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HomeMy WebLinkAboutTruss18'10"
R=11341 U=380# RL=253/ W=T
(Rigid Surface)
N
R=1109;# U=4421 W=8^
(Rigid Surface)
R-9101 U-M# W-r �.
(Rigid Sr m)
2'
�J
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Q
2'
.4
1'8"8
1'8"
12'8"
Q
9' 5"7
IN
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IN 3/4„
2 vlL2
Q
CANTILEVER BEAM
TOP C 12'-0"
BOT rein. CC 11- O"
R-11M "x ..
(15B M-)
6
,n
—97
NOTICE
Field Bracing is not the responsibility of the truss
nor , ner fabricator, truss designer, ' " late manufacturer. Persons
13 8 13 g p
erecting trusses are cautioned to seek professional
advice regarding erection bracing which is always required
to prevent toppling and dominoing during erection, and
permanent bracing which may be required in specific
applications. Trusses shall be erected and fastened in a
straight and plumb position.- When no sheathing is applied
FOR PLYWOOD SHEETING directly to the top chords, they shall be braced at 24"
max. Where no rigidceiling is applied directly to the
bottom chords, they shall be braced at 6'-0 o.c. max.
Trusses shall be handled with reasonable care' during
erection to prevent excessive damage or personal injury:
See Engineering for connections, nailing schedules, etc.
j
NOTE: Labeling trusses is a service, not a requirement.
Engineered drawings' supercede labeling of trusses. It is
the responsibility of the builder to utilize engineered
drawings when erecting trusses.
Girder truss to girder truss connections which exceed
the capacity of a standard hanger or truss to wall
connections are the responsibility of the builder.
GENERAL NOTES
1. TRUSSES SPACED 24" ON CENTER, U.O.N.
2 ALL WALL, BEAM & COLUMN MOUNTED
TRUSS HANGERSBYBUILDER
3. SOME DOWN FRAMING BY BUILDER.
4. SOME VALLEY FRAMING BY BUILDER.
5. BOT.= BOTTOM OF TRUSS FROM ELEV, 0'-0"
NOTICE: PLEASE CONTACT F.Q.T. PRIOR TO ANY
ALTERATION OF TRUSSES PROVIDED BY US.>
F.Q.T. WILL NOT BE RESPONSIBLE FOR ANY
TRUSS CUT OR ALTERED WITHOUT PRIOR
WRITTEN AUTHORIZATION
2'
2' WIND SPEED: 170 MPH TYPE: MWFRS
2' DESIGN CRITERIA: ASCE 7/10
2' CATEGORY: 2 EXPOSURE: C
ROOF LOADS FLOOR LOADS
TCLL: 21) TCLL: 40
Cp TCDL 15; TCDL: 10
BCLL: BCLL:
0
BCDL: 10 BCDL: 5
�. CC) 55 TOTAL: 55
\y ALLOWABLE L25 ALLOWABLE 1.00
'mac INCREASE INCREASE
Q
DEFLECTION 360 40 DEFLECTION 360/240
a o
ooao
DLO"IDA
QI
UALITY TRUSS
Q TEL: (954) 975-3384
FAX: (954) 978-8980
3635 PARK CENTRAL BLVD
POMPANO BEACH, FL. 33064
I
II
SHOP DFRAWING - APFF:OVAL
THIS DRAWING ! IS THE SOLE SOURCE FOR
FABRICATION OF TRUSSES AND - VOIDS ALL
PREVIOUS ARCHITECTURAL OR OTHER LAYOUTS.
APPROVAL OF THIS LAYOUT IS NECESSARY
BEFORE ANY WORK CAN BE DONE. PLEASE
VERIFY AND/OR INDICATE TRUSS PLACEMENT,
DIRECTIONS, DIMENSIONS, BEARING CONDITIONS,
PITCHES, SHAPES, OVERHANGS. CHIMNEY,
APPROVE CUPOLA CUPOLA LOADS AND C NNECTIVR
BE
^rRUSSLAYOUTONLY j SUPPLIED BY A OF R
/ 20
``A4AliHll�r,griy,�' ,�`��C ARETT T
''1.ICFjy/ yAR 016279
,p •, y 2828 N 38 TH AVE
Approved By: Date
F ? „ CUSTOMER:
' oRioa ... �� �,.�, P A U L
'��� /y ••` _:G,tc,4'�N�` BATE:. O7 O7 20 REN BY
JUL 14 = 'rrrrrp� II q�%� % — — FRANKO
UrlI,st
NA CHARETTE RES. SAIES
13' 1 "9 9�IY PORT ST. LUCIE PAGE:
ca NTY
MARTIN 1 OF 2
LOT/BIod( DWG N0.
633 SE HIDDEN. MR DRIVE 20185
FLORIDA
ram= tB54) Bs4
FAX= C954.).
'a 'oun.Ird:TKAME8A0pR�5
fi_ylc IUNTY
CONR 1 BUILOER
QUALITY TRUSS
5625 PARK CENT'RAL. B[.VP N.
POMPANO 13HACH K 88064
PH0NE :(954)9Y5 3384 t~AM95400990
S
NJ
LoT«LOCK
l V.F
M EL / ELEVATION JOB 0 1
for the trusses fisted on the attached sealed Index sheet hava6een designed
1 STATEMENT ; Icer[ify that the engineartng Code .20t7 the trusses have been designed topCo s resistance
and checked foreomplianee with the Florida Uuilding
rovisions .
to wind and forces as rewired by the failovmg p FLUoR TRUSSES
;TRUSS LOADING CODITION ROOF TRUSSES
TOP CHORD LIVE LOAD
Top CHORD DEAD LOAD
SOTTOM CHORD WE LOAD / � -
DoTfoM CHORD DEAD LOAD
Torac. LOAD CHARETT INT. ARCH
URATIoN !ACTOR ! AR 0016279
ASCE r--10 M H 828 N 38 TH AVE
WIND ANALYSIS HOLLYWOOD ,FL 3302-1
C--It I
EXPOSURE OATAGORY r
Roof HEIGHT
.ALPINE
COMPUTER PROGRAM USED FOR ESiGN : e 6gGi5! 3i.003 the pages numh�l 1 thru 22
Attched 6 a [ndwsheet submittedin accordance VA(h plonda St stu Eness by my sea(. [ Hereby !)8ditythai[te abode
are phot000ples of the original des n and approved by a and belief
information is true and correct to the best of my knoviedg
NUMAN DEMIRAL, P.E.
FL. REG. #87425
3625 PARK CENTRAL BLVD. NORTH
POMPANO BEACH, FL 33064
OPP
iq�� M1i1111/f�,
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Florida Quality Truss
Main Office:772-545-3950
Alt.Ph: - Fax:772-545-3690
�`�r�fmm�r Infnrm�finn•
Name:
Contact:
PAUL'
Fill in later
Address:
Salesman: Notes:
House Account
Designer.
FRANKO
Engineering -List
Job #: 20185
Date:
Project Information:
Name:
CHARETTE RES.
Address:
633 SE HIDDEN RIVER DRIVE
City, State, Zip:
PORT ST. LUCIE, FL 34983
Region:
` MARTIN
Loading: TC BC
LL 0 0
DL 0 0
Engineering List
Seq.
Num.
Qty
Span
Description
Truss
Slope
TC/BC
BDFT
OH - L
OH - R
CANT-L
CANT-R
STUB-L
STUB-R
Height
1
I 9
30-00-00
131
0 lbs. each
5.18 0.00
2x4 / 2x5
0.00
0.00
01-00-00
01-00-00
00-00-00
00-00-00
00-00-00
00-00-00
00-00=00
2
5
30-00-00
B2
0 lbs. each
5.18 0.00.
2X4 / 2x5
0.00
0.00
01-00-00
01-00-00
00-00-00
00-03-00
00-00-00
00-00-00
00-00-00
3
3
30-00-00
B3
o lbs. each
4.05 0.00
2X4 / 2x5
0.00
0.00
01-00-00
01-00-00
08-08-00
00-00-00
00-00-00
00-00-00
00-00-00
4
I 1
17-04-03
FGK
2 -Ply 0 lbs. each
0.00 0.00
2x5 2x6
/
0.00
0.00
00-00-00
00-00-00
00-00-00
00-00-00
00-00-00
00-00-00
00-00-00
5
1
10-10-13
FGB
2 -Ply o lbs. each
0.00 0.00
2x5 / 2x6
0.00
0.00
00-00-00
00-00-00
00-00-00
00-00-13
00-00-00
00-00-00
00-00-00
6
4
22-11-03
E1
o lbs. each
i.
0.00 0.00
2x4 / 2x5
0.00
0.00
01-00-00
01-00-00
00-00-00
00-00-00
00-00-00
00-00-00
00-00-00
7
1
22-11-03
E2
O lbs. each
0.00 0.00
2x4 / 2X5
0.00
0.00
01-00-00
01-00-00
00-08-00
00-00-00
00-00-00
00-00-00
00-00-00
8
1
22-11-03
E3
0 lbs. each
0.00 0.00
2x4 / 2x5
0.00
0.00
01-00-00
01-00-00
01-01-08
00-00-00
00-00-00
00-00-00
00-00-00
9
1
22-11-03
E4
o lbs. each
0.00 0.00
2X4 / 2x5
0.00
0.00
01-00-00
01-00-00
04-01-10
00-00-00
00-00-00
00-00-00
00-00-00
10
1
22-11-03
E5
0 lbs. each
0.00 .0.00
2x4 / 2X5
0.00
0.00
01-00-00
01-00-00
04-09-01
00-00-00
00-00-00
00-00-00
00-00-00
11 I
1
22-11-03
E6
o lbs. each
0.00 0.00
2X4 / 2X5
0.00
0.00
01-00-00
01-00-00
05-04-08
00-00-00
00-00-00
00-00-00
00-00-00
12
4
16-08-00
K1 I
0 lbs. each
3.21 0.00
2X4 / 2X5
0.00
0.00
01-00-00
01-00-00
00-00-00
00-00-00
00-00-00
00-00-00
00-00-00
13
2
16-08-00
K2
o Ibs, each
3.21 0.00
2X4 / 2X5
0.00
0.00
01-00-00
01-00-00
00-00-00
00-03-12
00-00-00
00-00-00
00-00-00
14
7
16-08-00
K3
o lbs. each
3.21 0.00
2x4 / 2X5
0.00
0.00
01-00-00
01-00-00
00-00-00
00-03-12
00-00-00
00-00-00
00-00-00
15 I
7
18-05-06
Al
0 lbs. each
4.66 0.00
2x4 / 2X5
0.00
0.00
01-00-00
01-00-00
00-00-00
00-00-00
00-00-00
00-00-00
00-00-00
Page l of 2
Engineering List
Seq.
MY
Span
Description
Truss
Slope
BUT
OH - L
CANT-L
STUB&L
Height
Num.
TC/BC
OH - R
CANT-R
STUB-R
16
1
18-05-06
A2G
4.66 0.00
0.00
01-00-00
00-10-11
00-00-00
00-00-00
2 -Ply 0 Ibs. each
2x4 / 2x4
0.00
01-00-00
00-00-00
00-00 00
17
3
18-05-06
A3
4.66 0.00
0.00
01-00-00
00-00-00
00-00-00
00-00-00
o Ibs. each
2x4 / 2x5
0.00
01-00-00
00-0-4-00
00-00-00
18
3
18-05-06
A4
4.66 0.00
0.00
01-00-00
00-00-00
00-00-00
00-00-00
o Ibs, each
2x4 / 2x5
0.00
01-00-00
00-0-4-00
00-00-00
19
3
18-05-06
A5
4.66 0.00
0.00
01-00-00
00-00-00
•00-00-00
00-00-00
0 Ibs. each
2x4 / 2x5
0.00
01-00-00
03-03-06
00-00-00
20
1
18-05-06
A6
3.99 0.00
0.00
01-00-00
00-00-00
00-00-00
00-00-00
0 Ibs. each
2x4 / 2x5
0.00
01-00-00
03-03-06
00-00-00
21
1
18-05-06
A7
2.71 0.00
0.00
01-00-00
00-00-00
00-00-00
00-00-00
0 Ibs. each
2x4 / 2x5
0.00
01-00-00
03-0.3-06
00-00-00
22
4
13-04-00
A9
3.48 0.00
0.00
01-00-00
00-00-00
00-00-00
00-00-00
0 Ibs. each
2x4 / 2x5
0.00
01-00-00
00-00-00
00-00-00
Page 2 of 2
Top chord 2x4 SP #2
Bot chord 2x4 SP SS :B1 2x4 SP #1 Dense:
Webs 2x4 SP #3 :W9 2x6 SP #2 N:
(a) Continuous lateral restraint equally spaced on member. Or 1x4 #3SRB SPF-S or better -r reinforcement. 80% length of
web member. Attached with 8d Box or Gun (0.113"4.5",min.)nails @ 6" oc.
Truss passed check for 20 psf additional bottom chord live load in areas with 42%high x 24"-wide clearance.
Bottom chord checked for 10.00 psf non -concurrent live load.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[24] W3X5 2.75 R 1.25
[28] W1.5X4 S 2.25
[29] W3X5 1.25 R 3.00
P . 5'2"2
5'4"2 i 65,11
30,
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
170 mph wind, 24.49 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
(b) Continuous lateral restraint equally spaced on member. Or 2x4 #3 or better "T' reinforcement. 80% length of web
member. Attached with 16d Box or Gun (0.135"x3.5",min.)nails @ 6" oc.
Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00.
5'6"12 1 577 + 2'913— 1
0.98 12
1.97 12
m3X5(R)[291
R=1778# U=926# RL=498# W=8" R=1783# U=1041# W=8"
(Rigid Surface) _ (Rigid Surface)
LEFT RAKE = 1'1 "1
PLT. TYP: WAVE
DESIGN CRn=FSC2017REWPI-2014
"WARNIN01•• RE
1
•'IMPORTANT'• FURNISI
Trusxs requtre exlr scare in fahrkaftV
fog- the Wast ed5m.f BCSI(B m9 Ca
piortnpadamtrg these furiaiona.
FLOPLIDA
rPf�yq�r
QUALITY IRUS
"hmaMPedyaRauasidgidadag. L
shall have iaersg GuteAM per SCSI section
Of
R.f. end .op1nes-harm a.I dpt m
Karma drawing-1SOA.Z for etap1 pWa
RW Budding Care a buss Group Irc. shs0
arb.*V to ft ld the tnua Lromfamancer
6 Assal�4nifta* Mrp—
TEL: (954) 975-3384
FAX: (954) 978-8980
• Vh-tngnapaWb0yad-ykrV dnq
.16M PARK Ckh-MALBLVD.
for MY ahuctua is on nap MN4 al"B
POMPANO BEACH, FL 33064
F.—Inf.
IiWBDG.v A b Assn;"
1(0) QTY= 9 TOTAL= 9 REV. 17.02.02C.0211.17
LOW ALL NOTES ON THIS DRAWIN01
NO TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
TC LL 20.Opsf
ir.tallinbPPCA) e�"
y�°H
hegaPmd
TC DL 15.Opsf
wc
MWerald"f
BC DL 10.Opsf
Wcablee. aschface
Jess noled athe ise.
SC LL 10.0psf
or yae�mnrremw-aa"ng,
TOT.LD. 55.0 sf
P
AANNSVTPI II S..2
DUR.FAC. 1.25
°C'-a�aanCJ� fV
—
-SPACING-24:0"
SEQ = 321376
SCALE=0.2500
REF
DATE 07-14-2020.
DRWG
O/A LEN. 30
JOB #: 20185
TYPE MONO
v.tc f u<
Top chord 2x4 SP #2
Bot chord 2x4 SP SS :B1 2x4 SP #1 Dense:
Webs 2x4 SP #3 :W9 2x6 SP #2 N:
(b) Continuous lateral restraint equally spaced on member. Or 1x4 #3SRB SPF-S or better "T" reinforcement. 80 % length of
web member. Attached with 8d Box or Gun (0. 1 13"x2.5",min.)nails @ 6" oc.
Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance.
Bottom chord checked for 10.00 psf non -concurrent live load.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[241 W3X5 2.75 R 1.25
[29] W3X5 1.25 R 3.00
THIS U1NG. PREPAREU BY I lit ALPINt JUtd UtSIGNER PRUGRAM FROM TRUSS WITS LAYOUT
170 mph wind, 24.49 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member design. n
Right end vertical not exposed to wind pressure. / --
(a) Continuous lateral restraint equally spaced on member. Or 2x4 #3 or better "T' reinforcement. 80% length of web
member. Attached with 16d Box or Gun (0.135"x3.5",min.)nails @ 6" oc.
Deflection meets U360 live and U240 total load. Creep increase factor for dead load Is 2.00.
Provide hanger or special connection at right end of truss for 1788 Ibs.
f 52"2 V4"2 + &5"11 + 66"12 VT 7 2'6"13 --�{
0.98 12
v
29'9"
R=1767# U=920# RL=498# W=8"
(Rigid Surface)
LEFT RAKE = 111
1.97 0
R=1788# U=1047#
r: m
i�
SEQ = 321384
PLT. TYP.-WAVE DESIGN CRIT=F8C2017RESYTPI-2114Fr1RT=20%(0%)11(0) QTY= 5 TOTAL= 5 REV. 17.02.02C.0211.17 SCALE=0.2500
••WARNINGI•• READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS,
TC LL 20.Opsf
REF
�„t?'•,�'®T` �� ��._�'(-.y7��`"�
Y'LVJL�J.V�
QUALITY TRUSS
Triases regime mmema wafnfatrFa&p, haad<v9.PM0,9oM beern,g. Refata erd
fouawthelateste6gonofSCSI(BLn1dVCanpa+•mSafetrw�ua,,byTPIandWTCA)fasafmr
P. pert e—� the these fundstoll ve l�ta• w P—• ter"aarY braem per BCSI.
� I.
sha0 havee properly amrhed rigid ceft.lncaP Ohms shv far perr—era Lateral rrestrai"t olwebs
ana na•a.aaaplmacaaper SCSI seal�B3.B7a1310.asappr�. Ap*plates toeach face
afmrs9andpos brasslawnana"s"wthe Jawoelaas,adessneedotherwise.
Re<alaaa«op,I zfaamrmarapwaPasaana.
rrw BL"M Canpae ds Grasp tK, shall rat be responsible for any deviation frorr Bib d-ft,
my faarae to Inad me balsa h mrdamarcewith ANStrrPI 1, a for hardiN, shipping, hntal Lion
shracbvc4arnses.
Aawlm WadmMngamva pogo YgNp Od•drrw7rp, hdlatn aaaphna ofpmfaalaW
'"g�•d^G�aPma�laddYraMadatpnallvvn 7haaaHa6rtyandwalWadravAre
�a"Yu^ oar.rM..PanmoeyorB.eaemgw.ywp.raNsurPlts.c2
For r"'ewarnar-seeftoe'"ge-al"aespage aMthese websba'
nWBCG:w Awxg—,TPI:www pmuag,wrcn—swrmastry.san:ICC:—Ioesafe.ag
\
TC DL 15.0psf
BC DL 10.Opsf
BC LL 10.Opsf
TOT.LD. 55.Opsf
DATE 07-14-2020
DRWG
O/A LEN. 30
TEL. (954) 975-3384
FAX: (954) 978-8980
3WIPARl CEN-rn LDIM).
PObiPA1VOHEACH s. FL
DUR.FAC. 1.25
JOB #: 20185
SPACING 24.0"
TYPE MONO
JVu. tGV Ioul r DJ
Top chord 2x4 SP #2
Bot chord 2x4 SP SS
Webs 2x4 SP #3 :W1, W9 2x6 SP #2 N:
End verticals not exposed to wind pressure.
Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance
Deflection meets L/360 live and U240 total load. Creep increase factor for dead load is 2.00.
4.0
R=1287# U=699# RL=270# W=8"
(Rigid Surface)
LEFT RAKE = 117
PLT. TYP: WAVE
FLOP)DA
QUALITYTRUSS
TEL: (954) 975-3384
FAX: (954) 978-8980
3W PARK CEN-ML BLVD.
POMPANO BEACH, FL 33064
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
170 mph wind, 26.25 ft mean hgt. ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member design.
(a) Continuous lateral restraint equally spaced on member.
Bottom chord checked for 10.00 psf non -concurrent live load.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[4] W3X5 S 3.00
[21] W1.5X4 S 2.25
[22] W3X5 S 3.00
56"12 + 57"7 2'9"13
0.98 12
1.97 12
DESIGN CRIT=FBC2017RESRPI.2014 FT/RT-2%(0%)11(0) QTY= 3 TOTAL= 3
W
�Po^�'iOl whNtorOn dulgn dlve+L T..hb0yuM—.ftI"dmft
t-Is0r1•spa aayof0r B.mv N.s wpwANsvrpii Sr..2.
Fa asxe mfmma60n sca 9 isW- general Idea page and These web ales:
rf WBCG: wnwYwbcy.cvn: TPI: wxx.lp'eutag; WTCA: wiwtbudustry.cmG ICC:wrx
1
1
R=1297# U=833# W=8"
(Rigid Surface)
SEQ = 321379
REV. 17.02.02C.0211.17 SCALE=0.2500
TC ILL 20,Opsf
TC DL 15.Opsf
BC DL 10.Opsf
BC LL 10.Opsf
TOT.LD. 55.Opsf
REF
DATE 07-14-2020
DRWG
O/A LEN. 30
DURYAC. 1.25
JOB #: 20185
SPACING 24.0"
TYPE MONO
i • r
vv.tc.v lvv/ y r%3r%
Top chord 2x4 SP #2
Bot chord 2x6 SP #2 N
Webs 2x4 SP #3 :W1 2x6 SP #2 N::W2 2x4 SP #2:
Special loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25)
TC: From 35 pif at 0.00 to 35 pif at 17.35
BC: From 20 pif at 0.46 to 20 plf at 17.35
BC: 996.52 lb Conc. Load at 1.58, 3.5B, 4.62, 6.62
8.62,10.62,12.62,14.62.16.62
End verticals not exposed to wind pressure.
Truss must be installed as shown with top chord up.
The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing.
1
1
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
2 Complete Trusses Required
Nail Schedule:0.128"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 2 Rows @ 6.00" o.c. (Each Row)
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
170 mph wind, 26.92 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II,
EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS.
Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[1] W3X6 1.75 R 1.50
[ 4] W4X5 1.50 R 2.00
[19] W4X5 2.25 R 1.75
[20] W4X5 1.75 R 1.25
n113jill =471b -3X4 101.5X4 a5X6
-W e4X5 11105 R 2C
W2
W1
1\=11\Vl
VI
V
VXB 104X5(R)[4] =4X5 im8X8 m;V4 ' 4X5 N4X5(R)[19] -4X5
L
1T43
N1
I-- re•1s �- z' --- TOT-}-- -- z ---- 2 ---}-- z --- 2 --f -- 2' --#� 2 --j e•1�I
f797f l397 897/ 997 0471 897 B97/ 8W 847/
R=487D# U=2979# W=8• R=5044# U=3080# W=8"
(Rigid Surface)
{Rigid Surface)
PLT. TYP.-WAVE
.� • "ems~ � �""�„
FLOR A
QUALITY TRUSS
TEL" (954) 975-3384
- FAX: (954) 978-8980
,W PART: CF -ri pt.VD.
PONWANO BEACH, FL 33064
DESIGN CRR=FBC7017RE5RPF4014FT/RT=M%(O%YI(0) QTY= 1 PLIES= 2 TOTAL= 2
••WARNINGI•• READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS,
'roam regame mdrena ran llatrimtihg, haM6rg. di4Wb9.6anPahg and bredng. Rdertoend
She tata-A ed6on Of BCSI (BWda 3 Componerd Safety Wwration, by Tor and wrCA) for safely .
ebcaa ON to Puto-Ig these f - bo-. lafe m shar provide temporary bradrtg Per BCSI.
M bed olhmrse, rap chord ehen have pepedy adzded Wuchual sheaih@q and bcaan dived
dhmapopadyatntlndrigaceMm. Location slpwrlforpei-em nlenlmshaintefwela
7 have brackg Intellect per BCSI sections B3, B7 or BID, as applicable. Appiy.pnne n each fee
f md-I ISOMZ�ata�Mard W Post Dears, hmtess ihded olMmsse.
}faRmtto9G�the Inmmmra vidhAANSIrte �Pli.wf.r haWirg,ionlrom uio dren4g.
nfmg dlaaes. 'rag. shpNrg.IslaOaBon
A 6W on this dm,4p crob a page getlg this dmdng, kWWa eoceptuha dpmbubrW
mY tAlmpornwmMnay 4dtm BWftsl.TMeu;wANS TPII mZ dnvAnp
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Forngro kdamation sea Ihh jhb'a yenenl notes page erd 0reseweb odes:
nWBCG.ww,v.Hwbei; oorn; TPl: wv #bAffg; WrCA wvvwabdndhatry. ;ICC:w JKade.org
REV. 17.02.02C.0211.17
TC LL
20.Opsf
TC DL
15.Opsf
BC DL
_10.0psf
BC LL
10.Opsf
TOT.LD.
55.Opsf
DUR.FAC.
1.25
SPACING
24.0"
SEQ'= 321371
SCALE=0.3750
REF
DATE 07-14-2020
DRWG
O/A LEN. 170403
JOB #: 20185
TYPE MONO
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
7U:(LV tOA) i rutd
Top chard 2x4 SP #2
Bot chord 2x6 SP #2 N
Webs 2x4 SP #3 :W7 2x6 SP #2 N:
Special loads,
—(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25)
TC: From 70 plf at 0.00 to 70 pif at 10.84
BC: From 40 plf at 0.00 to 40 plf at 10.84
BC: 1788.00 lb Cone. Load at 2.00, 4.00. 6.00, 7.00
9.00
170 mph wind, 27.80 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member design.
End verticals not exposed to wind pressure.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets U360 five and U240 total load. Creep increase factor for dead load is 2.00.
Truss must be installed as shown with top chord up.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[ 0] W4X8 S 1.50
[ 11 W3X6 S 4.75
[ 51 W4X8 . S 2.50
[ 81 W4X8 S 1.50
[ 9] W3X6 S 4.75
111 X8 R 0
0
m
iLl
' m
i
2 Complete Trusses Required
Nail Schedule:0.128"x3", min. nails
Top Chord: 1 Row @12.00",o.c.
Bot Chord: 2 Rows @ 3.50" D.C. (Each Row)
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing
1114X8 R 8I
W1
119— 1114X10(R) 94X6[5) 1114X10(R)
g X6[1) to in" 1113X�
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s)
17M 77 i t76ee iT j 178a#
R=4916# U=3133# W=6"9 R=5216# U=3324# W=91
(Rigid Surface) (Rigid Surface)
SEQ = 321425
PLT. TYP: WAVE DESIGNCRIT=FBC20I7RESITPI-2D14FF/Rr=2VW )11(0) QTY= 1 PLIES= 2 TOTAL= 2 REV. 17.02.02C.0211.17 SCALE=0.2500
-WARNING[** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
TC LL 20.Opsf
REF
J I
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BC DL 10.Opsf
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QUATATY TRUSS
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bmeLV of o
BC LL 10.Opsf
TOT.LD. 55.Opsf
TEL:
O/A LEN. 101013
(954)
FAX: (954) 978-8980
xaspnaeeen-nlacSUM.
amWMdddw4p mapgeg,aaphnn apMusms
Th.eA b2y.ddmaftt"d.rft
ftrmy9--hnetmmw.RityoftmBt fto.*wwANslrrPlts.a2
DUR.FAC. 1.25
JOB #: 20185
PONIVANOBEACH, FL33064
Fm—Id—tim°°tH.W,gma,WW.pprd'he° .bSiteA
nWBCG:v Awbcg.cm5 TPtw jpffi tM: WrCA www.sb*wusby.w ICC: wwvluaafe.mg
SPACING 24.0"
TYPE FLAT
—I, . I —1 1 c I
Top chord 2x4 SP #2
Bat chord 2x4 SP #1 Dense
Webs 2x4 SP #3 :W1 2x6 SP #2 N:
Left'end vertical not exposed to wind pressure.
Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
170 mph wind, 22.69 ft mean hgt. ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member design.
Bottom chord checked for 10.00 psf non -concurrent live load.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[ 41 W3X5 S 3.00
[8] W3X8 2.75 L 1.25
2-1"5 `}' 4'2"90.s7 �{ 476 '{' 4'2"l 4'1"l1 -1 4'1"3
0
0 1.14
0 1.71
W3X9(H)[4)
22'11"3
R=1310# U=726# RL=210# W=8"
(Rigid Surface)
R=1367# U=711# W=8"
(Rigid Surface)
T
P
T14
RIGHT RAKE = 1'0"5
SEQ = 321392
PLT. TYP: WAVE DESIGN CRR=FBC2017RESMPI-2014FURT�A%(0%yt(0) QTY= 4 TOTAL= 4 REV. 17.02.02C.0211.17 SCALE=0.2500
••WARNINGI•• READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS,
TC LL 20.Opsf_
REF
� I
Twaea rrquue eamme car iofabrkateig.harrdm',Wipft.hsta&gend�g. Referroand
folowtherarest eddion of BCSI M MCanponent Seftly Irdmnatiml, by TPI and WTCA) faeafery
TC DL 15.Opsf
DATE 07-14-2020
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BC DL 10.Opsf
QUALITY TRUSS
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pwiW.
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ITW=togildthe NsCarpnnshagrld torespowbb for anydeviagmfrom Gasdroning.
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ln—
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BC LL 10.Opsf
TOT.LD. 55.Opsf
O/ALEN. 221103
TFL: (954) 975-3384
FAX: (954) 978-8980
xasennscerrnA�n�.n./tin.pwwmmydlh.Buum.gD..g..p.rANsurPlts.ga
Th..w.hlgy.M—df *.Ing
DUR.FAC. 1.25
JOB #:20185
POMPANO BEACH, FL 330fi4
For mere infmwfnn see IhujWs general notes page and the -web sites:
frnBCG.www.arbag.can,TPI:—tpmawg;WTCA-'—ab�,aw.aan:loo:—I..araag
SPACING 24.0"
TYPE MONO
r ..
JUU.kZU 100) / CL
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #2
Bot chord 2x4 SP SS :B2 2x4 SP #1 Dense:
Webs 2x4 SP #3 :W1 2x6 SP #2 N:
Left end vertical not exposed to wind pressure.
Bottom chord checked for 10.00 psf non -concurrent live load
170 mph wind, 22.69 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.16
Wind loads and reactions based on MWFRS with additional C&C member design.
Left cantilever is exposed to wind
Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00.
2-0-9 -}- 12 479 h 4'2'64'2'1 4'1'11 —r— a "3 �{
0.57 12
0 1.14
a 1.71
22'3"3
1'0"12
22'107 -
R=1367# U=784# RL=210# W=8"
(Rigid Surface)
1'
R=1314# U=680# W=8"
(Rigid Surface)
RIGHT RAKE = 1'0"5
SEQ = 321406
PLT. TYP-WAVE DESIGN CRIT-FBC2017RES"1-2014FTIRT=A%(D%yt(C) QTY= 1 TOTAL= 1 REV. 17.02.02C.0211.17 SCALE=0.2500
-WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS,
TC LL 20.Opsf
REF
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DATE 07-14-2020
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arty fW=b bald IMhw In cordenn with ANSVrPI 1, or for Iw�o1g. eloppbg, installation
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BC LL 10.0psf
TOT.LD. 55.0 sf
P
O/A LEN. 221103
TfL:(954)975-3384
DUR.FAC. 1.25
JOB#: 20185 -
FAX: (954) 978-8980
MM PARK CEN-MAL 111.".
`ngb..dro..ao.mrey.d.Iyrorg.dwgnshomnest&hWmdm ditdr.wmo
for ury.tluaw YtM tapwum4lyottM BWWry oulpiu pvANSIRPIt Seat.
PONWANO BEACH, FL 33064
vBCG:wFuawbog .co K TPI: wa Out.0 g°wVTCA: to w1,ciredasby—;wIOmG:sdesw:
.-ae.g
SPACING 24.0
ITYPE MONO
r
JUU. tLU 10U/ / CJ
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #2
Rot chord 2x4 SP #1 Dense
Webs 2x4 SP #3 :Wt 2x6 SP #2 N:
:W2, W4 2x4 SP #1 Dense:
Left end vertical not exposed to wind pressure.
Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00
PLT. TYP: WAVE
170 mph wind, 22.69 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member design.
Left cantilever is exposed to wind
Bottom chord checked for 10.00 psf non -concurrent live load.
�-- 2-0"9 + 412"9 476 + 4711 + 41"11 4'1 °3
0 0.57 12
1.14
0 1.71
1'0-12
HL =Y 22'107 i 1
R=847# U=561# RL=210# W=8" R=1223# U=632# W=8°
(Rigid Surface) (Rigid Surface)
R=813# U=315# W=8°
(Rigid Surface)
]FLOR1DA
QUALITY TRUSS
TEL: (954) 975-3394
FAX: (954) 978-8980
3635 PART: M—MAL BLVD.
POMPANO BEACH, FL 33064
DESIGN CRR=FBC2017RESlTPI-2014 Fr/RT--M%(G%y 1(0)
QTY= 1 TOTAL= 1
MNGI
DING THE INSTALLERS.
9xrB's rgd cEtlmg. Inaag gt Tor Permanent Were)tesbmWcf Mobs
ng 4otered per BCSI sed'ons BT, B7 or B10, es app3cable. Apply plates to eadn fare
Abe as sllosn above a dan 1heJand Details, wiles riled dMMi- .
A 1 WA-2 far standard pitch position.
:anpmedaGmip4w steal nd be respa-N. for eery deviation 1. win thm drag.
an Id 0ta terns in wdmnarKewdhANSVfPI 1, or for hdling, dipping, bnatalation
his drawing or Cover PP hft ft dmrAng. htAatw —PW-dprd—W W
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s Is tM rseponsbMy dDm BuMm Dedplwp&rANSVTPl1 Ssa2
Fv—b —Ib n sae MiWs geroral rotes page end these web sLn:
rTWBCG: wvw.iebcg.asq TPL•MMw.tpinstarg; WTCII Mxw.sbehdrntry.eon; ICC: Mwn.:x+efnog
RIGHT RAKE = 1'0"5
SEQ = 321410
REV. 17.02.02C.0211.17 SCALE=0.2500
TC LL
TC DL
BC DL
BC LL
TOT.LD.
20.Opsf
15.Opsf
10.Opsf
10.Opsf
55.Opsf
REF
DATE 07-14-2020
DRWG
O/A LEN. 221103
DUR.FAC.
1.25
JOB #: 20185
SPACING
24z,
TYPE MONO
JVV.LGV IOU) y CY
Top chord 2x4 SP #2
Bot chord 2x4 SP #1 Dense
. Webs 2x4 SP #3 :W1 2x6 SP #2 N:
Left end vertical not exposed to wind pressure.
Bottom chord checked for 10.00 psf non -concurrent live load.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[ 81 W3X5 S 1.75
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
170 mph wind, 22.69 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TIC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/_)=0.18
Wind loads and reactions based on MWFRS with additional C&C member design.
Left cantilever is exposed to wind
Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00. L)
{�-2'0'9 4'2"9 1 476 { 4'2.1 + 41"11 } 4'1'3—�}
a 0.57
0 1.14
0 1.71
--4'0"14 — {
18'9"9
121 22'107 1,
R=1616# U=10619 RL=2109 W=8' R=11629 U=549# W=8"
(Rigid Surface)
(Rigid Surface)
RIGHT RAKE = 1'0"5
SEQ = 321415
PLT.TYP.-WAVE DESIGN CRIT=FBC2017RESrrPF20I4FTIRT-O%(D%y1(B) QTY= 1 TOTAL= 1 REV. 17.02.02C.0211.17 SCALE=0.2500
"WARNINGI-READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
TC LL 20.Opsf
REF
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TC DL 15.0 Sf
P
DATE 07-14-2020
DRWG
I jj �(�
^�`' A
1W have a prapedy shaded rigidm5rg. L.ocad�Shea°f>pm, mttalemlmwa:imvee°
abet have 6rem,gklddW per SCSI sectime B3. B7m010, m appNrable. Apply plate° to each face
BC DL 10.Opsf
QUALITY TRUSS
"'r— dposta asalwmebmand mMeJoWDeladv,wimndW t-Mm.
RdWdrew'vg.I-Zfmd-dadp61epo.b—.
rrw ewemg cm,per,e ere Gru,p Ir=..nag not be rosp—Ne Ix my dat aem from "drawing,
amyfalumtoobuildthehum In adpnnarceedh ANSVTPI 1. m tar hmanV, shopbg,:utaDation
BC LL 10.Opsf
TOT.LD. 55.Opsf
221103
TL+I.:(954)975-3384
Awlmthhdmx4pa°°wp.NaAaWptllhdm1hp,bdlnMwppturwdpmhWond
O/A LEN. ,
FAX: (954) 978-8980
" 3635PARK Ce,rRALRLVD.
anNlnaaft-P.Wb1kyW*f°rd.d.*nWl Th—bbolymcl mdMd.*q
I DUR.FAC. 1.25
JOB#:20.185
PONWANOBEACH, FL33064
I7WBCG:w AwF«ww
bcg-m TPI:#rAarg; WTCA:vmasbvdudry.-n; ICC: vm Jxsde.orN
SPACING 24.0"
�pE MONO
)DUL1165) / Lb
Top chord 2x4 SP #2
Bot chord 2x4 SP #1 Dense
Webs 2x4 SP #3 :W1 2x6 SP #2 N:
Left end vertical not exposed to wind pressure.
Bottom chord checked for 10.00 psf non -concurrent live load.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
181 W3X5 S 1.75
191 W3X4 2.25 R 1.25
W
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
170 mph wind, 22.69 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member design.
Left cantilever is exposed to wind
Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00. •
0
z0.9 12 42.9 476 471 4'1"11-- —4'1"3 �{
zz:1 0.57 12
0 1.14
a 1.71
=jxt'ttst
R=1673# U=1121# RL=210# W=8"
(Rigid Surface)
22'10"7
1&2"2
t 1' t
R=1057# U=521# W=8"
(Rigid Surface)
T
TO
r,a
RIGHT RAKE = 1'0"5
PLT. TYP: WAVE DESIGN ORrr=cecmnResrrP zm<I uRr-20wc0wu+c0l SEQ = 321419
QTY= 1 TOTAL= 1 REV. 17.02.02C.0211.17 SCALE=0.2500
"WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS,'
TC LL 20.Opsf
REF
Tr,asea ngwe amarw are m/abiwig, handfvq.slgp'v,g. intarMandhoeM. Refertoand
rao�n�r�,ad� r>had sha
Porto perlammgBuse"hay.
TC DL 15.Opsf
+°""''�"'��7�..
Unlm wy yW *VWBCSI.
Uallh—nless noted dhawLse. top Ropedyabd*dw{detamporuy Waand Worn
DATE 07-14-2020
DRWG
L'LORMA
°W('�'eBhamg yettadred BCSiseg I.oB3,07 BIO.m pp5c rdlateral *pWemlMveh
attachdiadaharM. Lo abode lwen.Mr pennaaleMathalrandhoalwabs
esbeach race
tr—endand
BC DL 10.0psf
QUALITY TRUSS
pn�.-"'—.1— and on the Jed Ddah unees nold ol)-ws�e.
Rtlertodraw sa,saA-Zforstm=platepoeaions.
RNI BuMme Con pone is Group Ina. aW not he responsatie for my dmiation from This d avMg.
any faa� torvoft ldthe NasboademwrsWhANSU(Plt,otrertarrdlvq,et�pog,h¢Uaatla,
sl�A-Wonn.ae'
Aa"ImWsdmdngamrrgge6Wgtldsdtndtp,hrmutsaaaoaptettwdpMwktul
BC LL 10.Opsf
TOT.LD. 55.0 Sf
p
TEL:(954)975�384
O/A LEN. 221103
FAX: (954) 978-8980
' 363SPARK CIfh7BALBLVD.
lh.we,mayedmolMdrKAV
for my bwhnddo responsbUyofftOddIrgD"4naIwANSIRPI,Sae3.
DUR.FAC. 1.25
JOB #:20185
YObWYANO BEACH, FL 33064
For n am e hdaallon see g )Ws general notes page and these vsh saes:
ITWBCG: raw(xg.eam;TPcv""".'pm°.°g.WTCk- bordestrycorn; lec—merl=saleag
SPACING 24.0"
TYPE MONO
LV
Top chord 2x4 SP #2
Bot chord 2x4 SP #1 Dense
Webs 2x4 SP #3 :W1 2x6 SP #2 N:
Left end vertical not exposed to wind pressure.
Bottom chord checked for 10.00 psf non -concurrent live load.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
(2] W1.5X4 S 2.25
PLT. TYP: WAVE
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
170 mph wind: 22.69 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional CSC member design.
Left cantilever is exposed to wind
Deflection meets U360 live and L/240 total load. Creep increase factor for dead load is 2.00.
2-0-9 4'02"9 -- W76 �— 4'2"l + 4'1"11 �{ NV3
0.57 —
1.14
a 1.71
=3X4
5'3"12 } 1T6"11
I0"121 22'10"7 1'
R=1734# U=1184# RL=-210# W=8" R=1011# U=498# W=8"
(Rigid Surface) (Rigid Surface)
FLORMA
QUALITY TRUSS
t
TEL: (954) 975-3384
FAX: (954) 978-8980
" :WIS PARRCEsi MAL BLVD.
PObfPANO MEACH, FL 33064
DESIGN CRIT=FBC20t7RESrrPI.2014
QTY= 1 TOTAL= 1 .
NINGI
IDINO THE INSTALLERS,
mup Iro. ehal-not ber WZN8 fin any dermuon Gam Otis&"&V
—femmn:e.1h ANSUfP11, o for haMag, W*pbV, Wla bon
lyfrffl.delanaM n TMsuhbA9y.ndu"of0ti.dmi-q
.m&yolth.BumpD-avn p.rANSVrPl16w2
Fw—k.f—d- soe 0iujob'a g.-W rot" page.td pee web.bn:
YAwbcg.aan: TPI:~ tpbal.a0: WTCAwrwA—dustry.e :ICC: xw I. fe.mg
RIGHT RAKE = 1'0"5
SEQ = 321422
REV. 17.02.02C.0211.17 SCALE=0.2500
TC LL
TC DL
BC DL
BC LL
TOT.LD.
20.Opsf
15.0psf
10.0psf
10.Opsf
55.Opsf
REF
DATE 07-14-2020
DRWG
O/A LEN. 221103
DUR.FAC.
1.25
JOB #: 20185
SPACING
24.0"
TYPE MONO
VVV.\GV IOU/ 1 r%1
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1, W9 2x6 SP #2 N:
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00.
I- 379 1. 3'8"4
�-1'---�
R=995# U=531# RL=184# W=8"
(Rigid Surface)
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
170 mph wind, 23.92 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member design. ell
Right end vertical not exposed to wind pressure.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[21] W1.5X4 S 2.25
[23] W3X5 S 3.00
0.79 12
1.58 v
1' —+{
R=990# U=594# W=8"
(Rigid Surface)
LEFT RAKE = 1'1 "3
SEQ = 321343
PLT. TYP: WAVE DESIGN CRR=FBC2017RESMI-7014 FTIRT-20*0 )f I(0) QTY= 4 TOTAL= 4 REV. 17.02.02C.0211.17 SCALE=0.3750
"WARNING]" READ AND FOLLOW ALL NOTES ON THIS DRAWING]
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING. THE INSTALLERS,
TIC LL 20.Opsf
REF
�+
TMaes require adn -o ears in fahrimfm0, hardlrg, a 0pl g, bwta0ng and bracing. Rotor to and
folow0e Wed Mahn of BCS1(B"M CoM-4 SoGly hdonwtioq by TPl end wrCA) fa®fety .
15.Opsf
xadvsprior topeIlartmgtheserincfi .InstiletcdWprnidetenpararybaebgperBCSL
Unksa rolM dhmv[sa, lop drad elan haw properly anarhM abud-A sheathing and bottom dwd
alai law aprgieedyanadxdrigidaimg. LocoWm t fmpnmenaalalerWre*aWafweba
Mal law hraeing kml per BCSI eediaa B3. B7 or B4O, as applic9le. Apply plates to ewh reoe
TCDL
BC DL 10.Opsf
DATE 07-14-2020
T�•s ,tea
FLORMA
DRWG
QUA-LITY'ITRUSS
.of todmsings .0 forNbm plate 11A o
Refertsandpwao,asahawabawema p-1j.Joint xa3a. -less MedaOrcnwa.
nw Buadag C4npareNs Gm Inn. Nat not be responsible for any d—fio nfrom Iles drawug.
6 Mfaib ofhrasea. tn—wlnomfamarcaw3h ANSUTPI1.afah-,rg.Mippog.bulal b.
Awl mthb draaAngamwr pga latlrg tNa dnwhg, tndlata.capr naapmfwlata
BC LL 10.Opsf
TOT.LD. 55.Opsf
O/A LEN. 160800
TEL: (954) 975-3384
DUR.FAC. 1.25
JOB #: 20185
FAX: (954) 979-8980
363SrARACII M%LBLvn.
armbwtrgm&p &X1yaddyfaBrdrgn9w Thvjhbmyudu ditdmAV
fhrmyabcbmi tMmp n.Uydm.BlamngouVwpuANSUTPllsaps
POMFANOBEACH FL33064
f
Fmm inf"ra'i°"aaal'is age'ardrwteapmeandthmmbaaea:
IrWBCG: wxw3wRgmn; TPl:—Jphslag: wTCA wuw. badusby... ICC:ws Je-oleorg
SPACING 24.0"
.
�ypE MONO
JOD:(ZUl 00) / r%Z
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP 92
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1, W9 2x6 SP #2 N:
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00
170 mph wind, 23.92 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[231 W3X5 S 3.00
Provide hanger or special connection at right end of truss for 997 Ibs
379 0.79 12
3'8"4 3'8"11 1'6"13—�.
1.58 12
R=980# U=522# RL=184# W=9"
(Rigid Surface)
LEFT RAKE = 1'1"3
PLT. TYP: WAVE
FLORIDA
QUALITY TRUSS
TEL: (954) 975-3394
FAX: (954) 97&8980
X3S PABKCTh-ML BLVD.
POMPANO BEACH, FL 33064
DESIGN CRIT-FBC2D17RESfrPI.2014
QTY= 2 TOTAL= 2
MNGI
IDINO THE INSTALLERS,
ng aomgeg PP+tlG61 aCCeeln &l, 67>91g, es appgoabb. APPIY Pietea to eaeh face
Llm as shoes above and an ma Jobd Dd h. unless Idea otherwise.
ga 160A Z f—u lard plate peed —.
Comp — this drd*�V,
as sbIn �anftearce"wa ANSUbe TPp I1 wfm ha d5n any b"ste*g. knnWabon
�dr.wirlpxmvarpapa germ tlds araxtrm.Irdlalas aepsparnadpnfaskrW
P�a ft msoNylgr ddsslgn MD.TMs WANandusedthh dnwfrq
� h tlr napau� dMa BuOdUq Dwmea puANSIRPI 16.2
Fa more infer maws Iliolob'e general notes page end grew web odes:
nwSCG..—A-bm—c TPI: rxnvtp4ot.mg; MCA.,—.bdrd,aby—:ICC: www.iasafe.ag
1-3"12
R=997# U=608#
REV. 17.02.02C.0211.17
SEQ = 321348
SCALE=0.3750
TC LL
TC DL
BC DL
BC LL
TOT.LD.
20.Opsf
15.0psf
10.0psf
10.Opsf
55.Opsf
REF
DATE 07-14-2020
DRWG
O/A LEN. 160800
DUR.FAC.
1.25
JOB #: 20185
SPACING
24.0"
TYPE MONO
J UU: LUIoc)) y ma
Top chord 2x4 SP #2
Bol chord 2x4 SP #2
Webs 2x4 SP #3 :W1, W3, W10 2x6 SP #2 N:
170 mph wind, 23.92It mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/_)=0.18
Bottom chord checked for 10.00 psf non -concurrent live load.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[ 4] W3X5 S 3.00
[33] W3X5 S 3.00
E 37"9
3'8"4 F' 3'8"11
1.58 12
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
All plates are 4X5(R) except as noted.
(-) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning
requirements. of
Wind loads and reactions based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00.
Provide hanger or special connection at right end of truss for 997 lbs.
0.79 12
�1r7" ii 1T4"_
1i
1 ._..I
�,... 174
1-3.12
R=980# U=522#
RL=184# W=a"
R=997# U=60B#
(Rigid Surface)
LEFT RAKE = 1'1 "3
PLT. TYP: WAVE
DESIGN CRIT-FBC2017RESrrPI-2014FTIRT M%(0%y1(0) QTY= 7 TOTAL= 7
REV. 17.02.02C.0211.17
SEQ = 321353
SCALE=0.3750
"WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
TC LL
20.Opsf
REF
t ,.
roT—reBi asbtreeoareinfabrkatinp,ham6ip.sh4Om.kmtaTMambacbv Refer to am
PactaspmbpadanNnBhesefandvs IaaBoredWpovdetmryaayTPiaW brednppvBfer C51safely
uale�aaedaw�„�a.�Pchard anannma�aan„aaa�aaela«>�.I,aaa,fi,Beaenaae�aaoea,
ahaIIhavea,�,fal�a',I�'ae1.,.a�m sh, fa��aadalaleWmawaf,ba
guOhavebraftbsslaMd Per SCSIsecU aB3,B7aB10,uoppG hie. Applyptaleatoeachface
TCDL
BC DL
15.0 sf
p
10.Opsf
DATE 07-14-2020
.�.
FY,ORMA
DRWG
QUALITY TRUSSt
afmaaamposkm wEha�ab-,andwtheJawDawu,wessnotedameaie.
Rderl, d—V, 1b71A2 for ata derd plate pzlma.
RW Bu�d'uq Ceniporrerb Group Im. eteA not be mponaaie for my deviation frem Mia drdMV
enyfa�aeb tr, the ahmeln mdomurcevNh ANSI/rPi 1, ar for hamting, ahippop,bda0aoon
a .IWmftda.wbVwv p.plditUd.mreitq,kidk* ampt.naorPloa..ion.t
BC LL
TOT.Lp.
10.Opsf
55.Opsf
0/A LEN. lsoaoo
TEL:(954)975-3384
DU R.FAC.
1.25
JOB #: 20185
FAX: (954) 978-8980
36M PARK CENTRAL BLVD.
ro<� wnma ,1B. .d.yro a.d.I�Hn.htmm ib..ultab®yama..at1d d t.
I.worl.mmt7 onM B.Qft D..gn.r p.ANSVrP11 S.o.7.
FONIFANO BEACH, FL 33064
Fwmoa wm� on eeetwpb's oeneat rcdea papa em uasaweb aces:
RWSCG:—,AwEeg.mn;TPI:www.Vvaarp; wTCA www.ab-Austry.mn; ICC: w kmfe.org
SPACING
24.0"
TYPE MONO
)D:(ZUI6b) / Al
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W9 2x6 SP #2 N:
Bottom chord checked for 10.OD psf non -concurrent live load.
Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00.
C1
�
N
flyV
1
1N
1 1
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/_)=0.18
Wind loads and reactions based on MWFRS with addiflonal C&C member design. ttt�
Right end vertical not exposed to Wind pressure.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
1271 W3X5 S 3.00
I. 2'11"14--+1-3'0"8 + 3'1"1 V119
18'S"6
I-- 1' --1
R=1110# U=371# RL=251# W=8"
(Rigid Surface)
2.09 v
3'0"7
1.49 v
R=1090# U=436# W=8"
(Rigid Surface)
LEFT RAKE = 1'014 RIGHT RAKE = 1'0"14
SEQ = 321312
PLT. TYP: WAVE 0ESIGNCRfr=F8C2017RES9PF2014FTMTIO%(09fy1(0) QTY= 7 TOTAL= 7 REV. 17.02.02C.0211.17 SCALE=0.3750
-WARNINGI- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
TIC LL 20.Opsf
REF
eld— ai
Tncses lest e M of ram (BLM alin9, IwnS fiPPm9m H�%by TPI rednp. GA)ReferfW end
r`Dow n' `:reeabnwBcsaaafurxtk— °�`nsm`al��um,,ny
15.Opsf
ybrad gj-BCrear`Y
Ur ed ropd-d wh—propedymbd d-bl tu�all��BCSL
eOadcdripa aTaq. lnationa stosn far pemrared�csI rreaLaihddwe� d
shall t.relxacnpnsb0edpe,SCSI seclms83,B7erS10,asepp bie. Applypalestaeazhlxe
TIC DL
BC DL 10.0psf
DATE 07-14-2020
�Y
FLORIDAWharespmpedy
I�
DRWG
QUALITY TRUSS
mtnraand�dbnaed�« ftJoW aaa.une�endeddt.�,e.
Refer b dmeinps 1fi0A-Z for d pbte posG4n ,
BOLL 10.Opsf
I
DN1BWditrp Cempatrenle Group Incshal rot totespon1..1.h deriadon Imm Ore drrb-
* Ur
Y tabs' b hWd Ors hrav in wdormarce wIIrANSOfPl1, m far hum g. slippug, iataQabm
O/A LEN. 180506
TEL: (954) 975-3384
bbecbVofb�.
Ass4.ftdn t tattle59NObft ,h atnmapt—dpV—IwW
TOT.LD. 55.0 Sf
P
DUR.FAC. 1.25
JOB #: 20185
FAX:(954)978-8980
3W3 PARK CINrRAL rILVD.
Um retMPdl�Y.d.Hie"1"dealpil.hism'rh—fthllyarduudlhhdrrvAtp
Iv . muptro. blM u.puumlay.0. Bull tp owp. par ANSVrPI l Saa2
1'Ob1PANOBEACFI,PL33064
,,wB�G,„,„ �° #ka g;WrCWas °,b�� .I" C:—j ,d.M
SPACING 24.0"
TYPE MONO
ju.(cu I oa/ r /1Gv
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B3 2x6 SP #2 N:
Webs 2x4 SP 43 :W2, W13 2x6 SP #2 N:
:W3 2x4 SP SS:
Special loads
-(Lumber Dur.Fac. 1.25 / Plate Dur.Fac.=1.25)
TC: From 72 plf at -0.81 to 72 plf at .1.29
TC: From 72 plf at 1.29 to 72 plf at 4.34
TC: From 71 plf at 4.34 to 71 plf at 7.43
TC: From- 71 plf at 7.43 to 71 plf at 10.56
TC: From 70 plf at 10.56 to 70 plf at 13.72
TC: From 70 pif at 13.72 to 70 pif at 17.75
BC: From 40 plf at 0.00 to 40 plf at 16.69
BC: From 4 pif at 16.75 to 4 plf at 17.75
PLB: 646.00 lb Conc. Load at ( 6.36,13.37)
PLB: 250.00 lb Conc. Load at (11.19,13.37)
4.61
1.49 v
2'1"3-� -3'0"8 1 3-1"1- 1 3'1"9-+-�'1"15 1 3-0-7-�{
2.09 v
2.7112 v
N3X5(R)1411
1T6"12 -I
169" - - 1-1 �{
{^- V4"4 ---j- 410"1 5W �{
6468 xsOd
R=1421# U=501# RL=201# W=17 R=1405# U=519# W=8"
(Rigid Surface) (Rigid Surface)
i
1
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUI
2 Complete Trusses Required F_��
Nail Schedule:0.128"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
All plates are 1.5X4 except as noted.
(") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning
requirements.
170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere In roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00.
JT PLATE LATERAL CHORD
Page overflow in note placement. (RdNol)
RIGHT RAKE = 1'0"14
SEQ = 321314
PLT. TYP: WAVE DESIGN CRIT-FBC2017REWPI-2014Fr1RT=20%(0%y1(0) QTY= 1 PLIES= 2 TOTAL= 2 REV. 17.02.02C.0211.17 SCALE=0.1875
"WARNING[- READ AND FOLLOW ALL NOTES ON THIS DRAWING[
20.0. Sf
y
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, _
TC P
LL
REF
DATE 07-14-2020
Tnrsaea egfte,beme-ihfabrl.l ,h..MV.dwPwh,.hdePcgadla2cing. Refwmerd
fo0"w Um Wed e0m of SCSI(Bildo9 Cwnpmwd Saf* Infom SM by TPI and WTCA) fm safely
TCDL 15.Opsf
yt-�'•"s.• .•" �'^'�A
pedceepriortopemrtr&vde furtEma.Inetage hdprvidet ebradrgper BCSI.
UNesa rated dhenvisa, top dud ehal hm pWMy �shead*d strWwW Nn and ballam d-d
r-�p-s�Tr�
FLORMA
ahalhaveapraperlyeBadhedrigidm'f g. lneatimualmanfwpemranamlateralnetraWofw.ba
BC DL 10.Opsf
DRWG
QUALITY TRUSS
aha,hawblac$ kmWedper BCSIcediww B3,B7wB10,aeapprrable. Applyplalwtoeachface
of I - and pndion u ehwm above end m 0® JoN Detach, hadm noted dhoroiu.
Rmve�ce16aA.Z.A.W pW. a, �ttefwanydeda6mrmmBdadawi,,
�Molo= the bhw In wxdwhhance wBh ANSVTPil,wfwha.ft,Mfpp ,k kgatlon
ArNmlhl.G.wYpwwmrpe- hUl,thbdmM,, 1ndk Ix,-=ptu dpmfwd n-I
rdgiMda,lMPmlhEYyada)yfafBad"I,rlahq Tl.wbb�yaA-ofMBdrw*4
-
BCLL 10.Opsf
TOT.LD. 55.0 Sf
P
O/A LEN. 180506
TEL: (954) 975-3384
FAX:(954)978-8980
1.25
fwlmy WldwahtMruporo@,9ydtM B.➢ Ug Dinar AN6ItTPI 16an2
DUR.FAC.
JOB #:20185
• 36M PARR CEIM%L TOM.
-• POINIVANOBEACH,FL33064
par
_"`wTPI: e4"m=;WTCA: Wsbdrdusby' Y1M
11WBCG: vnwv.Hwbgmm;TPl: wvnvtr7nsl.wp; WfCA:www.abWdudry.cwn; ICC: www.izsafe.w,
SPACING 24.0"
TYPE MONO
a r a
J0D:tZU1tr0) r H3
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :Wg 2x6 SP #2 N:
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00.
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
]27] W3X5 S 3.00
i . 2'11"14 1- 3'o"8 3'1"1 3'1"8 3'1"15 -}- 3'5"1
18,10"
E-- r —{
R=1131# U=379# RL=2-rV W=8"
(Rigid Surface)
2.09 12
1.49
R=1113# U=444# W=B"
(Rigid Surface)
LEFT RAKE = 1'0"14 RIGHT RAKE = 1'0"14
SEQ = 321326
PLT. TYP: WAVE DESIGN CRri'mMD17RESRP42014FnRT-,MW%yl(0) QTY= 3 TOTAL= 3 REV. 17.02.02C.0211.17 SCALE=0.3750
eeWARNINOPe READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
'IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS,
TC LL 20.Opsf
REF
Tnasea rfW E-of care(BLWwVt'wp—,oq,emfdyInf yTPIa d9. Wd 9
rmowue e-1. � �recsi m,mcsargprmldamnpmwy aaawrca)ra.aray
TC DL 15.Opsf
DATE- 07-14-2020
l—tia—
unlm Meted othv i.rs � dwd ah4 have popery ah W dual 9-thMg M bWman d-d
DRWG
FT.ORMA
shaAhawepopwyet drigidreSup. rn .dn fxpemw—dla al —la of ab.
andhaw brarigtnstaoed pw BCSIsec6aw B3.B7wB10.eaeppfcWb Apply plalesloewhfa
BC DL 10.0psf
QUALITY T]EtUSS
°rwssaadpmmo61kZlw tardudae.am.tims. ad.unNs.admauemsa.
Refw to drewinps 160A-Z fwdardwd pale psdim..
RWBudda,ajd .tr.In I=sWnotbere.p=W0f—ydm4aionfree Odadraw'N,
Byfaif dMnac lrus. ktcwdonnarre rb ANSVfPI 1. w Ia hen MM. d4oV, bmt.&Wn
A..deaw.m.,�n,« p.,.ed.n,w.d ,,,lnm�d....e.pl nadpre,„dmw
BC LL 10.Opsf
TOT.LD. 55.Opsf
O/A LEN. 180506
TEL: (954) 975-3384
DUR.FAC. 1.25
JOB #:20185
FAX: (954) 978-8980
)eu rAa1: cm-rnAf. B1 w.
lMdukn.hw Tltdrubbmywduurfthladrr*(N
rwNrvasa.r.lMn.pon.m�dw.enaduma.pn.rp.raNslrrollSo.%
POMPANO BL'AC73, FL 33054
FOf more kdo—b. BGe ffibiWa ¢eawd note page and B'esewweb:aes:
ITWBCG:w Iwbeg.conTPc..w Virs.wo;WTCA.- w..behdustry.. NICC:www.—fm g
SPACING 24.0"
TYPE MONO
)D)(ZUl00) 1 A4
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W9 2x6 SP #2 N:
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00.
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. G.Cpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
]26] W3X5 S 3.00
�-2'11"14 + 3'0"8 3'1"1- 3'1"9 3'1"15 Ts"1
1.49 12
2.09 12
77
2.71 12 m4X6
N4X5 R
12
3.34 p
a5X
12
3.99 p
65X6
,�
'v
o
v
v
12
W9
4.86
in
65X8
fV
aN
"
l
a3X5(A1
-'
6]
R=1052# U=338# RL=234# W=8"
(Rigid Surface)
PLT.TYP: WAVE DESIGNCRR=FBC3117RESrrP1-M141
-WARNINGI" RM
' m
"IMPORTANT" FURNISH
I
T—, regnue maeae—In fahriccdg,
'
1100aw the ldntedacn 1 BCSI (&n'M6g Gan
pra�nea Penherese,mg chorefh llher
UNers �a�edww�,voe, rnpd,om ehee havoc
shag haveepnoperly attached riBa amTog. La
FLQRDA
QUALITY TRUSS
rhra have Iraca,g 4mta�ed pa SCSI nKgions
truu ad wrawn as Munn almn nerd on t
rdRelabdaw4gs,6ahZfarbMendpaeD
nw Buldag Cmnparerdr GmaP Ine. ahal r
ar�obi trm hr asdamanaevr
A..dmft6wAgorompp.crBr
]
TEL: (954) 975-3384
FAX: (954) 978-8980
�F Nra �da
=fx
36:1i PARR C'Qv7Il %L BLVD.
�ro
PO&SPA1V0 BEACH, FL 330154
For —i dam
fiwBCG: a—AAep.awgT
1'---{
R=1114# U=445# W=8"
(Rigid Surface)
RIGHT RAKE = 1'0"14
SEQ = 321324
0%v+cm QTY= 3 TOTAL= 3 REV. 17.02.02C.0211.1.7 SCALE=0.3750
AID FOLLOW ALL NOTES ON THIS DRAWING[
3 DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS,
TC LL 20.Opsf
REF
V. chipping. In+tePing and bracing. Refer bard
tsarmiwa,erTPfand wrcA>for .arey
TC DL 15.Opsf
DATE 07-14-2020
3 Nwl provide tempaay 6'arig pa BCSI.
wafer
iahomnf permanent Ian aladrtw
ae10, rrappue.Ap*Plantoeachfara
BC DL 10.Opsf
DRWG
tDeWs.�mnoted
a
BC LL 10.Opsf
iVIP for any
dsg,bonfio_
g,'rmta-ar,
TOT.LD. 55.Opsf
O/A LEN. 180506
;,.m rnIl
DUR.FAC. 1.25
JOB #: 20185
.perAINsI Sect
SPACING 24.0"
TYPE MONO
�eetliopb's penaaf rotes papa ad Ucros web ewes:
w inctw :wrcw— kcindmtrr.aorn;lCC:a-rxaa+e.ag
T
J0D:(LU100) / A0
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W8 2x6 SP #2 N:
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00.
I - 2'11"14
.11=848# U=264# RL=214# W=8"
(Rigid Surface)
3'0"8 1 3'1"1
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
[211 W3X5 S 3.00
PLT. TYP: WAVE DESIGN CRfrcFBC2017RE5nPl-2014 F M-20wtowy ltai QTY= 3 TOTAL= 3
"WARNINOP" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
T— care mf�mo.�a9.aNPW9. endI ad RefertoeM
fa0ow0a latest
ft atege mat
fBCSI (B fety
TCerA
Cmgfakmsdy lrrtvicle
.sm""
perfund WmpwM
Rad�a pi'x to PW—. Wph
FLORMA
noted othervAse, lop chord elal have prepedy adaNad slnutiaai shea0rmg erd Lotlarri chord
dWWh— prVedra ftdPovidd-dWarY?rmW Wd. d
Wmfiha prp &ad*dngdceEW. Uxab sdw fop anerdbtmidm*eWofv�
,� �' y1'�f�(� /��
�UL>•Li1 1 SJLLUSS
dal horse braeg bataW per SCSI serf u B3. B7 w B10, u applicable. Apply.lrlales to each face
ofI n and pos0im"lhl-lbws erd-the 10 1 Ddads. raeess mIM Ilhem+se.
Refer to draxinBa I -Z far M-d dpWa p.W..a.
y fadumfw hands .shi V,hstaLi-
to build to bIn-1orrnmvs 1h AN5PPI1 SIRw
TEL: (954) 975-3384
6 Aewloarl8de drewing ofeoWrPete IIlp Ihbd h eGmd ofp"fuernd
FAX: 978-8980
're�dro leevene�9'tYearft w,n M* b01y ore of Bib dr.wuq
• xrenR>;cwrrBal.nrw.
PARK
�e"1'�r�dn,.euomreDugnrwANsvrntls.r,2.
-Buff Is-pw NSVr
PQ1.1SYAIVU BEACH, FL 33064e
mW It— web
w wj-ara.orp
rrWBCG:—;1M g. ..TPI: w.�m. w�www.shbcmdastry. 4ICCC
3'1.9
— 2'11• --�{
2.09 0
1'— 1' -- i
R=913# U=372# W=8•
(Rigid Surface)
RIGHT RAKE = 1'0"15
SEQ = 321322
REV. 17.02.02C.0211.17 SCALE=0.5000
TC LL
TC DL
BC DL
BC LL
TOT.LD.
20.Opsf
15.Opsf
10.Opsf
10.Opsf
55.Opsf
REF
DATE 07-14-2020
DRWG
O/A LEN. 180506
DUR.FAC.
1.25
JOB #: 20185
SPACING
24.0"
1 TYPE MONO
)D:(LV 100) r AO THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #2 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT Il, EXP C, wind TC
Bot chord 2x4 SP #2 DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Webs 2x4 SP #3 :W1, W8 2x6 SP #2 N:
Wind loads and reactions based on MWFRS with additional C&C member design.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00. Right end vertical not exposed to wind pressure.
JT PLATE LATERAL CHORD
r No SIZE SHIFT BITE
[3] W3X5 S 3.00
[16] W3X5 S 3.00
v
m
v
0
'v
v
rn
�T
C4
fV
N
1
R=642# U=1899 RL=150# NAILED
3'1"9 2'11" �{
2.09 v
R=728# U=313# W=8"
(Rigid Surface)
RIGHT RAKE = 1'0"15
SEQ = 321320
PLT.TYP: WAVE DESIGN CRrr=FBCE117RE&1PF7014FrIRT�A%(D%y.t(C) QTY= 1 TOTAL= 1 REV. 17.02.02C.0211.17 SCALE=0.5000
••WARNING[" READ AND FOLLOW ALL NOTES ON THIS DRAWING[
••IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS,
TC LL 20.Opsf
REF
ss,
9'
Trvssee mq,ue eidrem eam In faMmT B. hand!mB. Vie. Instaft and hscir . Refatumd
/obwtM IateN eQdian of SCSI (BUNng CanpeneH Safety Irdomalia,, Pby TPI and WTCA) fasaety
I
TC DL 15.Opsf
DATE 07-14-2020
oted ��
U�sW hm properly attached I stmthIng and bottom dwd
DRWG
mLRMA
sW law apmpely eMadkd rigid ce3ng. rnealiun slam for permumd laterelrestraint afwebs
slat haw hracvq instetled per SCSI —tiara B3, B7 or BIG, -oppf ble. Apply plates for hfaw
BC DL 10.Opsf
QUALITY�'RiJSS
dhuss end pcedgri se eheen above end on the Johd Details, unless sled otherwise.
R11A 8 com ' uG` Im." pus3kfa mydebtlonfrunthl &d in,
snyfeheeto Gild the buss In ardonra fth ANSVrPI 1. or for hardtop, skipping,6aGgation
BC LL 10.Opsf
[
TEL: (954) 975-3394
& Gnsva. subug or tr
Aussltn WadrrMrp>m,.rpee.o.Brow.dr.�ge, arm�l...�.pwe.aptew.w,.I
TOT.LD. 55.OpSf
O/A LEN. 180506
DUR.FAC. 1.25
JOB #: 20185
FAX; (954) 978-8980
3C05 PARR CENTRAL RLVD.
�ro m�P y.daifaBwaayln.rxm Tne.un.bmy.ndw.alwa.wq
far nW ahudras Is Bufstponam®y of BU*WV Dn%w psrANSInPI 18ep.2
PONWANOBEACH, FL33064
For mmemfamafionsee thhjWsgenemjnotes page endtlt a bodes
RMCG:w l*bM. .TPL•uw.wJPbaore;WTCrav zbcidmbymgICC:m k de.ae
SPACING 24.0"
TYPE MONO
J00: GV 100) / F1/
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2 N :W2, W3 2x4 SP #3:
End verticals not exposed to wind pressure.
Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00.
--1'10"6 2'1 V
2.09 0 .
R=245# U=43# RL=53# NAILED
W7"14 i1'--{
R=UO U=188# W=8'
(Rigid Surface)
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
170 mph wind, 15.54 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member design.
Bottom chord checked for 10.00 psf non -concurrent live load.
JT PLATE LATERAL CHORD
No SIZE SHIFT BITE
] 3] W3X4 S 2.25
(8] W3X5 S 3.00
RIGHT RAKE = 1'0"15
SEQ = 321316
PLT.TYP: WAVE DESIGN CRfT•FBC7017REnPi-2014FTMTc20%(D%y1(0) QTY= 1 TOTAL= 1 REV. 17.02.02C.0211.17 SCALE=0.5000
-WARNINGI- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS,
TC LL 20.Opsf
REF
(
Tnasoregime &—cars m(aFrinfirB•harrflv9. °PCB. �sfar�9 and hang. RNcbmd
DATE o7-la-zozo
foil—ft lded edlion of BCSI(B 1ft C000pmod Safety Wmnation, byTPi aM WrCA) for eatery
p. m .IndauemAall �Ideetoffachec!: �pereCSL
wy
TC DL 15.Opsf
oe
��r�
FLO RMA
shaft lsrve a propely egad d d9a cedv9. Low 1m pem red reAMIrd�dxs�
.haft haw bradnB(nsta0ed WBCSII aed'ensB3, B7 or BIB,- appli—ble• Apply plates to each to.
BC DL 10.Opsf
DRWG
QUALITY.TRUS6
of Refe at, mNonassho-abmmWonBoa JoodDetmh,WnardedodwAat,
rto dmivrga 1t�A-2fratardad plate postiun.
nw Bodivq CmiporKrda Gnarp hc. sW not be responsbis for any de%adrawi on Been Oda dng,
any(aftre to Wild U. Wss inwNmrsarwwfthANSlrrPI 1, or har.ft d4pirv, hslePatim
6�AadddntldadrddrCrmnr)spaWhgtliadnWip,Ydiula.oaphroadprsfwktul
BOLL 10.Opsf
TOT.LD. 55.Opsf
O/A LEN. 160506
T.E+L:(954)975-3384
DUR.FAC. 1.25
JOB #: 20185
FAX: (954) 978-8980
' 3WPARKCEN`rF LBLVD-
'^otn'adro MPena@�r wla�'fr Br d"pn dnm, Th. wB.h®y ud uu dBthdrnNq
6.o2
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ITWBCG:www.dwbcg.ern:TPLw�,�rtpkaLo,.Wreav,r sbmdmby—N]CC:w Jecsa(a.rg
SPACING 24.0"
TYPE- MONO
E` ^
JU.14U IOU/ r M7
I HIS UWG. PKEPAKEU BY I HE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP 93 :W6 2x6 SP #2 N:
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00
N N
P�
f9
1�
LEFT RAKE = 1'0"8
PLT. TYP: WAVE
170 mph wind, 16.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC
DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure./
l./
3'3"14 3'4"6
1.46 0
— 3'4"10 j
0.48 12
P
I 13'4"
R=819# U=295# RL=1229 W=8" R=804# U=315# W=8"
(Rigid Surface) (Rigid Surface)
d
FLORIDA
QUALITY TRUSS
TEL: (954) 975-3384
PAX. (954) 97"980
363S PART: cu.-ML RLCD.
POWIPANO BEACH, FL 33064
DESIGN GRIT-FBC2017RESrrPI-2014 FTIRT1A%(0%JI
Camponmb Gmup hre. atufl rolbe tesPmvHe fm any devbrvr fmm the drawing.
dd 0ro truss in mMarmancewBhANSVrP11. mfm hmicft Wppefg, bmiallatan
QTY= 4 TOTAL= 4
MNGI
IDINO THE INSTALLERS,
hb dmwftfg mmrro pap left dda drawing, hdlutas a ptro dpdawbral
ponad�ty aGafylortM daagtf afxwnt. Tl%*u1.b yandmcf9bdrrAV
siplhtaapmnUydfMBUD&d DaagtwpuANSVTPII Saa2 -
Fmmore fdm—Can aee ft W3 genial rotas page and th..bad.:
RWBCG:w 2*bcg. TPI: vn 1piut.mg: WrCA~.ahhdustry. :ICC: wvwJ—fasag
RIGHT RAKE = 1'012
SEQ = 321330
REV. 17.02.02C.0211.17 SCALE=0.5000
TC LL
TC DL
BC DL i
BC LL
TOT.LD.
20.Opsf
15.Opsf
10.Opsf
10.Opsf
55.Opsf-
REF
DATE 07-14-2020
DRWG
O/A LEN. 130400
DURYAC.
1.25
JOB #: 20185
SPACING
24.0"
-TYPE MONO
a
ANCHORAGE AND RESTRAINT OF LATERAL BRACING
THIS
IS A DANGEROUS CONDITION.
G
FIG. 1
coMPRESSiox WEBS,
PREVENT THIS
1
1
____----TO
BEFORE AND AFTER
FAILURE, ANCHO$
1
11
1
II
BUCELDNG.
I
OR RESTRAIN THE
LATERAL 13RACINGI
CONTINUOUS LATERAL BRACING(CLB)
USE METHOD SHOWN IN
MAINTAINS SPACING, HUT
PERMITS LATERAL BUCKLINGFIG.
2, 3A k 3B.- OR
"BEARDiG
OF ALL WEB MEMBERS AT
ANOTHER STRUCTURALLY
AME
THE STIIB.
SOUND METHOD SPEBY
PROFESSIONAL
FOR TRUSSES
ENGINEER OR ARCHMECT.
FIG. 2
ANCHORAGE BY TlU L.DING DESIGNER
(OTHER ANCHORAGE PROVISIONS
FOR OTHER TYPES OF WALLS).
ANCHORAGE (BY BUILDING
DESIGNER) INTO SOLID END
WALL — REMWMS LATERAL
BRACING. THEREBY
PREVENTING WEB BUCXLING.
CLB
COMPRESSION WEB
FIG. 3A
01 • .I'
DIAGONAL R:H' RESTRAINT (I:
WITHIN Y.1' UNIT
DBR MAY TRAVERSE MORE THAN TWO
TRUSSES, DEPENDING ON TRUSS HEIGHT.
COMPRESSION WEB,
SLOPING OR VERTE(
OR WEB NEEDING
BRACING.
THE DRAWING BELOW (FIG. 3B) SHOWS -HOW TO RESTRAIN THE
CONTINUOUS LATERAL BRACING (CLB —J�). WHEN ANCHORAGE
IS NOT AVAILABLE AS SHOWN IN FIG. 2 THE DIAGONAL
BRACE RESTRAINT (DBR —) MEMBERS ARE 2X4'S,
THE ENDS OF WHICH ARE ATTACHED TO TOP k BOTTOM
CHORDS. THE DIAGONAL BRACE MAY BE ATTACHED.DIRECTLY TO
THE CLB OR TO THE WEB OPPOSITE THE CLB. USE THE SAME
NAILLNG SHOWN IN FIG. 3A.
FIG. 3B
2X4 #3 OR SPUD GRADE DES NAILED
TO OPPOSITE SIDE OF WEB AND
REPEATED AT APPROXIIATSLY 20 FOOT
INTERVALS TO REM LATERAL MOVEMENT.
ATTACH TO WEBS WITH
(2) 16d COMMON (0182- X 3.6•.MITN) NAM.
-FAMMlO- MD AND 70DCW ALL NOM ON 7W 8=0
h++ae r.quh u3etme ons to fabd=Uny baodDnt, @Mppict. InsteDnd and braclnt. Nofr to apd I&Uw
REF BRACE RESTRAINT
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GENERAL NOTES
Trusses are not marked In any way to Identify
the frequency oe location of temporary lateral
restraint and diagonal bracing. Follow the
recommendations for handling, Installing and
temporary restraining and bracing of trusses.
Refer to BCS1 Guide to Good Practice for
Handling, Installlna. Restraining & Bracing of
Metal Plate Connected Wood Trusses for more
detailed Information.
NOTAS GENERALES
Los trusses no estin marcados de ninglin modo que
Ideatifique la frecuenda o Iocal'aad6n de restdccl6n lateral
y aniostre diagonal tempordles. Use las recomendaciones
de manejo, instalad6n, restdcd6n y amostre temporal de
Jos trusses. Vea el folleto BCSI Gufa de Buena Practtica
Trusses de Madera Conectados con PlacaS De mewl Para
infonnad6n m6s detallada.
Los dibujos de diseno de los trusses pueden especificar las
Truss Design Drawings may specify locations of localizadones de restr!cd6n lateral permanence o refuerzo
permanent lateral restraint or reinforcement for en IDS miembros individuales del truss. Vea la hoja
individual truss members. Refer to the BCSI-B3.B3 resumen SCSI-83 — ResMcc!6n/Arriostre Permanente de
Summary Sheet — Permanent Restraint/Bracing rda y MiembroS Seamdados para mds informad6n.
of Chords & Web Members for more Information. El recto de cos diseRos de arriostres permanentes son la
All other permanent bracing design Is the responsabllidad del,DWnnador del Edifido.
responsibility of the Building Designer.
0 The consequences of improper handling, erect-
ing, installing, restraining and bracing can result
in a collapse of the structure, or worse, serious
personal injury or death.
El resultado de un manejo, levantamiento,
irutatad6n, restricd6n y arrlsotre Incorrecto puede
ser la cafda de la estructura o a6n pear, heridos o
muertos.
Q! Banding and truss plates have sharp edges. Wear
gloves when handling and safety glasses when .r�r
cutting banding.t
Empaques y places de metal tienen bordes m
afliados. Use guantes y lentes protectores cuando <�
corte IDS empaques.
HANDLING - MANEJO
Q Avoid lateral bending. — Evite la flex16n lateral.
©The contractor is responsible for properly
receiving, unloading and storing the trusses
at the jobsite.
Ell contratista Uene la responsabilldad de
reciblr, descergar y almacenar adecuada-
mente Jos trusses en la obra.
r
If trusses are to be stored horizontally, place
blocking of sufficient height beneath the
stack of trusses at 8' to 10' on center.
For trusses stored for more than one week,
cover bundles to prevent moisture gain but
allow for ventilation.
Refer to )}�ulde to Good Practice for
for more detailed Information pertaining to
handling and jobsite storage of trusses.
SI loss trusses estar6n guardados horizon-
talmente, ponga bioqueando de altura
suficiente detr6s de la pila de los trusses.
Para trusses guardados por m6s de Una
semana, cobra los paquetes para prevenir
aumento de humedad pero permits ventl-
lacl6n.
Vea el folleto BCSI Gufa de Buena Pr6diCa
rlost ,� le oc Trusse P�M ripen rnnectadns
con Placas de Metal para informacl6n m6s
detallada sobre el manejo y almacenado de
IDS trusses en 6rea de trabajo.
0 Use special pre In Utilice cuidado
windy weather or especial en dias
near power lines ventosos o cerca de
and airports. cables el6cb icos o de
aeropuertos.
Spreader bar
for truss
Use proper rig- Use equipo apropiado
ging and hoisting para levantar e
equipment. improvisar.
Do not store No almacene
unbraced bundles verticalmente IDS
upright trusses sueltos.
GDo not store on No almacene en
uneven ground. tierra desigual.
HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES
RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES.
Q Warning! Don't overload the crane.
IAdvertenda! !No sobrecarga la gr6a!
® Never use banding alone to lift a bundle.
Do not lift a group of individually banded bundles.
Nunca use s6lo loss empaques Para levantar un paquete.
No levante un grupo de empaques indiv!duales. lo
A single lift point may be used for bundles
with trusses up to 45.
Two lift points may be used for bundles with
trusses up to 60.
Use at least 3 lift points for bundles with
trusses greater than 60'.
Puede user un solo lugar de levantar para
paquetes de trusses haste 45 ples.
Puede user dos puntos de levantar Para
paquetes m6s de 60 pies.
Use por to menos tres puntos de levantar para
paquetes m6s de 60 pies.
0 Wamingl Do not over load supporting
structure with truss bundle.
IAdvertendal No sobrecargue la estructun
apoyada con el paquete de trusses.
Place truss bundles in stable position.
Puse paquetes de trusses en Una posld6n
estable.
INSTALLATION OF SINGLE TRUSSES BY HAND
INSTALAC16N POR LA MANO DE TRUSSES INDMDUALES
Trusses 20' Trusses 30' or
or less, sup- less, support atM
`
port at peak. quarter points.
Levante Levante de
del pica loss los cuartos
trusses de de tramo Jos
de 310
20 pies a I �russes hasty 20 cal I pies Trusses up to 2V omenas. I4TtuTsses hastarusses p 30 cal
menos.
MISTING OF SINGLE TRUSSES — LEVANTAMIENTO DE TRUSSES INDMDUALI
r7f Hold each truss in position with the erection equipment until top chord temporary lateral restraint
!M I Is Installed and the truss is fastened to the bearing points.
Sostenga cada thus en posid6n con equlpo de gnia hasty que la restricd6n lateral temporal de Ii
cuerda superior este instalado y el truss esta asegurado en Jos soportes.
QWamingl Using a single plck-point at the peak
can damage the truss.
!Advertendal El use de un solo lugar Para
levantar en el pico puede hacer da"no al truss.
HOISTING RECOMMENDATIONS FOR SINGLE
TRUSSES so' or less
RECOMENDACIONES PARA LEVANTAR TRUSSES
INDMDUALES
Approx.l2
Tegline'lL truss IengN
TRUSSES UP TO 30'
reader bar TRUSSES HASTA 30 PIES
Tao -In. oe•In Attach
Locate Spreader bar 10'o.a
I ' spreader bar 12 to _ I above or dffoack max.
ice' 2r3 truss length midfielght
TagEne TRUSSES UP TO 60' 11
-r
TRUSSES HASTA 60 PIES
Spreader bar W to
III 3I4 truss IengN
Tagqne
TRUSSES UP To AND OVER GO'
TRUSSES HASTA V SOME 60 PIES
TEMPORARY RESTRAINT & BRACING
RESTRICCION Y ARRIOSTRE TEMPORAL
©Refer to Br I-B mmary Sheet —Trots
I��tallation &Temporary RegUdnVD acina_for
more Information.
Vea el resumen RCST B — R chicd6n/
Arriostre Temporal y Instalad6n de los
7n1sses Para m6s Infonnad6n.
rJ( Locate ground braces for first truss directly In
IIJJ line with all rows of top chord temporary lat-
eral restraint (see table in the next column).
Coloque los arriostres de tiers pare el primer
truss directamente en Ifnea con cada Una de
las filas de restricd6n lateral temporal de la
cuerda superior (vea la table en la pr6x!ma
column).
Do not walk on unbraced
trusses.
QNo camine en trusses
i sueltos.
Top Chard Tempera
Lateral Restraint
(FCTLR)
W min.
-90°
Brace first truss
<— securely before
erection of addition
trusses.
CLB WEB BRACE SUBSTITUTION
THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB)
IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE WEB
BRACING METHOD IS DESIRED.
NOTES:
THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIF�D
CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T—BRACING OR SCAB
BRACING.
ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE.
FOR MINIMUM ALTERNATIVE BRACING, RE —RUN DESIGN WITH APPROPRIATE
BRACING.
WEB MEMBER
SPECIFIED CLB
ALTERNATIVE BRACING
SIZE
BRACING
T OR L—BRACE
SCAB BRACE
2X3 OR 2X4
1 ROW
2X4
1-2X4
2X3 OR 2X4
2 ROWS
2X8
2-2X4
2X8
1 ROW
2X4
1-2X8
2X8
2 ROWS
2X8
2-2X4(*)
2X8
1 ROW
2X8
1-2X8
2X8
2 ROWS
2X8
2-2XB(*)
T—BRACE, L—BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE
OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON
ENGINEER'S SEALED DESIGN.
(*) CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH
FACE OF WEB.
T—BRACING
OR
L—BRACING:
APPLY TO EITI= SIDE OF WEB NARROW FACE.
ATTACH WITH 10d BOX OR GUN
(0.128"x 3.-XIN) NAILS.
AT 8' O.C.
BRACE IS A I I
MIND M 80% OF WEB
MEMBER LENGTH
SCAB BRACING:
APPLY SCAB(S) TO WIDE FACE OF WEB.
NO MORE THAN (1) SCAB PER FACE.
ATTACH WITH 10d BOX OR GUN
(0.128"x VAGN) NAILS. ,
AT 8" O.C.
BRACE IS A IIIN MUM
80% OF WEB MEMBER LENGTH
T—BRACE
OR
L—BRACE
SCAB
amft,,UWMI o& �pgM, and � Rdw to and fdla,
TC LL PSF
REF CLB SUBST.
DATE 1/1/09
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SPACING
STEPS TO SETTING TRUSSES
LAS MEDIDAS DE LA INSTALLACION DE LOS TRUSSES
E1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4
trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal
bracing (see below). 5) Install web member plane diagonal bradng to stabilize the first five busses
(see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below).
7) Repeat process on groups of four busses until all trusses are set.
1) Instate los arriostres de tierra. 2) Instate el primero truss y ate segurdmente at arriostre de
tierra. 3) Instate los pr6ximos cuatro busses con restricci6n lateral temporal de miembro corto
(vea abajo). 4) Instate el arriostre diagonal de la cuerda superior.(vea abajo). 5) Instate arriostre
diagonal Para los pianos de los mlembros secundarios Para estable los primeros dnco busses
(vea abajo). 65 Instate la restricd6n lateral temporal y arriostre diagonal pare la cuerda Inferior
(vea abajo). 7) Repita €ste procedlmiento en grupos de cuatro trusses haste que todos los trusses
eq�stalados.
Refer to SCSI-132 SummarY Sheet —Truss Installation & Temporary Restrdint/Bredno far more
information!
Vea el res6.men BCSI-132 - instalad6n de Trusses- y Arriostre Temporal Para mayor
Infornad¢n.
RESTRAIN'/BRACING FOR ALL PLANES OF TRUSSES
EL RESTR4CCI6N/ARRIOSTRE EN TODOS PLANOS DE TRUSSES.
QThis rels'traint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses.
Este.mdttxlo de restricd6n y arriostre es pare todo trusses excepto busses de cuerdas paraielas
SxT2.
1) TOP CHORD — CUERDA SUPERIOR
I Truss Span
Top Chord Temporary Lateral Restraint (TCTLR) Spacing
Long(tud de Tramo
Espaciamlento del Arriostre Temporal de la Cuerda Superior
Up to 30'
10' o.c. max.
Haste 30 pies
10 pies mdximo
30' to 45'
8' o.c. max.
30 a 45 pies
8 pies miwmo '
45' to 60'
6' o.c. max.
45 a 60 Ies
6 pies meximo
60' to 80'*
4' o.c. max.
60 a 80 les*
4 pies mSxlmo
-Consult a Professional Engineer for busses longer than 69.
•Consulte a un Ingen)ero pare trusses de mas de 60 pies.
�( See BCS1-B2 for TCTLR options.
t_t de TCTLR.
Vea el aC4L-132 Para las options
t Refer to BCSI-83 Sum -
Chords
Restrain Bracincof
& Web Members for Gable —
End Frame restralnt/bracing/
reinfbfcement Information.
Para Informad6n sobre
restricd6n/arriostre/refuerzo
Repeat diagonal
para armaz6n de hastiat vea
LI braces for each set of
el resumen BCSI-B3 — Re-
4 busses.
stricd6n/Arriostre Ground bracing not shown for clarity. Repita los arrisotres
Permanente de Cuerdas v
diagonales pare cada
Mlembros Secundados.
grupo de 4 busses.
2) WEB MEMBER PLANE— PLANO DE LOS MIEMBROS SECUNDARIOS
I
iagonal
LATERAL RESTRAINT
Bracing
& DIAGONAL BRACING Web Members
ARE VERY IMPORTANT
1LA RESTRICCION
'LATERAL Y EL
ARRIOSTRE
DIAGONAL
Bottom Chords
SON MUY
IMPORTANTES1
Diagonal Braces every 10
Q 10'-15' max. Same spacing as
truss spaces (20' max.)
bottom chord Lateral Restraint
Some chord and web members
not shown for clarity.
3) BOTTOM CHORD — CUERDA INFERIOR
Lateral Restraints - 2x4x12' or
k
greater lapped over two busses.
_
Bottom
chords
Diagonal Braces every
30 truss spaces (20' max.)
\VSome chord and web members
max. not shown for clarity.
RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES
LA RESTRICCI6N Y EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2
Refer to BCSI-B7 clagonai Bracing
I umma Sheet
Chord Trusses for
more Information.
Vea el resumen
Paralelas para m6s
Inforrnad6n.
Apply
vertic
canbl
locations. tapped at least two cusses.
*Tap chord Temporary Lateral Restraint spacing shall be
10, o.c. mall for 3x2 chords and 15' o.c. for 4x2 chords.
INSTALLING — INSTALACIONa,�
rJt Tolerances for Out-of-Plane.A
o�Iim�
��
Max.
Truss
LJ Tolerendas pare Fuera-de-Plano.
Bow
Length
D/50 D (ft.)
3/4'
12.6
Length--*— Max. Bow
718'
14.6'
�M =gam,, Lan —gin TI�i
1!2' 7
4'
16.T
Ma)L Bow
3/4- 3'
1-1W
18.8'
��— Length
0
1, 4,
1-1/4'
20.8'
t I
a r
1-114' 6
13/8'
22.9'
Tolerances for
o i Plumb
bob
1_ W &
1-10
25.0'
LJ Out -of -Plumb.
13/4, T
13W
292'
Tolerandas pars D/50 max
2' Is. ,
Fuera de Plomada.
.:':At i=,
2'
233.3'
CONSTRUCTION LOADING — CARGA DE CONSTRUCCION
QDo not proceed with construction until all lateral restraint and
bracing is securely and properly in place.
No proceda con Ia consbucc16n haste que todas las restr(c-
dones laterales y los arriostres estdn colocados en forma
apropiada y segura.
m�-�Staecc.
�yy 'OrLey°W�W�M'�10a'OY!f_
Material
Haight
Gypsum Board
12'
Ptywood or OSB
16,
Asphalt shingles
2 bundles
Concrete Black
B'
gayTde
3d cites high
Do not exceed maximum stack heights. Refer to ACSSI--84
armmary Sheet - nsd,rctlon Loading for more Information.
Do not cut, alter, or drill any structural member of a truss unless
specifically permitted by the Truss Design Drawing.
No torte, altere o perfore nfng6n mlembro etrWctural de los
busses, a menos que este espedficamente permitido en el dibujo 3
del diseno del truss.
QTrusses that have been overloaded during construction or altered without the Truss Manufacturers
prior approval may render the Truss Manufacturer's limited warranty null and void.
Trusses que se han sobrecargado durante la consWcci6n o han side alterados sin una autorizad6n
prevla del Fabricante de Trusses, pueden redudr o eliminar la garanda del Fabricante de Trusses.
No exceda las m6ximas alturds rewmendadas. Vea el restimen
BCSI-64 Cargo de Con_stn rccidn pars mayor infomladbn.
I�
Do not overload small groups or single trusses.
No sobrecargue pequefios grupos o trusses Indlvfduales.
Never stack materials near a peak.
Nunca amontone material caeca del Pico.
p
Place loads over as many busses as possible.
a
LJ
�--r
Coloque las cargos sobre'tantos busses Como sea posible.
C7f
Position loads over load bearing walls.
L!
Cotoque las cargos sobre las Paredes soportantes.
Tmss bracing not
ALTERATIONS — ALTERACIONES
spawn rorcWdty.
Q
Refer to SCSI 85 Summary She?tg2, lobsite Mod(ficallons
& Instailatlan Errors.
Vea el restimen B'Yi-BS Drapes de busses. Modlficadon�s en Ira
Otis y rrorec de Instaladdn.
NOTE: The Truss Manufacturer end Truss DesigrKr rely on Me presvmPUen that the Oantrador and cane operator (a appnrable) are
professionals vdth We copabniry W undertake the work ttXry hwsve agrced ro do an ary given project. B the Contractor beneves It needs
assBtarxe fn some aspeC of tM consbudlon project, a should seek asshtanco from a oxnt>eted ronY• The methms and proadwrs
outlined H Nis documentare Ntended to ensure that the overa0 mnstrucion tedmques empto/edw10 putthe trusses Imo ptaco $FFBX
These recommendadons (or handling, InstalNg, mstrainkig and bredrg trrays are based upon the co0ective experience presented
kadkg
personnel invohvd wdN Cross design, manufacture and InAaliatkm, but must, due to the rulure of respondbOUes InvWed, be presented
anry as a GT1IeE for use by a quaMed BiAding Desigrrer or Crnrtracoc It tr nqt Intruded arat Mere remmmendatlons be kaerproded has
e
superbr Oo the Bunding Deslgner5 design spedncatbn for handnng, Instalang, nestralmng and hmdrg busses and It does rot prelude the
use or other cquMalent meunods rot restralning/bradng end providing stabinty rot Ing wens. cdumu, flocs, roots and ere the damages
swdural budding ownponents as detemdned bV the contracor. Thus, Y7TU and TPl e>�sst/ dlsdaM am/ resPonslbNN for dames
adsing from tlne use, appfkatbn, or reliance on the reoommendadWens aM Informatlon contained herein.
■ ��E ■-
TRUSS PLATE INSTITUTE
6300 Enterp7 lane • Madison, w! 53719 218 N. Lee St, Ste. 312 • Alexandira, VA 22314
608/274.4849 • www.sbdadustrymm 703/683-1010 • wvm.tpinstorg
B1WAmr11X17 2UUb111O
STEPDOWN HIP CORNER SET DETAIL
HIP GIRDER
CJ5
CJ3
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U
CJ1
Z
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Lo
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W
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CORNER JACKS
2._0e 2'-0e 2._Oe 2._0.
V-0'
NOTES:
1. DESIGN BASED ON SOUTHERN PINE LUMBER.
2. TRUSS TO BEARING CONNECTION BY OTHERS.
3. WIND LOADING BASED ON ASCE 7-10 MEAN
ROOF HEIGHT 30', EXP C ENCLOSED, RISK
CATAGORY II
4. APPLICATION OF TOENAILS PER NDS-2005
* (3)
16d (0.162"x3.5".) TOE —NAILS
(2)
16d (0.162"x3.5") TOE —NAILS
NOTE:
10d (0.148"x3.0) GUN NAns MAY BE SUBSTITUTED
IN PLACE OF 16d TOE -NAILS UP TO THE MAX OM
REACTIONS
SHOWN BELOW.
(2) NAILS:
R=260# U=345#
(3) NAILS:
R=390# U=520#
TRUSS PLATES AND LUMBE
AS SHOWN, OR PER
INDIVIDUAL TRUSS DESIGN
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for the * mmmppta=L deddsm abemn. The � eod protamdssoal an�aaerio[ rrrpondbaiy anlalr
te�pa�d � aaa�(� aLlteb1111r end .sae o! tbla oomponant fot am bu0dfo[ L tba
A'r BCOs rtr Ln.oas4 'fDa ...1pPfad oms 1S 1 srs +ba oiodm.trroom; ICC: tnndaoaatear[
HIP JACK
END JACK
TC LL 20-30 PSF REF
TC DL 7-20 PSF DATE
BC DL - PSF DRWG
BC LL 10.00 PSF
TOT. LD. 37-55 PSF
DUR. FAC. 1.25
SPACING 2-0-0
w
Valley Detail - ASCE 7-101 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1.00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better.
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
3K� Attach each valley to every supporting truss with,
5604 connection or with (1) ITWBCG HA4
or HA2,5 connector or equivalent for
ASCE 7-10 180 mph. 30' Mean Height, Part, Enc.
Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00
Or
ASCE 7-10 160 mph, 30' Mean Height, Part, Enc,
Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00
Cut from 2x6 or
larger as req'd
4-0-0
12 -
12 Max, I— W2X4
W2X4 W2X4
�— 8-0-0 --i
Unless specified on engineer's sealed design, apply 1x4 'T' brace, 80%
Length of web, same species and SRB grade or better, attached
with 8d box (0,113' x 2.5') nails at 6' o.c., or continuous lateral bracing,
equally spaced, for vertical valley webs greater than 7'-9',
For verticals over 10'-0' tall, apply (2) 1x4 'T' braces, 80% length of
web, same species and SRB grade or better, attached with 8d box
(0.113' x 25') nails a 6' o.c.
Top chord of truss beneath valley set must be braced with)
Properly attached, rated sheathing applied prior to valley truss
Installation.
Or
Purllns 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,
xxx 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',
:ched Cut
ttom Chord
Rev
Bottom chord may be square or pitched cut as shown,
W 2X4
Valle
Spacing
Square Cut Stubbed Valley
II Bottom Chord End Detall
SQ°
20-0-0 (++)
Supporting trusses at 24' O.C. maximum spacing,
osINPORma FIAt unen V1HGva AV a HfdMFAC ORS E1ID1N6 im >1JSTALLERS
Trusses require extras care In fabrlcatIng, harndling, ahppl�nnpp Installing and bradny Rater to aryl
fprolloe the latest edtlon of =1 Invldng Conporrnt Safety Infornatbn, by TPI and VTCN for safety
adas� sr 5 PPICMotherwise.OP� use funCl ens. .Installers sh&U provide to hrackq per BCSL
top chord shill have properly attach, structural aheo and button
chord
shall have a prodn�rly attaclxd r1old eeling. Locations shown for pernonrnt lateral restraint
///TPF of webs shall have hradng Installed per-ICSI sections 23, 37 or MO. as applicable. Apply Yyates to
each face of truss and position u shown above And on the Joint Dstaas, usrtass noted otl;enisr.
BuUng Components Group Inc. Peter to drowttps 16M-2 for standard plot& positions
1TV 8LAft Corpontnts Group Ina shall not be responshte for any deviation iron this drawing, any
falrrs to buU the truss In confomance with ANSI/TPI L or for hinting, sftkV, Installation &
bradng of trusses. A seal on this dradno or &aver gape this drawing, Indkatas acceptance
Of professional onDheaNso raspansmlBty solely for tiv designs run The sWtabilty and us* of tide
rYowIng for any structure In the responshlity of the DAchV Designer per ANSI/TPI 1 SecZ
Earth City, MO 63045 For pore infornatlon son this job's general natal page and these web sites;
3rW=0 wedtwbegcand 7Pb mtpMstorgd VFW www.wbdrviutryorgr 100 wwakcsafearo
Val
Optional Hip
_ nin+ na+nll
TC LL 30 30 40PSF REF
TC DL 20 15 7 PSF DATE
BC DL 10 '10 10 PSF DRWG
BC LL 0 0 0 PSF
TOT. LD. 60 55 57PSF
3)UR.FAC.195/1,3311.1511.11
SPACING 24.0'
VALLEY DETE
2/16/12
VAL180100212
Face -Mount Hangers
SIMPSON,
El
0
These products are available with additional corrosion
protection. For more information, see p.18.
el
77�No.
Min.
Heel
Height
LUS24-2
LUS26-2
HHUS26-2
HGUS26 2
2%
4'�s
49iis
4
HGUQ26-2-SDS3
5%
LUS28-2
4'fis
HHUS28-2
69/s
HGUS28 2
6`14s
HGUQ28-2-SDS3
7Y4
63is
LUS210-2
HHUS210 2
8%
HGUS210-2
Bs/is
HGUQ210-2-SDS3
9%
HGUS26-3
4'Vis
HGU026-3-SDS4.5
536
HGUS28-3
619is
HGU028-3-SOS4.5
7A
HGUS210-3
8'iis
HGUQ210-3-SDS4.5
9Ya .
HGUS212 3
lOs/e
12%
HGUS214-3
HGUS26-4
5'h
HGU026-4-SDS6'
514
HGUS28-4
7'/4
HGU028-4-SDS6
7Ya
HGUS210-4
9'/4
HGU0210-4-SDS6
9Ya
HGUS212-4
10%
HGUS214-4
12%
LUS46
4%
HGUS46
4%
HHUS46
4%
HGU046-SD83
LUS48
5Ys
4%
HUS48
61A
HHUS48
6'h
HGUS48
Pis
HGU048-SDS3
7Ya
LUS410
6'/a
HHUS410
8-Ya
HGUS410
87tis
HGUQ410-SDS3
9%a
HGUS412
10%
HGUS414
11 Yrs
a'IWIH
8
6
4
2
2
8
4
2
2
8
4
2
2
py These products are approved for installation with the Strong -Drive®
SD Connector screw. See pp. 3940 for more information.
Fasteners DF/SP Allowable Loads SPF/HF Allowable Loads
7 Carried Uplift Floor Snow Roof Wind Uplift Floor Snow Roof I
r Member (160) (100) (115 (125) (160) (160) (100) (115 (125) I
Double 2x Sizes
380 680 780 845
(4)16d
(2)16d
440
800
910
985
1,250
(4)16d
(4)16d
1,105
1,030
1,180
1,280
1,625
1,000
830
1,010
1,090 '
(14)16d
(6)16d
1,550
2,785
3,155
3,405
4;265
1,335
2,390
2,710
2,925 ;
(20)16d
(8)16d
2,155
4,355
4,875
SAO
5,575
1,855
3,760
4,200
4,500
'/4" x 3"SDS
(4)'/4' x 3" SDS
1,635
5,040
5,565
5,565
5,565
1,175
3,630
4;005
4,005
(6)16d
(4)16d
1,165
11315
11,500
11,625
2,060
1,000
1,125
1,285
1,390
(22)16d
(8)16d
2,000
4,210
4,770
'5,140
6,446
1,720
3,615
4,095
4,415 1
(36)16d
(12)16d �
3,235
7,460
7,460
7,460
7,460
2,785
6,415
6,415
6,415 1
x 3" SDS
(6)'/4" x T SDS
2,565
7,330
17,330
17,330
7,330
1,845
5,280
5,280
5,280 !
(8)16d
(6)16d
1,745
(30)16d
(10)16d
3.745
(46)16d
(16)16d
14,0951
Ya' x 3" SDS I
(8)'/4" x3" SDS
13.410j
Triole 2x Sizes
12
41%
4'Yrs
5'h
51h
4
4
(20)16d
(12)'/a' x 41N SDS
(B)16d
(4)'/4" x 4'h" SDS
2,155
1,635
4,3
5,0
12
12
4'V1s
7'/4
4
(36)16d
(12)16d
3,235
7,4
12
411s
7'/a
4
(20)'/4" x 4Yz" SDS
(6) Y4" x 41h" SOS
2,565
.8,4
12
41%
9'/4
4
(46)16d
(16)16d
4,095
9,1
12
4'YIs
9Ya
4
(28)'/4" x 4'h" SDS
(8) Y4" x 4Yz" SDS
3,440
9,7
12
4'�s
101/4
4
(56)16d
(20)16d
5,045
9,E
12
41%
12Y4
4
(66)16d
(22)16d
5,515
10;
Quadruple 2x Sizes
6'Hs
5Yts
4
(20)16d
8)16d
2,155
4„
12
12
69/is
57/s
4
(12) Ya" x 6" SDS
(4)'/4" x 6" SDS
2,375
5,(
12
69/11;
7'Ys
4
(36)16d.
(12)16d
3,235
7,4
12
6%
7%
4
(20)'/4" x 6" SDS
(6) Yd' x 6" SDS
4,020
8
12
69/ts
9Vs
4
(46)16d
(16)16d
4,095
9,1
12
69;s
93As
4
(28)'/+ x 6" SDS
(8)'/4" x 6" SDS
4,170
10,
12
69/is
lOs/e
4
(66)16d
(20)16d -
5,045
9,l
121
69Xs
12%
4
1 (66)16d
(22)16d
5,515
10,
4x Sizes
18
3%
04
2
(4)16d
(4)16d
1,165 Tl
12
3s/a
47/is
4'
(20)16d
(8)16d
2,155 4,:
14
3%
53/i6
3
(14)16d
(6)16d
1,550 2,,
12
3%
4%
4
(12)'/4" x 3" SDS
(4) Y1' x 3" SDS
1,635 5,1
18
3%
6'/4
2
' (6)16d
(4)16d
1,165 1,,
14
39A6
7
2
(6)16d
(6)16d
1,550 1
14
3%
71/s
3
(22)16d
(8)16d
2,000 4,
12
3%
7Y6
4
(36)16d
(12)16d
3,235 7,,
12
3%
3�s
6%
8'Y4
4
2
(20)1/V x 3" SDS
(8) l6d
(6)'/4" x 3" SDS
(6) l6d
2,565 7,;
1,745 1,1
18
4
3s/
9
3
(30)16d
(10)16d
3,745 5,i
7,460 2,785 6,415 6,415
8.860 2,890 6,050 6.380
9,100 3,525 7,825 7,82E
8,685
1,180 1,280 1,625 1,000 880 1,010 1,090 1,385
4,875 5,230 5,575 1,855 3,750 4,200 4,500 4,795
3,160 3,410 .4,265 1,335 2,390 2,710 2,925 3,665
5,165 5,165 5,165 1,175 3,630 3,720 3,720 3,720
1,500 1,625 2,660 1,000 1,125 1,285 1,390 1,765
1,815 1,960 2,470 1,550 1,365 1,555 1,6B0 2,115
4,770 5,150 6,440 1,720 3,615 4,095 4,415 5,535
7,460 7,460 7,460 2,785 6,415 6,415 6,415 6,415
7,330 7,330 7,330 1,845 5,280 5,280 5,280 5,28C
9 non 7 9sx; 9 970 1.500 1.565 1.765 1,935 2,45E
165 3,440
Code
Ref.
17, L17, FL
17, L17, FL
FL
17, L17, FL
FL
17, L17, FL
FL
17, L17, FL
FL
17, L17, FL
FL 1217, L17, FL V
d
C
17, L17, FL C
O
FL U
17, L17, R. W
FL
17, L17, FL F-
FL
17, L17, FL O
a
17, L17, FL
FL
17, L17, FL
FL
17, L17, FL
1
12
a
3%
9'tis
4
(46)16d
(16)16d
4,095
9,100
9,100
9,100
9,100
3,525
7,825
7,825
7,825
7,825
12
'3s/a
87A
4
(28)1/V x 3" SDS
(8)!/4" x 3" SDS
3,440
7,415
.7,415
7,416
7,415
2,475
5,340
5,340
5,340
5,340
FL
12
3%
10MG
4
(56)16d
(20)16d
5,045
.9,600
10,100
9i600
10,100
9,600
10,00
9,600
10,100
4,335
4,745
8,255
8,685
8,255
B,685
8,255
8,685
8,255
8,685
17, L17, FL
12
34'e
12'/s
4
(66) l6d
(22) l6d
5,51E
do
t
trete an ties
1. Uplift loads have been Increased for wind or earthquake loading with no further
increase allowed. Reduce where other loads govern.
2. Wind (160) Is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than
minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance
with ANSI/TPI 1-2007. Simpson Strong -Tie° Connector Selector' Software
includes the evaluation of cross -grain tension in its hanger allowable loads.
For additional information, contact Simpson Strong Tie.
5. Simpson Strong -Tie° Strong -Drive° SDS Heavy -Duty Connector screws are
permitted to be Installed through metal truss plates as approved by the Truss
Designer, provided the requirements of ANSI/TPI 1-2014 Sections 7.5.3.4 and
8.9.2 are met (pre -drilling required through the plate using a maximum of 352" bit).
6. Strong -Drive SDS Heavy -Duty Connector screws that penetrate a8 plies of the
supporting girder (screws must penetrate a minimum of 1" into the last truss ply)
may also be used to transfer the load through all the plies of the supporting girder.
When Strong -Drive SDS Heavy -Duty Connector screws no pane p
of the supporting girder truss, supplemental Strong -Drive SDS Heavy -Duty
Connector screws at the hanger locations may be required to transfer the bad to
the miss pees not penetrated by the face fasteners, as determined by the Designer
7. The supporting girder truss must have adequate thickness to accommodate
the screw length, so that the screw does not protrude out the back of the
girder. W- or 41h%long Strong -Drive SDS Heavy -Duty Connector screws
may be substituted for the longer Strong -Drive SDS Heavy -Duty Connector
screws with no load reduction.
8. Loads shown are based on minimum of 2-ply 2x carrying member for nailed
hangers. With 3x carrying members, use 16d x 21h" naps into the header and
16d commons into the joist with no load reduction. With single 2x carrying
members, use 10d x 1 %" nails into the header and 10d commons Into the
joist, and reduce the load to 0.64 of the table value.
9. Nails: 16d = 0.162" dia. x 3'h' long. See pp. 26-27 for other nall'sizes
and information.
237
-� III I • Ir- "
Face -Mount Hangers Solid Sawn Lumber (DF/SPY '
The Joist Hanger Selector software enables you -the most optimum product for your project.
The software takes into consideration all the characteristics seen In this catalog. Visit strongtie.comrhs.
�9 These products are approved for Installation with the Strong -Drive"
These products are available with additional corrosion V SO Connector screw. See pp. 39-40 for more Information.
protection. For more Information, see p.18.
Fasteners bF%SP Allowable Loads Installed Code
Dimensions on.) Min Cost index
lift Floor Snow Roof Ref.
-
Y
L
Model No.
Oa
W
H
B
Max.
Header
Joist
(160)
(100)
(t15)
(125)
(ICI)
Sawn Lumber Sizes
20
1 %e
3'/e
1 %
-
(4)16d
(2)10d x 1'h'
265
555
635
685
Lowest •
17,127, FL, L5, L17
W24
18
1,Y
3Ye
1'Y4
-
(4) 10d
(2) lOd
490
670
765
825
+3%•.
2X4
LUS24
t6
1 �s
3'/e
1 Yz
-
(4)16d
(2)10d x 1'/x"
265
575,
655
I05
+¢�`�°
17, FL, L17
U24
HU26
14
1%e
3Ys
2'/4
-
(4) l6d
(2) lodx 1'h"
335
595
670
910
720
985
+owes%
Lowest
11,127, FL, L5, L17
LUS24 2
18
3Ya
3Ye
2
-
-
(4)16d
(4)16d
(2) t6d
(2)10d
440
370
800
575
655
705
+33%
17. FL, L17
DBL
2X4
U24 2
16
3'h
3
2
(4)16d
(2) tOd
380
380
595
720
+240
®
HU24-2 / HUC24-2
14
3Ye
3Ye
2'h
-
(4)10d
(4)10d
1,165
.865
990
1,070
Lowest
17,127, FL, L5, L17
LUS26
18
W6
4%
1V4
-
(6)16d
(4)10d x t'h"
565
635
950
1,030
+ %
LU26
20
1 %s
4e/4
1 %
2
-
-
(6)16d
(4)10dx1Yz"
585
865
980
1,055
+43%,
2x6
U26
16
tea
4°/4
1'Y4
-
(6)16d
(4) iOd x 1 Yz"
730
845
965
1,040
+`460°k
17, FL, L17
LUC26Z
18
1 %e
4°/a
2Y4
-
(4) 16d
(2)10dxIYz"
335
595
670
720
AM
HU26
i4
1%s
Vs
3
-
(14) t6d
(6) 16d
1,550
2,720
3,095
3,335
+owest
17,127, FL, L5, L17
HUS26
16
1 %
5%
(4)16d
(4)16d
1,165
1,030
1,180
1,275
Lowest
LUS26 2
18
3'/e
4'/s
2
-
(8) l6d
(4)101
740
1,150
1,305
1,410
+65%
17, FL. L17
U26 2
16
3'/e
5
2
-
(4) t6d
(4) i6d
t,235
1,065
1,210
1,305
+172%
DBL
2X6
HUS26-2 / HUSC26 2
14
3'/a
,
5�s
2
2'h
-
Min
(8) t6d
(4)10d
760
1,190
1,345
1.445
+233%
11,127, FL. L5, L77
14 ova 5 a
HU26-2 / HUC26-2 14 3Ye 5'Ya 2'h Max.
(12) i6d
(6) 10d
1,135 1.785 2,015
2,165 +254%
'
17. FL, L17
18 43'a 4'/4 2
(4)16d
(4) 16d
1,165 1,030 1,180
1,280 •
LUS26 3
16 4�a 4Y4 2
(8)16d
(4)10d
740 1,150 1,305
1,410
17, FL
TPL U26-3
2x6 14 4'1/e 4�e 2Yz -Min.
816d
()
(4) 10d
()
760 t,190 1,34b
1;M145
+
HU26-3 / HUC26-3 14r'Y16 4% 2'h Max.
(12)16d
(67 10d
1,135 1,78.5 2,015
2J65
1,070 Lowest
Q
LUS26 18 4'y41Y4 -
(4)10d
6 16d
(4)10d
4 10d x 1'h"
( )LUS28
1,165865 990
565 835 950
1.030+6%p127,
FL, L5, L17
L'U26 20 4% 1% -()
(6) lOd
(4)10d
1,165 1,105 1,260
1,365 +23%
18 65i'a 1'Y4 -
(8)16d
(6)10d x 111"
650 1,110 1,270
1,335 +39°k
"
LU28 20 6Ya t Yz -
(6)16d
(4)10d x 1'h°
585 865 980
1,040 +43%
•
2x8 U26 16 1Y,s 04 2 -
(6)16d
(4) lod x 1'h"
730 845 965
1,040 +160%
17, FL, L17
©
LUC26Z 16 1%s 4Y4 1'Y4 -
(6) 16d
(4)10d x t Yz'
610 895 1,005
1.085 +251%
10
HU28 14 1%s 5'/4 2'/4 -
(14) 16d
(6)16d
1,550 2,720 3,095
3,335 +409%
0
"
HUS26 16 1 Me 5% 3 -
(22) t6d
(8) 16d
2,000 3,965 4,120
. 4,220 +409%
17,127. FL, L5, L17
HUS28 16 1 Ye 7 3 -
(4) l6d
(4) 16d
1,165 1,030 1,180
' 1,260 Lowest
LUS26 2 18 3'/° 4'/e 2 -
(6)16d
(4)16d
1.165 1,315 1,500
1,625 +8%
Q
LUS28 2 18 3'/a 7 2 -
-
(8)16d
(4)10d
740 1,150 1.305
1.410 +65%
OBL U26 2 16 3'/° 5 2
FA -
(6)16d
(6)16d
1.550 1,695 1,815
1,960 +188%
17. FL, L17
2x8 HUS28-2 14 73is 2
21A Min•
(10)16d (4)10d
760 1,490 1.680
1,805 +397%
Q
14 3'/e 7
HU28-2 / HUC28-2 14 3Ye 7 2'h Max.
(14) 16d (6) tOd
1,135 2,085 2,351)
2,530 +418%
header fasteners. Uplift loads 5.
DF/SP loads can be
used for SCL that has fastener holding capacity
1. Uplift loads apply to 10d and 16d
have been Increased for wind or earthquake loading with no
6.
of Doug Fr.
TrussS�20,
n tension may �lle° dSelect�oAr
'
further increase allowed. Reduce where other loads govern.
4i Simpson Strong Connector
"
2. 10d commons or 16d sinkers may be used instead of the
16d at 0.84 of the table load value.
software includes the evacuation of cross grain tension in its hanger
loads. For additional,information, contact Simpson Strong -Tie.
• .� H
specified
3.16d sinkers may be used Instead of the specified 10d
no load reduction. (16d sinkers are not
7,
allowable
Nails: 16d = 0.162'
0148"
dia. x 3'h' long, 10d = 0 24_8' dia27 l 3" long,ther nail sizes
dia x 1 W long. See pp.6
commons with
acceptable for HOG applications.)
load values - fill all round holes;
10d x 1 Ih° =
and Information.
4. Min. nailing quantity and
load - fill all round and
'Hangers do not have an Installed Cost Index.
f (ang
Max. nailing quantity and values
f�
triangle holes.
Codes: See p.14 for Code Reference Key Chart