI Sid: 2014 Max BC CSI: 0,507 Bearings B & 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 E-F 1425 -3002
533-3601
C - D -4831 F - G 1425 -3094
Value Set: 138 (Effective 6/112013)
2128
D - E 2128 -4831
Top chord 2x4 SP #2 N :T2, T4 2x6 SP SS:
13 2x6 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Botchord 2x6SS
We #3
We
Webs 2x4 SP #3
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" 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
u P� bls (Ib
N,,,A /
2 8"x3" nails
rd:
Tens.Comp.es
-�PA' Webs Tens. Comp.
Top ChoNail
I Row @72.00" o.c
BolChord:1 Row@12.00"o.c
\Q•�6NP C-K 1287 -417 E-1 727 -1297
\`\\\\,QN• •W�;f/0.K-D
Webs :1 Row @ 4"o.c.
\ • 727 -1298 I-F 1287 -417
Use equal spacing between rows and stagger nails
• • i�
in each row to avoid splitting.
= No, 86367 s
Loading
•
#1 hip 7-0-0
supports jacks with no webs.
g•
Wind
y STATE OF��14j
Wind loads and reactions based on MWFRS.
0 • • ft
"Fe, 0,41111,411
.,Mild,
NiAL
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 , handling shipping,
� r
Installing and bracing., Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by�TPI an SBCA) safely
bracing Uer BCSI.. Unless noted o erwise,top chord shall
practices prior to performing these functions. Installers shall provide temporary.
have property attached structural sheathing and bottom chord shall have a properly
allacheU rl Id ceilln Locations shown for permanent Iat@ral
restraint of webs shall have bracin installed per BCSI sections B3, 87 or tl10,
as appllcal�e. Apply lates to each face oftruss and position as shown above and on the Join Details, unless noted otherwise. Refer t0 ALPINE
drawings 160A-Z for standard plate positions.
Aigine, a division of ITW Buildin Components Gropp 1% shall not be responsible for any deviation from this drawing ang, failure to build the
tr ss In conformance with ANSI PI 1, or for handlln�, s ippml, Installation and bracing of trusses k seal on this dr 'wi g or cover pafge, , 13723 Riverpan Drive
listing this drawing indicalas acceptance of pro esswna engineering responsibility solely for the des n shown. The sut abillTy
[his drawing or any structure is the responsibility of the building Designer ANSI/7PI 1 Sec.2. Suite 200
antl use of per
For more information see this job's genemi notes page and mese web sites: ALPINE: www.al ineit tom:TPI: wwwt Inst r;SBCA: www.sbcindus .wm: ICC: ww 1=afecrg Maryland Heights, MO 6304
Job Number. N334501
Ply: 1
SEON: 7618 / T19 /COMN
Cus1:R8975 JRef: IWW589750036
,7A5,182EC,E,02G,RH01/1828/CALIMEBB ELEV.C,E
Oly: 1
FROM: RWM
DmNo: 167.20.1201.10122
Truss Label: A15
FV / WHK 06/1512020
5'7"4 10'8" 15'3"15 2X3"15 31'8"1 37'8" 39'8"
+
5.T'4 5'0"12 } 4'7"15 8' 8'4"2 -} 11.1� 5 7' {
=5X5
D
2 T
6
2C4 ;5X10(SRS)
T ca =5 I,l =H0510 H
T3 T4 G
m TT=
A3X6(A1) =-5X8 �5X5 =-4X6 =4X4L =5X5=3X6(A7)J
21' 5' 1V8"
8' 5' 5' 5'8" B' 1'
i i
16' 21, 26• 31.8..
Loading Criteria (psf) Wind Criteria Snow Criteria (P9.Pr in PSF) DeR/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/deR L/# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Cc: NA VERT(LL): 0.0380 999 360 g 745 /341 /498 /- 1277 /8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERTCTL): 0.1170 999 240 M 1429 /650 /723 /- /- /8.0
BCDL: 10.00 Risk Category: ll Snow Duration: NA HORZ(LL): 0,017 K - - L 629 /223 /242 /- /- /8.0
EXP' C HORZ( TL) 0.031 K - - 1 534 / 244 1399 / - / - /8.0
Des
.00 Mean Height: 15.00 itCode/ Misc Criteria Creep Factor. 2.0 Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: 4.2 psf BldgCode: FBC 6th ed 201 Max TC CSI: 0.796 B Min Brg Width Req = 1.5
Soffit: 0.n:
BCDL: 5.0 psf M Min Brg Width Req = 2.0
Load Duration: 1.25 MWFRS Parallel Dist: 0 to N2 TPI Sid: 2014 Max BC CSI: 0.774
WidthL Min Big
Spacing: 24.0 " C&C Dist a: 3.97 R Rep Factors Used: Yes Max Web CSI: 0.703
I Min Big With Req = 1.5
Loc. from endwall: Any FT/RT:20(0)/10(0) Bearings B. M. L, & I are a rigid surface.
GCp!: 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#
Maximum Top Chord Forces Per Ply (Ibs)
Value Set: 138 (Effective 6l1/2013)
Chords Tens.Comp. Chards Tens. Comp.
Top chord 2x4 SP #2 N :T3, T4 2x4 SP #1:
Sot chard 2x4 SP#2N B-C 1173 -1100 E-F 800 -686
Webs 2x4 SP#3 C-D 1078 -901 G-H 703 -618
Lumber value set "138" uses design values D - E 886 -674 H -1 605 -577
approved 1/30/2013 by ALSC
Maximum Bot Chord Forces Per Ply.(Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
or ter continuous lateral restraint
Gun
AW10
gkj��///
naibls(0113"2gSmind.`). matrialo L)-K
RAttestraint be0-N 50 -428 530 -4366
���m&A&
supplied and attached at both ends to a suitable C • �A_ /// N - M 598 -426 K - I 451 - 354
��`'�O \!v AI� •
support by erection contractor, �* V E 1' 4.�!
a or scab reinforcement may be used in lieu of CLR • V
() Y • •• Maximum Web Forces Per Ply (Ibs)
restraint substitute (1) sub for (1) CLR and (2) • No. 86367 • Webs Tens.Comp, Webs Tens. Comp.
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, and ► * * C O 458 M F 773
grade, • - -291 - -732
► `
80% length of web member. Attach with 0.128x3" gun • 0 - D 469 -432 L - G 886 -898
nails @6"oc. �-� • • STAfry E-M 1630-1574
•• � TE OFc�y
Wind �N
•
��,T,[�
A
Wind loads based on MWFRS with additional C&C aa�01Q{: •
member design. "Fe,`- • • •• • • `�``
.,/OSs,ONAL
illimal1�++
5
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, handling shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building
Component Safety Information, byy TPlan � SBCA) safely practices prior to performing these functions. Installers shall provide temporary
bracing er BCSI.. Unless noted otherMse,top chord shall have proper)v attached structural sheathin and bottom chord shall have a properly
attachelfn ld ceiling Locations shown fortpermanent lateral restraint Of webs shall have bracinfq installed pgr BCSI s�ctions B3, B7 or 610,
as applicable. Appply otales to each face. o truss and position as shown above and on the Join Details, un ess note otherwise. Refer to
drawings 16OA-Z fbr standard plate positions.
ALPINE
Alpine, a division of ITW Buildin Components Grog Inc., shall not be res onsible for any deviation from this drawing ang failure to build the .wmvmx"vm
13723
truss in conformance with ANSI PI 1, or for handle q, shippinq, installati8n and bracing of trussesA seal on this dr 'wi g or cover pa debility73723 Riverpon Drive
listing this drawing Indicates acceptance of prolessionar engineering responsibilitysole forthe desi nshown. The cuifability
this drawing for is (11e responsibility of the uilding Desig er pe ANSIrrPI 1 Sec.2. Suite oo
and use of any structure
For more information see this job's genelal notes page and these web sites: ALPINE: www.ai ineitw.com: TPl: w t imtor ;SBCA: www.sbcindus .00m: ICC: wwwi=afe.org Maryland Heights, MO 6304
Jab Number. N334501
Ply: 1
SEQN: 76191
T18 /SPEC
Cust: R8975 JRef. IWW589750036
,7A5,182EC,E,02G,RH01/1828/CAU)4EBB ELEV.C,E
Qty: 1
FROM: RWM
OmNo: 167.20.1201.10761
Truss Label: A16
FV / WHK 06/152020
�25'3"15
5'7'4 10'8"
1'9"15
17'3"15 19'3"11L1r'15 23'6" 2T3�15 29'8"1
32'e"
39'B"
5.7.4 5'0°12
6'7°15 2' 2' 271 2' 24"2
711"1
7' ,
-5X5
D
21'
F1
Loading Criteria (psq
Wind Criteria
TOLL: 20.00
Wind Std: ASCE7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 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: 0 to h/2
Spacing: 24.0"
CBC Dist a: 3.97it
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
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 "13B" uses design values
approved V30/2013 by ALSC
Plating Notes
All plates are 2X4 except as noted.
(••) 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Laterally brace chord above/below filler at 24' OC
(or as designed) including a lateral brace on chord
directly above/ below both ends of filler
(if no rigid diaphragm exists at that point)
13'8,
15 1'8"1 2' 2' 1'3"15 ZVII 8' 1'
1"152, F 2 3"1?3F— A525'3l ,127' -152,2" 31'8 39'8°
93�15 AV'15 26'
Snow Criteria (Pg,Pf in PSF)
Pg: NA CC NA CAT: Ni
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC Sill ed
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in too Udell L/#
VERT(LL): 0.037 Y 999 360
VERT( Q: 0.112 Y 999 240
HORZ(LL): 0.016 O - -
HORZ(TL): 0.030 0 - -
Creep Factor. 2.0
Max TC CSI: 0.931
Max BC CSI: 0.771
Max Web CSI: 0.571
VIEW Ver. 17.02.02A.1213.21
1: No.8636',
)f •
•
STATE OF
'•�'"F•:I0RVA
FL REG# 278, Yoonhwak Kim, FL
06/15/2020
T1
O jp
�T
1"
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 774 / 354 1508 /- 1317 /8.0
U 1323 /588 1635 /- /- /8.0
R 711 /237 /257 /- /- 18.0
M 531 /246 /381 /- /- /8.0
Wind reactions based on MWFRS
B Min Big Width Req = 1.5
U Min Big Width Req = 1.8
R Min Big Width Req = 1.5
M Min Big Width Req = 1.5
Bearings B, U, R, & M are a rigid surface.
Bearings B, U, R, 8 M 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 1167-1151 F-G 823 -821
C - D 1085 -960 G - H 834 -831
D - E 849 -722 K - L 728 -648
E-F 823 -821 L-M 667 -571
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-Y
978 -866
T-S
662
-551
Y-X
627 -443
S-R
661
-551
X-W
462 -353
R-Q
424
-375
W - V
462 -353
Q - P
424
- 375
V-U
462 -353
P-O
424
-377
U-T
663 -550
O-M
445
-407
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C-Y 407 -257 U-AB 548 -605
Y-D 453 -347 AB-H 472 -522
,E - Z 1577 -1447 R -AE 959 -847
Z - U 1591 -1466 AE- K 943 -826
#86367
TO ALL CONTRACTORS INCLUDING THE INSTALLERS
,ping, Installing and bracing.Refer to and follow the latest edition of BCSI (Building
ty practices prior to performing these functions. Installers shall provide tempera
have preperly attached structural sheath,np and bottom chord shall have a properly
Iral restraint of webs shall hav b crop ns piled per BCSI s ct,ons B3, B7 or 810,
ition as shown above and on tI e�om etalls. unless note otherwise. Refer to
13723 Riverpon Drive
Suite 200
Maryland Heights, MO
Jab Number: N334501 Ply: 1 SEON: 7620/ T3 / GABL Cust: R8975 JRef: IVNV589750036
,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E Oty: 1 FROM: HMT OrwNo: 167.20.1201.10044
Truss Label: BiGE I FV / WHK 06/15/2020
Loading Criteria (ps0
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP' C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0"
C&C Dist a: 3.00 it
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Value Set. 13B (Effective 6/l/2013)
Top chard 2x4 SP #2 N
Rot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "l3B" uses design values
approved 1/3012013 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 al 21.33
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWGS A16015ENC101014 & GBLLETINi014 for
gable wind bracing and other requirements.
10'8"
-z—{
(rYP) =4F4
Snow Criteria (Pg,Pf in PSF)
Pg: NA CC NA CAT: Ni
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code I Misc Criteria
Bldg Code: FBC 6th ad
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
DefIlCSI Criteria
PP Deflection in too Udell L/#
VERT(LL): 0.005 R 999 360
VERT(TL): 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 (Ibs), or'=PLF
Loc R /U /RW /Rh /RL /W
S' 125 / 48 / 39 / - ill 1256
Wind reactions based on MWFRS
B Min Big Width Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
jjjj It III
,•�``NpNHWAki,'''•,
• �I
No. 66367
• • 3
STATE OFr,c_`ti
RIV
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/152020
ALPINE
rive
Suite Riverpon Drive
Suite
Maryland Heights, MO 63042
Job Number: N334501 Ply: 1 SEON: 7621 / TI / GABL Cust: R8975 JRef: IWW589750036
,7A5,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E City: 1 FROM: RWM DmNo: 167.20.1201.10028
Truss Label: C1GE FV / WHK 06/15/2020
14'
r 5112'----1
(TYP)
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: ll
Des Ld: 37.00 EXP: C
NCBCLL: 10.00 Mean Height: 15.00ft
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: 3.00g
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 139 (Effective 61112013)
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 =1.25I Plate Dur.Fac =1.25)
TC: From 96 plf at -1.00 to 96 pit 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 DWGS A16016ENG101014 & GBLLETIN1014 for
gable wind bracing and other requirements.
az4X4
D
Snow Criteria (P%. in PSF)
Pg: NA Ct: NA CAT:Ni
PC NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code I Misc Criteria
Bldg Code: FBC 6th ed
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
14'
p i
14'
Deg/CSI Criteria
♦ Maximum Reactions (Ibs), or •=PLF
PP Deflection in Ice Udeg L#f
Lee R / U / Rw / Rh / RL I W
B• 129 / 50 / 40 /- / 12 1168
VERT(LL): 0.007 J 999 360
VERTCTL): 0.021 J 999 240
Wind reactions based on MWFRS
HORZ(LL):.0.004 H - -
B Min Brg Width Req = -
HORZ(TL): 0.009 H - -
Bearing B is a rigid surface.
Creep Factor: 2.0
Max TC CSI: 0.392
Members not listed have forces less than 375#
Max BC CSI: 0.256
Maximum Gable Forces Per Ply (Ibs)
Max Web CSI: 0.135
Gables Tens.Comp. Gables Tens. Comp.
C-J 461 -4D3 H-E 461 -403
VIEW Ver: 17.02.02A.1213.21
`` '011w 111111flopop
00 AHWA/r�i'''�
GENS�,•.�i '
1 : No, $6367
STATE OF
ft
,ON(A1 L�+,
5
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/152020
ALPINE
µve
Suite Riverpon Drive
Suite
Maryland Heights, MO 6304E
SEON: 1017781 COMN Ply: 1 Job Number: N334501 Cust R 8975 JRef1VVW569750036T13 I
FROM: JRH Oty: 1,7A5,182EC.E,02G,RH0I/1828/CALIMEBB ELEV.C,E DmNo: 167.20.1201.14475
Truss Label: 137 / VK 06/1512020
10,
�4X4
C
12 T
6� _I
n
i7
B D
A Eg.g.
2X4(Al) 1112X4=2X4(Al)
10,
10,
Loading Criteria (ps0
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
DenICSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/de0 L/#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.007 F 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.013 F 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.003 F - -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.006 F - -
Code I Misc Criteria
Nffit: 1 00
Mean Height: 15.00 it
Creep Factor. 2.0
p
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 6.0 psf
Bldg Code: FBC 61h.etl 20C
Max TC CST: 0.250
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Sid: 2014
Max BC CST: 0.264
Spacing: 24.0"
C&C Dist a: 3.00 0
Rep Fee: No
Max Web CSI: 0.081
Loc. from endwall: not in 4.50 R
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 18.02.01A.0205.19
Wind Duration: 1.60
WAVE
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Sot chord 2x4 SP #2 N
Webs 2x4 SP #3
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
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 434 !- !- /287 /202 /134
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 Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-F
``1111111111111////
No.86367
STATE OF
ft
"'f.41%N(A; 1�,
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
396 -183 F-D 396 -183
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlin shi ping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, bV TPI and SBCA) for sa�ety practices pffor to performing these functions. Installers shall provide temporary.
r BCSI Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
iid ceifin Locations shown for ermane t lateral restraint of webs shall have bmcm installed per BCSI sections B3, B7 or 910,
e. Apply ulates to each face, o�buss an a position as shown above and on the Join Details, unless noted otherwise. Refer to
60A-Z to standard plate positions.
ivision of ITN! Buildin Components Grou In .,shall not be responsible for any deviation from this drawin any failure to build the
Iformanoe with ANSTAPI 1, or for hantllirPC saippiniq, installation and bracing of tmssesA seal on this drawing or cover pafge,
drawing, indicates acceptance of proesslona, engineering responsibilitysolelyfarthedesign shown. The suiability
ALPINE
ow�w w
6750 Forum Drive
Suite305
Orlando
FL, 32821
SEON: 101775/ COMN Ply: 1 Job Number. N334501 CusLR8975 JRef:lWW589750036T14 /
FROM: JRH Oly: 1,7A5,182EC,E,02G,RH01/1828/CAL#4EBB ELEV.C,E DrwNo: 167.20.12DI.14256
Truss Label: D2 I / YK 06/152020
=4X4
C
12 T
6p _I
N
M
B D "
2x4(Al) I112X4 2x4(Al) �{l
0'
1' S 5
s 1a
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
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.50 it
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 61112013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 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.
Additional Notes
Refer to General Notes for additional Information
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
TPI Sid: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
DeBICSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.007 F 999 360
VERT(CL): 0.013 F 999 240
HORZ(LL): 0.003 F - -
HORZ(TL): 0.006 F - -
Creep Factor: 2.0
Max TC CSI: 0.250
Max BC CSI: 0.264
Max Web CSI: 0.081
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 434 /- /- /287 /202 /134
D 434 /- /- /287 /202 A
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 Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-F 396 -183 F-D 396 -183
No.86367
110
STATE OF
ire
RIQ
AL
FL REG# 278, Yoonhwak Kim, FL PE 486367
06/15/2020
ALPINE
µ `a��
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEON: 101787/ HIPS Ply: 1 Job Number: N334501 Cust R8975 JRef:1W 589750036T17 /
FROM: JRH Oty: 1,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E DrwNo: 167.20A201.14286
Truss Label: 03G I / YK 06/152020
li
r�
0
43
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"
3'
3'
4'
=4X6 4 X 6
12 C D
10,
6F7- T
B E
a F 88
=2X4(A1) 1112X4 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 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C8C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 5/l/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "138" uses design values
approved 113012013 by ALSC
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 pit at
7.00
TC: From 56 plf at 7.00 to
56 plf at
11.00
BC: From 20 plf at 0.00 to
20 plf at
3.03
BC: From 10 plf at 3.03 to
10 plf at
6.97
BC: From 20 plf at 6.97 to
20 plf at
10.00
TC: 129 Ib Conc. Load at 3.03,
6.97
TC: 651b Conc. Load at 5,00
BC: 801b Conc. Load at 3.03,
6.97
BC: 521b Conc. Load at 5.00
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Refer to General Notes for additional information
10,
3'8"8
6'10"4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NP
Pf: NA Ce: 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
10,
3'1"12
DeB/CSI Criteria
PP Deflection in too Udell L/#
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
Mau TC CSI: 0.288
Max BC CSI: 0.379
Max Web CSI: 0.059
VIEW Ver: 18.02.01A.0205..9
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 625 /- /- /- 1312 /-
E 625 /- /- /- /312 /-
Wind reactions based on MWFRS
B Brg Width=8.0 Min Req=1.5
E Br9Width=8.0 Min Req=1.5
Bearings B 8 E are a rigid surface.
Bearings B 8 E require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 455 -963 D - E 466 -963
C-D 381 -642
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
���t�lrnrr�►h��/�
No. 86367 : =
STATE OF w
(ORIDPC��o', L
AL
FL r%►
FL REG# 278, Yoonhwak Kim, FL PE 486367
06/15/2020
ALPINE
6750 Forum Drive
Suite 305
Odando FL, 32821
SEON: 28501/ VAL Ply: 1 Job Number. N334501 Cusr R8975 JRe1;1VJW599750036T33 /
FROM: RWM cly 1,7A5,182EC,E,02G,RH01/1828/CAL1/4EBB ELEV.C,E DmNo: 167.20.1201.13241
Truss Label: VB YK / WHK 06/152020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7A0
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0"
3'11 "8
3'11"8
12 =44
T 6�
w E4M(D1)
1 A
-ov
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kit NA
Mean Height: 15.00 R
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
Lumber
Value Set: 13B (Effective 611/2013)
Top chord Zx4 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
See DWG VAL160101014 for valley details.
Valley truss connection to truss below shall be designed
and furnished by others .
7-11"
=4M(D1)
G
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 I Misc Criteria
Bldg Code: FBC 6th.ed
TPI Sid: 2014
Rep Faa Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
DegICSI Criteria
PP Deflection in loc Udell 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
� 9'6"3
D
♦ Maximum Reactions (lbs), or •=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
D' 75 A A /34 128 /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
1J11111� 1 // filto
H A 1,
•
No. 86367
�••• STATE OF��
Zcr.
'•�'�F•: �ORID
,1ONA� ,�1,
FL REG# 278, Yoonhwak Kim, FL PE 486367
06/15/2020
ALPINE
7� 6750 Forum Drive
Suite 305
Orlando FL, 32821
SEON: 28502/ VAL I Ply: 1 Jab Number. N334501 CusCR8975 JRef:1WW589750036T16 /
FROM: RWM O1y: 1 ,7A5,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DmNo: 167.20.1201.13226
Truss Label: V4 YK / WHK 06/15/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0"
Wind Criteria
Wind Sid: ASCE7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 6.0 psf
MWFRS Parallel Dist: h/2 to h
CSC Dist a: 3.00 it
Loc. from endwall: not in 9.00 it
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 #2 N
Lumber value set A3B" 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
See DWG VAL160101014 for valley details.
Valley truss connection to truss below shall be designed
and furnished by others .
1'11"8 3'11"
1'11 "8 1'11 "8
12
6 � =4X4
B
4X4(D1)=4X4(D1)
A C
10'6"3
D
3.11"
3'11"
3-11"
Snow Criteria (Pg,Pf In PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code I Misc Criteria
Bldg Code: FBC 6th.ed
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
DeWCSI Criteria
PP Deflection in too L/deg L/#
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
\O'NN WA j�''o�,,
a' : No. 86367
STATE OFr�c,�
10;i� 0 ;(ORIO;: • C
q,y,0 H I IA11111 ►1
f.
FL REG# 278, Yoonhwak Kim, FL PE 486367
06/15/2020
♦ Maximum Reactions (lbs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- I Rh l Rw l U / RL
D' 75 /- P /31 /22 /6
Wind reactions based on MWFRS
D Srg Width = 47.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 3759
ALPINE
,ivi 1,orrorn
acceptance
any a rructure
6750Fomm Drive 305
Suite 305
Odantlo FL, 32821
Job Number: N334501 Ply: 1 1SEON: 101767/ T15 /EJAC Cusc R8975 JRef: 1WW589750036
,7A5,182EC.E.02G ,RH01/1628/CALI/4EBB ELEV.C,E Oty: 8 FROM: JRH DmNo: 167.20A201.12227
Truss Label: EJ7 KO / WHK 06/15/2020
12'2"11
12
6
m
o_ n
� M
V
B
3 A 8'8"
D
1 _T 7,
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: 11
Des Ld: 37.00 EXP. C
Mean Height: 15.00 it
NCBCLL: 10.00 TCDL: 4.2 psf
Soft: 0.00 BCDL: 5.0 psf
Load Duraton: 1.25 MWFRS Parallel Dist: h/2 to h
Spacing: 24.0" CBC Dist a: 3.00 it
Loc. from endwall: not in 4.50 it
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N
Sot 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,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
TPI Sid: 2014
Rep Factors Used: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Def1lCSi Criteria
PP Defection in loc Udell L/#
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: 0.527
Max Web CSI: 0.000
VIEW Ver. 17.02.02C.0211.16
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh IRL /W
B 331 1117 /259 /- /173 /8.0
D 127 /20 1101 1- /- 11.5
C 171 /133 /91 /- /- 11.5
Wind reactions based on MWFRS
B Min Big Width Req = 1.5
D Min Big 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#
•
Irl
90 No. 86367
• a
STATE OF
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
AND FOLLOW ALL NOTES ON THIS DRAWING!
DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
dlin shipping, installing and bracing.. Refer to and follow the Is est edition of BCSI (Building
A) for Sal Ely practices prior to performing these functions. Installers shall provide temporarry7
lord isIhall have properly attached structural sheathingp and bottom chord shall have a pro [tlerly
s enOlpositlonf restraint of
above sold onvihe Jothi9Deiallse unele a noted otherwise. k5 ! toy
ALPINE
any
7ro",
6750 Forum Drive
Suite 305
Orlando FL, 32821
Job Number. N334501 Ply: 1 SEQN: 1017701 Tll /EJAC Cusl:R8975 JRef: IWW589750036
,7A5,182EC,E,02G,RH01/1828/CAL1/4EBB ELEV,C,E Qty: fi FROM:JRH DmNo: 167.20.1201.12212
Truss Label: EJ7A KM / DF OU15/2020
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"
Wind Criteria
Wind Std: 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/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP 92 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.
Additional Notes
Provide (2) 0A31"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct NA CAT:NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 61h.ed
TPI Std: 2014
Rep Factors Used: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
De01CSl Criteria
PP Deflection in toe Udell U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.018 C -
HORZ(TL): 0.033 C - -
Creep Factor: 2.0
Max TC CSI: 0.725
Max BC CSI: 0.533
Max Web CSI: 0.000
VIEW Ver: 17.02.02C.0211.16
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
A 270 / 79 1188 1- 1151 18.0
C 128 121 1104 /- /- 11.5
B 174 1135 /95 /- /- 11.5
Wind reactions based on MWFRS
A Min Brg Width Req = 1.5
C Min Brg Width Req = -
B Min Brg Width Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
•
so No. 85367 •:
STATE OF e
IN
10 4 IS
�ONA, IL�,1
5
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
TO ALL CONTRACTORS INCLUDING THE INSTALLERS
properlyV attached struclurel sheathin� and bottom chord shall have a progefly
�strainl of webs shall have bracinq ins alled per BCSI s ctions B3, B7 or 10,
as shown above and on the Joint Details, unless noteeotherxise. Refer to ALPINE
npt be responsible for any deviation from this dr;3wing,any failure to build the
I'enganleerin9anrespons9billry solelpAvfofthe desi nshoWn�r The sufl9abllity 6750 Forum Drive
bility of the euilch Deslgngf peYANSIRPI t Seo.2. Suite 305
PINF w.v a nininpawrnm TPI w tain_alurm aaC.A: w sbundusuvmm: ICC: svmaiccsafe.cm Orlando FL, 32821
SEDN: 1015391 EJAC Ply: 1 Job Number: N334501 CusC R8975 JRef: 1WW589750036T28 /
FROM: JRH Oty: 3 ,7A5,182EC,E,02G,RH0l/ 1828fCAL#4EBB ELEV.C.E DrwNo: 167.20.1201.14021
Truss Label: EJ3 / YK 06/15/2020
Loading Criteria (par)
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 Kzt NA
Mean Height: 15.00It
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 6/112013)
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'k3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
9
51
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct NA CAT: NF
Ff., NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 61h.ed
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
T
Defl/CSI Criteria
PP Deflection in loc Udell L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D - -
HORZ(TL): 0.002 D - -
Creep Factor. 2.0
Max TC CSI: 0,216
Max BC CSI: 0.123
Max Web CSI: 0.000
VIEW Ver. 18.02.01A.0205.19
10'2"11
to
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc Rt / R- / Rh / Rw / U / RL
B 188 P /-
/162 f76 186
D 52 A A
/41 /6 /-
C 65 /- P
/31 151 !-
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#
`,%0111111t 1111///AAA
AAA
No. 86367
a • ,r.R •�e
o� SLATE OF c�a
�''AAS;ON(A� 1�11
FL REG# 278. Yoonhwak Kim, FL PE 486367
06/15/2020
READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
failure to buildd the —
n. The or suitability 6750 Forum Drive
Suite 305
rv.wm: ICG wmv.iccsafeara Orlando FL, 32821
Job Number: N334501 Ply: 1 SEON: 7622 / T35 JACK Cust:R8975 JReh 1WW589750036
,7A5,182EC,E ,02G,RHOi 11828/CAU/4EBB ELEV.C,E Oty: 4 FROM:RWM DmNo: 167.20.1201.10247
Truss Label: CJ5 KD / YK 06115/2020
[a]
12
6
co
rn
(V
M
B
�;
�= A
l�
D
1' 411"4 1
4,11"4
Loading Criteria (Ps0
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSl Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/t!
Loc R / U / Rw / Rh / RL / W
B 256 195 / 207 /- / 128 / B.0
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): NA
D 89 / 13 168 /- /- / 1.5
BCDL: 10.00
Risk Category: ll
Snow Duration: NA
HORZ(LL): 0.005 D - -
C 118 192 161 /- /- /1.5
Des Ld: 37.00
EXP: C
HORZ(TL): 0.010 D -
Wind reactions based on MWFRS
Code / Mill Criteria
NCBCLL: 10.00
Mean Height: 15.00 ft
Creep Factor: 2.0
B Min Big Width Re 1.5
9 q =
Soffit: 0.00
TCDL: 4.2 psf
BCDL: 5.0 sf
p
Bldg Code: FBC 6th ed 201
Max TC CSI: 0.411
D Min Big Width Req =
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI
Max BC CSI: ).000
C Min Brg Width Req = -
Bearing B is a rigid surface.
Spacing: 24.0"
C8C Dist a: fl
Fa ors
Rep Factors Used: Yes
Max Web CSI: 0.000
Bearing B requires a seat plate.
dwa
Loc. from endwall: not in 4.50 fl
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Typill
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE
VIEW Ver: 17.02.02A.1213.21
Value Set: 13B (Effective 61112013)
Top chord 2x4 SP #2 N
Bol 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. `1111111f 1111�7��
:• ��GENSF• ;
of No.86367
STATE OF
OR
.,��'NNfAlilt,
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 reUuire extreme care in fabricating, handlingp shi ping, installing antl bracing. Refer to and 1pllow the latest edition of SCSI (Building
Component Safety Information, by TPI and SBCA) Foi sa�ety practices prior to pertarming these functions. Installers shall provide temporary
Sitargdger BCS�. Unless noted oytherwise,lop chord shall have property attached structural sheathing and bottom chord Shall have a properly
altar e n Id cellin Locations shown for ermane t tat@rat resirant of w bs shall have bracin inslalletl p r BCSI s cbons 83, B7 or B10,
as app lcab�e. App�y laces to each face. of truss ana position as shown a�ove and on the Jotnl9Delatls, un�ess note�otherwtse. Refer to ALPINE
drawings i6oA-Z for s�antlard plate positions.
A) me, a division of ITW Buinq�Components Grout Inrhshpll not be reSponsihle for any deviation from this drBwing,afly failure to build the
lr ss In conformance with A SIlTPI 1, or for handli s Ippin installall n an bracing of irussesA seal on this tlrawirig or cover pa e, , 73723 Rivemod Drive
listing this drawing, indicates acceptance of �rolessiona� engineering responsibility sole forthe desi nshown. The suiPability 13723 Ri
and use of this cawing for any s acceptance
is a responsibility of the uilding Designer pe ANSIRPI 1 Sec.2. Suite
Por more information see this job's general notes page and these web sites: ALPINE:w.rw.alpineitw.core; TPI: mJlrinslorgi SBCA: w ,Ircindustry.com: ICC' w Jdcsafe.org Maryland Heights, MO 6304E
Job Number: N334501 Ply: 1 SEON: 7623/ T34 /JACK I Cust: R8975 JRef: 1WW589750036
,7A5,182EC,E,02G,RH0f/1828/CALIMEBB ELEV.C,E Oty: 4 FROM: RVJM D.No: 167.20.1201.106B4
Truss Label: CJ3 I FV / WHK 06/15/2020
Loading Criteria (psg
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
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: 0 to h/2
Spacing: 24.0"
CBC Dist a: 3.00 it
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Value Set 13B (Effective 6/112013)
Top chord 2x4 SP #2 N
Sot chord 20 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.
Snow Criteria (Pll 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 Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
C
2' 11 "4
2'11 "4 '
DefflCSI Criteria
PP Deflection in loc Udell L/#
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 CSI: 0.115
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
No. 86367
�ATEOF-0 N
0)
M
(V
♦ Maximum Reactions (Ibs)
Lee R /U /Rw /Rh /RL
/W
B 185 /75 /160 /- 184
18.0
D 50 /6 /41 /- /-
11.5
C 63 /50 /29 /- /-
/1.5
Wind reactions based on MWFRS
B Min Big Width Req = 1.5
D Min Big 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#
'•.,��Fs . � � C
j 11A k
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
VT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
failure to buildthe— '—' ';.,
I or The suit"a6ility 13723 Riverpod Drive
Suite 200
ry.com: Icc: wJ Jccsafe,org Maryland Heights, MO
SEON: 101784/ JACK I Ply: 1 1 Job Number: N334501 Cuse R8975 JRef..1vvvV5e976x)36T32 /
FROM: RVJM Oty: 4,7A5,182EC,E,02G,RH01/1828/CALIMEBB ELEV.C,E DfwNu: 167.20.1201.14069
Truss Label: CA / YK 06/1512020
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: 1.26
Spacing: 24.0"
Lumber
12
6 � C
�1 T 114
11"4
Wind Criteria
Wind Sid: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzb NA
Mean Height: 15.00 it
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 611/2013)
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 lop chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Cb NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 61h.ed
TPI Sid: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
m
T
I
Defl/CSI Criteria
PP Deflection in loc Udell U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL):-0.000 D - -
HORZ(TL): 0.000 D - -
Creep Factor: 2.0
Max TC CSI: 0.195
Max BC CSI: 0.025
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
9'2115
L
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R. / Rh / Rw / U / RL
B 143 /- /- 1148 f79 141
D 11 A2 A /18 /12 /-
C - /-15 A /27 132 /-
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#
`` IIIIIIIIIIIII
No. 86367
STATE OF �4_
'0�FS ;0 OR1�PC `,4 C
0 AL
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
rto
ALPINE
the
rnmrmvrun
bility
Suite Forum Drive
Suite 305
.imsafe.om
Orlando FL, 32821
SEON: 101781/ JACK I Ply: 1 1 Job Number: N334501 CusC138975 JRet:lvvW689750036T27 /
FROM: RWM Cry: 4,7A5,182EC,E.02G.RH01/1828/CALIAEBB ELEV.C,E DmNo: 167.20.1201.14208
Truss Label: CAA / 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
12
6 � C
�1 T 114
11"4
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 If
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 611/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSO
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,P(in PSF)
Pg: NA CC NA CAT: W
PC NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code I Misc Criteria
Bldg Code: FBC 6th.ed
TPI Std: 2014
Rep Fee: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Def /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: U.025
Max Web CSI: 0.000
VIEW Ver. 18.02.01A.0205.19
FL REG# 278,
06/152020
11I1 ylFiri,P
Igoe
66367 go
TI'r-
TE OFft�
9'2115
-1
♦ Maximum Reactions f las)
Gravity Non -Gravity
Loc R+ IR- /Rh /Rw /U /RL
B 143 A /- /148 179 /41
D 11 /-2 /- /18 112 /-
C - /-15 b /27 132 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Rent = 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#
iq� � - l
Yoonhwak Kim, FL PE #86367
AND FOLLOW ALL NOTES ON THIS DRAWINGI
IRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
allure to build the
or cover pa e„
The sui ability
ALPINE
xu mvcorvnxr
6750 Forum Drive
Suite305
Orlando FL, 32821
Job Number: N334501 Ply: 1 SEON: 7626 / T26 /HIP_ Cust: R8975 JRef: IWW589750036
.7A5,182EC,E,02G ,RH01 / 1828/CALI/4E80 ELEV.C,E Oy. 2 FROM: RWM DiwNo: 167.20.1201.08860
Truss Label: HJ7 KM / YK 06/15/2020
4-33
5'3"5 I 9110"1
5'3"5 , 4'6"11
9'2"2 7"14
F— 1'5" }- 9'2"2 9'10'1
Loading Criteria (psf)
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
EXP: C
Des Ld: 37.00
Mean Height: 15.00 0
NCBCLL: 0.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0"
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Value Set 138 (Effective 611/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP 24001-2.0E
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved V30/2013 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"x3.5", min toe -nails at top chord.
Provide (3) 0.162"x3.5", min toe -nails at bottom chord.
Snow Criteria (P9,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 61h.ed
TPI Std: 2014
Rep Factors Used: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
**IMPORTANT'* FURNISH THIS DRAWING TO ALL
Deft/CSI Criteria
PP Deflection in loc Udell L/#
VERT(LL): 0.040 F 999 360
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 326 /154 /- /- /- I10.6
VERT(TL): 0.111 F 999 240
E 364 / 84 / - 10 / 0 / 1.5
HORZ(LL): 0.010 C - -
D 214 /177 /- /- /- 11.5
HORZ(TL): 0,018 C - -
Wind reactions based on MWFRS
Creep Factor. 2.0
B Min Big Width Req = 1.5
Max TC CSI: 0.546
E Min Brg Width Req = -
Max BC CSI: 0.416
D Min Big Width Req = -
Max Web CSI: 0.260
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 376#
VIEW Ver: 17.02.01A.1115.21
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 -562
I1111111111►►►►►
� ONHWAk�''�%
No, 86367 so
1
STATE OF �,
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
RIVP
NIA; 1�,1
FL REG# 278, Yoonhwak Kim, FL PE #86367
06/15/2020
of
failure to build the
n r The sulfability
ALPINE
u Suite Lake Orange Dr. Dr.
Suite 150
Orlando FL, 32837
SEON: 1015371 HIP_ Ply: 1 Job Number. N334501 Cust:R6975 JRef1WW586760036T29 /
FROM: JRH Oly: 2,7A5,182EC,E,02G,RH01/1828/CALI/4EBB ELEV.C,E DrwNo: 167.20.1201.14038
Truss Label: HJ3 / YK 06/15/2020
C
12
4.24 � 10'2"6
v
p� h
B cM
3 A N $.Sr,
gf:
Loading Criteria lost)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit 0.00
Load Duration: 1.25
Spacing: 24.0"
Lumber
1'5"
4'2"3
4'2"3
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: It
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: NA
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 "l3B" uses design values
approved 1/3012013 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"0.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,P( 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.ed
TPI Sid: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Deft/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D - -
HORZ(fL): 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
FL REG# 278,
06/152020
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 84 /- /- /- /45 /-
D 28 /- /- /7/-
C 64 /- /- /- 148 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Yoonhwak Kim, FL PE 986367
ALPINE
µ`m6750 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
Ors 140 mph Wind Speed, 15' Mean Height, Partlnlly Enclosed, Exposure C, Kzt = 1.00
Or. 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure ➢, Kzt = 1.00
Ors 120 mph Wind Speed, 15' Mean Helaht, Partlnlly Enclosed. Exposure D. Kzt = 1.00
S
2x4 Brace
Gable Vertical
Spacing Species I Grade
No
Braces
1 (1) Ix4 'L' Brace •
(D 2x4 'L' Brace IN
(2) 2x4 'L' Brace No
(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
r
#1 / #2
3' 10'
6' 7'
6' to-
7' 9'
e' 1'
9' 3-
9' 7'
12, 2'
12' 8'
14' 0'
14' 0'
P r
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
LiS
H F
Stud
3' 8'
5' 9"
6' V
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
0
Standard
3' e'
4' 11'
5' 3'
6' 7'
7' V
8' ill
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
Q%
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4-
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
J
S P
#2
3' 10'
6' 7'
6' 10'
7' 9'
e' 1'
9' 3'
9' 7'
12' 2'
12, 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10' 11'
11' 8'
14' 0'
4' 0'
d
c�u
D L
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' e'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
e' 11'
9' B.
10' 4'
13, 1'
14' 0'
L%
r
#1 / #2
4' 5'
7' 6'
7' 9'
B' 10,
9' 3'
10' 7'
11' 0'
13, 11'
14' 0'
14' 0'
�
S P r
#3
4' 2'
7' I'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10'
13, 9'
14' 0'
14' 0'
i
U
H F
Stud
4' 2'
7' V
7' 6'
8' 9'
9' l'
10, 5'
10, 10,
13' 9'
14' 0'
14. 0'
01
O
fl r
Standard
4' 2'
6' t'
6' 5'
8' 1'
8' 8'
10' 5'
10, to,
12, 8'
13, 7'
14' 0'
\#1
4' 7'
7' 7'
7' 11'
9'0'
9' 4'
10, 8'
I1' 1'
14' 0'
14' 0'
14' 0'
E14'O'
/
SP
#2
4' S'
7' G'
7' 9'
8' 10,
9' 3'
10' 7'
ll' 0'
13, 11'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9'1'10'
6'
10, I1'
13' 4'
14' 0'
14' 0'
DFL
Stud
4' 4'
6'5'6'
10,
8' 6'
9'1'10,
6'
10, 11'
13' 4'
14' 0'
14' 0'
Stondard
4' 2'
5' 8'
6' 0'
7' 6'
e' 0'
10' 2'
10, to-
11' 10,
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P F
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14. 0'
14' 0'
V'
U
I IF
Stud
4' 7'
0' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14. 0'
14' 0'
14' 0'
14' 0'
O
fl
Standard
4' T
T D'
T 5'
9' 4'
10, 0'
11' 6'
12, 0'
14. 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8
9' 11'
10' 3'
11' 9'
12' 3'
14. 0'
14' 0'
14' 0'
14' 0'
CJ
S P
#2
4' 10'
8' 3'
1 8' 7'
9' 9'
10, 2'
11' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
1 7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
D F L
Stud
4' 9'
7' 4'
1 7' 10'
9' 8'
10, 1'
11' 7'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
1 6' 11'
e' 8'
9' 3'
11' 6'
12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
able Truss
PI
Dogonal brace optlan,
vertical length may be
T
doubled when diagonal
18,
A
brace Is used Connect
L
diagonal brace far 600Yat
each end. web
Br ce
^
total length LSHax 14',
WX
``` �5�
2x6 DF-L #2 or
better
\ .{ • •
\
Vertical
single
brace) single
9
�\ �\ !o
length shown
YE
•
In table above,
45•
or double cut
(as showh) at
L
1
#
0 • 6 7
upper end.
0
an uous �nearin 4 we
' `' g
Connect dagona at
mid alai of vertical web.
Refer
to
• ./
chart ab off• mae t al le% A
wwyARO(aa RFI,O Alai POLLEN ALL HIES RI TNIS gtAVPXd
.OPORTARTew FR0*1 MS IRAV To eu CMIMIACiOiS two. G TIC MSfP1IFAi •
Trusses �ea,he extreme care In f.bfcat#.a handing, h1pon , installlra a..tl #rom.a WPer to a,xf
• �r
• ` . '�I
F/
�� •
/\
/ \
fdlaw the Latest edtlm ell SCSI (BWtlNe Ca+panm< Safety lhforrgtlm. by Tfl antl SBCA) iw faietY
ess noted etixr.°`iseFa `�enrn zeta" har:-oees. rly cltStawe �,telft iYw�eau.n�e d m!� eO�e
• c • \\
ORIO�
li' Lin • • • • �\ .)��
C
/
to dra ina. 1W-Z for:t.nrla�d plate po:lamu.- I "N#11111
AN FIW COMPANY tNe arcwlrp, any faew to bI10 tM Vuss Y. cmfminrce��lq AIAI/RI L o' iw' IuMbg. sIJp1
In.maaoon . braaHg or trusser.
\\t]T2S\Fiverpom oma A excel m this Ma'.1.9 or cover pope afthe the Cro.1h , Moses. acceptance of Professional
enghwerng ro WdY to- W dedgn sfroen TM R4tald4ty oM use of this tra.hp
\\Soils\200 fo- mY struchre b reryanffiRty ei the B.•drp D.slywr per ANSVIPI 1 Sec2
\W,wylanE Hli,ht,WM63043 Far mfor,atbn see We Job's ev.erype l .rotes pow and these web 14a
Al -PPP+ wmalpnetwoon) TP...rtdnsturai S#CN z...zbtlniuzvvu9l IM .e�Ycufemn
Bracing Group Species and Grades.
Group AI
S ruce-Pine-Fir Hen -Fir
#1 / #2
Standard
p2 Stutl
#3
Stud
p3 Standard
Dou as Flr-Larch Southern Pine•am
N3 N3
Stud Stud
Standard I I Standard
Group BI
Hen -Fir
#1 L Btr
#1
Do u las Flr-Larch Southern Plnen.
YI #1
#2 #2
1.4 Braces shall be SRB (Stress -Rated Board).
vFor lx4 So, Pine use only Industrial 55 or
Intlustrlal 45 Stress -Rated Boards. Group B
values mo be used slth these rotles.
Gable Truss Detail Notesl
Vlntl Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 Pell TIC Dead Load).
Goble end supports load from 4' 0' outlookers
with 2' 0' overhang. or 12' plywood overhang.
Attach 'L' braces with led (aln'x3.0' min) halls.
)R For (U 'L' brace, space malls at 2' oc.
In 18' end zones and 4' o.c. between zones.
)R)W.r (2) 'L' braces. space malls at 3' o.c
In 18' end zones and 6' ac. between zones.
'L' bracing must be a mInlmun of 80% of web
member length.
Gable Vertical Plate Sizes
t Vertical Refer to common truss design for
peak, spllre, antl heel plates.
Refer to the Building Designer for conditions
not addressed by this detail.
REF ASCE7-10-GAB16015
DATE 10/01/14
DRWG A16015ENC101014
Len moth
WhWb
No Splice
Less than 1' 0'
2%3
Greater than 4' 0', but
less than
3%4
Greater than Ill 6'
4X4
TOT. LD. 60 PSF
SPACING 24.0'
8, Yoonhwak Kim, FL PE #86367
Gable Stud Reinforcement Detail
ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or, 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Ori 140 moh Wind Soeed. 15' Mean Heloht. Partially Enclosed. Exnasure n. Kzt = 1.00
S
2x4 Brace
Gable Vertical
pacing Species Grade
No
Hrnces
(1) lx4 'L' Brace •
(1) 2x4 'L' Brace •
(2) 2x4 'L' Brace •
(1) 2x6 'L' Brace •
(2) 2x6 'L' Brace ei
Group A
Group H
Group A
Group B
Group A
Group H
Group A
Group H
Group A
Group H
rNStandard
3' 6'
6' 0'
6' 3'
7' V
7' 4'
8' 5'
8' 9'
11' 1'
11' 7'
13' 3'
13, 9'
U
S P r3'
4'
5' l'
5' 5'
6' 9'
7' 3'
8' 4'
8' 8'
10' 7'
11' 4'
13, 1'
13' 7'
H P
3' 4'
5' 0'
5' 4'
6' 9'
7' 2'
8' 4'
e' 8'
10' 6'
ill 3'
13, 1'
13' 7'
Q
d
3' 4'
4' 4'
4' 7'
5. 9'
6' 2'
7' 10'
8' 5'
9' 1'
9. 8'
12' 4'
13, 2'
CI1
3' 8'
6' V
6' 4'
7' 2'
7' 5'
8' 6'0'
10,
L1' 3'
ll' 8'
13' 4'13'11'
_J
SP3'
6'
5' 9'
6' 2'
7' 1'
7' 4'
e' 5'8'9'I1'
1'
I1' 7'
13' 3'
13' 9'
3' 5'
4' 7'
4' 10'
6' 1'
6.6'8'
2'
8'9'9'
6'
10, 2'
12, 11'(U
DFL3'
5'
4' 7'
4' 10'
6. 1'''''8'9'9'
6'
10, 2'
12, 11'
13, e'
d
3'1'4'
0'
4' 3'
5' 4'
5.9'7'
3'
7' 9'
8'5'9'0'11'
5'
12' 3'
U
4' 0'
6' 10,
7' 2'
8.1'e'
5'9'8'10,
1'
12, 9'
13' 3'
14' 0'
14' 0'
4N
SPF3'
10'
6' 2'7'
2'
8.0'8'
4'
9' 7'
9' Ill
12' 7'
13' 1'
14' 0'
14' 0'
HI IF3'
10'
6' 2'
6' 7'
8' 0'
8' 4'
9' 7'
9' I1'
12' 7'
13' 1'
14' 0'
14' 0'
O
Standard
3' 10'
5' 4'
5' 8'
7' 1'
7. 7'
9. 7'
9' ill
it, 1'
11' 11'
14' 0'
14' 0'
\
#1
4' 3'
7' 0'
7' 3'
8' 3'
e' 6'
9' 9'
10' 2'
12, 11'
13, 5'
14' 0'
74' 0'
/
S P
02
4' 0'
6' 10'
7' 2'
8. 1'
0' 5'
9' 8'
10, 1'
12' 9'
13' 3'
14' 0'
14' 0'
1,10
#3
3. 11'
5' 7'
5' 11'
7. 5'
7' 11'
9' 7'
10, 0'
IF 8'
12, 6'
14' 0'
14' 0'
al
F-
D f L
Stud
3' 11'
S' 7'
5' IL'
7' 5'
7' 11'
9' 7'
10, 0'
11' 0'
12' 6'
14' e'
14' 0'
Standard
1 3' 9'
4' 11'
5' 3'
6' 7'
7' 0'
8. 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1 / #2
4' 5'
7' 7'
7' 10'
8' U.
9' 3'
9' e'
ill I'
14' 0'
14' 0'
14' 0'
14' 0'
S P F
#3
4' 3'
7' 2'
7' 7'
8' 10'
9' 2'
10, 6'
10, 11'
13' 10'
14' 0'
14' 0'
14' 0'
u'
U
I IF
Stud
4' 3'
7' V
7' 7'
8' 10'
9. 2'
10, 6'
10' 11'
13' 10'
14' 0'
14' 0'
14' 0'
O
fl
Standard
4' 3'
6' 2'
6' 6'
8' 2'
e' 9'
10' 6'
10' 11'
12' 10'
13' 9'
14' 0'
14' 0'
X
#1
4' e'
7. 8'
7' 1L'
9' 0'
9' S'
10' 9'
I1. 2'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 5'
7'
7' 10'
8' ill
9' 3'
10, e'
Ill t'
14' 0'
14' 0'
14' 0'
14' 0'
O_j7'
#3
4' 4'
6' S'
6' 11'
8' 7'
9' 12'
10' 7'
ill 0'
13' 5'
14' C'
14' 0'
14' 0'
.--I
D F L
Stud
4' 4'
6' S'
6' 30'
8. 7'
9' 12'
10' 7'
I1' 0'
13' S'
14' 0'
14' 0'
14' 0'
Standard
4' 3'
5' 8'
1 6' 1'
7' 7'
8' 1'
10' 3'
10, 11'
11' ll'
12' 9'
14' 0'
14' 0'
Diagonal brace aptkxry
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 775#
at belch and. Mo. web
total length Is 14'.
Vertical length shown
In table above.
Connect
9M
AN OW OOMPANY
\733\RlaeMon\D&v
T\ila\3oD
\\Muyland\HeigMz.\MO\63043
Truss
px6 DF-L 02 0
better dbgona
brace) single
or double cut
Co. shown) at
upper end.
1 us
Lw L
r ce
31E+ME ��^r
IL A
TICS naaWDfa
DY1LOp6 TIC MTMLFAS
Jae. a divislm of ITV But Canw pmtz G Nc shall not lawrczponzbte for znY dsvht,an i
orawglp, any fAurc to the truss In lance with s,1SIrtP1 4 or far hu Vng, shipping.
,nation k bradag ov t.v.z.z.
weal an this draahg or cover page Uwtbq this drawkV. Y .U. atce,t of profeeG'nal
eerlr.0 rcapaax dwir for Le design •hcen The n4tab#lty and uw a this dawhp
wy .tracts h rczpansONty of taw BV bir, ]MSVjwr Per sie/TP[ 1 S 2
�•:;�0RIO;:�
'lidiIII i I►,�'
Bracing Group Species and Grades,
Group AI
S ruce-Plne-Fir Hem -Fir
kl / #2
Standard
#2 Stud
43
1 Stud
#3 S<antlartl
Dou los Flr-Larch Southern Pine••.
a3 #3
Stutl Stud
Standard Standartl
Group III
Hen -Fir
#1 5 Btr
#1
Do u las F6•-LelrcIn Southern Plnev
ql #1
p2 #2
lx4 Braces shall be SRB (Stress -Rated Board),
wwFor Ix4 So, Plne use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values mo be used vith these rode..
Gable Truss Detall Notes,
Wind Load deflection criterion Is L/240.
Provide upUft connections for 100 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4. 0' outlookers
with 2' 0' overhang. or 12' plywood overhang,
Attach 'L' braces with IOd (0.128'x3,0' fh) nails,
X For (1) 'L' braree space nods at 2' mc.
In 18' end zones and 4' mc. between zones.
3E)W., (2) 'L' braces space halls at 3' oc.
In IS- end zones and 6' me. between zones.
'L' bracing must be a Nnlmum of 90% of web
member length,
Gable Vertical Plate Sizes
Vertical Len tin 1 No S Ilce
Less than 4. 0' A,
Greater than 4' 0', but I 4%4
less than
t Refer to common truss design for
peak, splice, and heel plates.
Refer to the Bullding Designer for conditions
not addressed by this detail.
REF ASCE7-10-GAB18015
DATE 10/01/14
DRWG A18015ENC101014
TOT. LD, 60 PSF
SPACING 24.0'
Yoonhvv k Kim, FL PE #86367
'I
Relnfo
Memit
Go
Tr
- 1\, 71k
\\13723\Riverpon\Ddve
\\Suite%2W
\ \ Maryland\ HeigNe.\ MO\ 63043
Gable Detail
Fnr I Pt -In Vprtirnlc
Plate Sizes
apropriate 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..*2X8
2X42X4
Provide connections for upllft specified on the engineered truss design.
Attach each 'I' reinforcing member with
End Driven Nollst
10d Common (0.148'x 3.',min) Nails at 4' O.C. plus
(4) nails In the top and bottom chords.
Toenalled Naltsi
10d Common (0.148'x3',min) Toenolls at 4' o.c. plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detait for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 8 ASCE 7-16 Gable Detail Drawings
¢yGdg1l0818Ei@Fr,r•p
A18015ENC100118, A005ENC 00118, A20015EN0001 }
#
A11530ENC100118, A12030ENC100118, A14030ENC1��N
A18030ENC100118, A20030ENC100118, A20030EN�yA
S1I515ENC100118, S12015ENC100118, S14015EN 0118,•Al0 �
S18015ENC100118, S20015ENC100118, S20015EC10011a, S S11530ENC100118, S12030ENC100118, S140306MC1100118, S 7
S18030ENC100118, S20030ENC100118, S2003wJ118, S20030PEDIODIIS w•
•
n
• ,yy
See appropriate Alpine gable detail for maxlmlil unnieInforced-4--vertical to
10-- STATE OF
ovaRlt[T ItFwa ANa f41LV ALL IUIET nos RUV 1 r
oOwmlrAMro mwaUN sx nos m4va4 To fu r�flRAcluu nriwDs 11c DLtTM1ERi ri T�
�Fe, a Avision of ITw ttultllna Components Grow In
dlptlon'e. b' ftk�dn, of to s the truss In cp forn
..I m this 3ow1o, or cover paaw ustia this dme
werfm8 r• sdNY fm Ure dwagn sham
onY itr'rK:Me k responsblq of thw 64o1q
to
t responsible for =y deNotlrn f
/ 11, or for hanc Log, sNpp4p.
omptmv of prafes9vcl
r antl use of this snowk,
NISf/IPf 1 SL
r and siheswo ebssyjg;ysnn.ln'
=Murat .. A31Yoilbol'ek9
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -mall - Or - End -nail
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detalU.
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
Jeb Length Increase w/ 'T' Brace
'T' Relnf.
Mbr, Size
'T'
Increase
2x4
30 %
2x6
20
Examples
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height - 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP k3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307. = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Goble Vertical Length
1.30 x8'7'=11'2'
TOT. LD. 60 PSF
FAC. ANY
SPACING 24.0'
F LET -IN VERT
TE 01/02/2018
WG GBLLETIN0118
I.
Relnfc
Menl
G,
Tr
Gable Detail
Fnr I at —in \/artirnic
^cing
or
4 Nall
ble
Nails
uss
Spaced At
4' o.c.
1 Nall
Celling
AN O W COMPANY
\113)23l Riveryad\Dnve
M.fYWM Hel0lds.l MO\ 63043
uwAlalwl0.
..aa'a(TAwro fUdIInl n
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
upped plates to span the web.2. *2X8
2X42X4
rrovide connections ror upurt speanea on the engineered truss aeslgn.
Attach each 'T' reinforcing member with
End Driven Nallsi
IOd Common (OA48'x 3.',min) Nails at 4' o.c. plus
(4) nails In the top and bottom chords.
ToenaRed Nailse
10d Common (0.148'x3',m1n) Toenails at 4' o.c. plus
(4) toenails In the top and bottom chords.
This detoll 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 Gable ➢etall Drawings
Al 015ENC101014, A200 5ENC 0 014, A20015END1010 4} a4fi //%/
AII530ENCIOI014, A12030ENC101014, A14030ENC1Qj "�ff'W8 WIOCigifl��r,11
A18030ENCfOl014, A20030ENC101014, A20030ENTj1D1Ok Al0 3 0 0 I
S11515ENCI00815, S12015ENC100815, S14015ENZ 081560S1 0
S18015ENC100815, S20015ENC100815, S20015QDI008►5, 015P D 0 y 0
S11530ENC100815, S12030ENCIO0815, S1403004CIO0615, 0 ,/ 0
S18030ENC100815, S20030ENCII00815, S2003R:UW08815, S20030PED100815 0
PPff 0
See appropriate Alpine gable detail for maximZ unrRlnfarced'6Q*e'tiertica(
STATE OF
� an)wG BiCTA1FRS rtt w. �j ORIC
talUrp and braclq. Wer band F •
tbn, by TPI unl SBCN Par Wei lt . n. _
divbbn of ITV Md1no Cobp Ms Crx Inc, shall rw< be respansads iw an tleNAWn Ron
drewBq, any falure to build the twss h canfoma ce with ANSVTPI 1, w fw YgMllne. shppVq,
,0atbn b bwcYg of <wsses.
s.al m thls dro.yq am cover pope beeline tblc dr' .ha. Mcotes .'tence eP Pr of.=
Werft respMsulty salaly far the deshjr, shoes Th. zWtabll<y ertl use of tNs dvebd
any waaphwe Is the resperauuey of the "dna Oe9ywr Per ANSVTPI I Sect
far rare Infarr,atlon fee this ,loba oerwrel mate age and these web e J'I17 Yoonhwak Kim, FL PE #86367
A IND ....alpbel<..aam WI.....tpe,etorei SBCa .... easerynrm Ito ...
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -mall - Or - End -nail
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maxlnum 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 7.
2x6
1 20 7.
Example
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 30% = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8'7'=11' 2'
TOT, LD. 60 PSF
FAC, ANY
SPACING 24.0'
LET -IN VERT
10/01/14
GBLLETIN1014
Valley Detail - ASCE 7-10: 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #219, 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)KAttach 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,
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 IOd box
(0.128' x 3,0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applled at mid -length of web Is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014.
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
Installation.
Or
Purlins at 24' o.c. or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design.
mww 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'.
3X4
12
12 Max.
2X4 X4
Pitched Cut
B-0-0 Max Bottom Bottom Chore
Valley
4X4
12
12 Max. I—
X3
IX3 6-0-0
t x'1 SX4 SPL (Max Spacing) txa 2X4
20-0-0 (++)
Supporting trusses at 24' o.c. maximum spacing.
LIZ 1, O'LOPI9:i1
\\13733%Rivepotl\Onve
\\fi.ne\3oo
\ \ Ma hU nC\ Heiph6 \ MO\ 63043
na,wem\a..
ansm3�xna mmasl n
f-11 �ln .a
m
o.
SQ � •
S •
Yne, p 4Ns aP nV 10a Cmpments Gasp Inc s It rot W r.s .W. Po- am d. V— 1
Wn.Ny enr Pa. . b b d a. tru.s If <anicrnarc..IM MMIVI S, nr Por hvA , .Hpprp.
ltetbn L bra�0 eP 4us..s.
'seal m ax ara+ro P ower wa. OaIY�• wa o-aM+a. uticpMs aoc.cwc• av vaP..aaw
werinp rrNa solely Pm the h stem The a1WbGllY an0 use oP thb ba.bq
any strutC.a b ..apmailh oP th 9IJq Oe9pr.r pvr N4LIPi t S.c2
Cut
Chord
2X4 4X4
Stubbed Valley ❑ptional Hip
End Detail Joint Detail
Partial Framing
Plan
30 30 40PSF REF VALLEY DET
20 15 7PSF DATE 10/01/2014
10 10 10 PSF DRWG VAL160101014
0 0 0 PSF
60 55 57PSF
24.0'
Yoonhwak Kim, FL PE
VALLEY FRAMING & BRACING DETAIL I
R
BC
Lumber Size and Grade Minumum Reauirements
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Ktt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp 0, KLb1.0
AN ITWCOMRWY
IM UMfted em,
E CIry.WM5
-Install blocking under rafter If sleepers are not used.
-Install blocking under cripples If cripples fall between
lower truss top chords and lateral bracing is not used.
-Apply all nailing in accordance to current NICE re uireme H.
Nails are common wire nails unless no[etl otherwise. ` fl
$y/� �, •• GENE
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TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® CRIPPLE
ripples 4'-0" for 30 psf (TL)'and 20 psf (TD) Max.
:e the crippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gated between rows.
:Typ)
innection Requirement Notes
2x6 rafters to ridge 416d toe -nails
Cripple to ridge 416d toe -nails
Cripple to rafter 416d toe -nails
(") 816d face -nails
Rafter to sleeper or blocking 516d toe -nails
Rafter to two 2x6 sleepers 416d toe -nails
Sleeper to truss 416d toe -nails
Two 2x6 sleepers to truss 336d toe -nails each sleeper & truss
Ridge board to roof block 416d toe -nails
Ridge board to truss 416d toe -nails
Purge to (Typ) 3 16d toe -nails
Truss to blocking 436d 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.V) COMMON NAILS
PC
LL
20
30 40
54
TC
DL
10120
7
7
BC
DL
0
0
0
0
BC
LL
0
0
0
0
TOT.
LD.30
50
47
61
DUR. FAC. 1.
SPACING SEE
REF VALLEY FRAMING
DATE 10/01/14
DRWG VACNV1801015