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HomeMy WebLinkAboutTruss>-<
DETACHED GARAGE
SITE BUILDING PLAN
35'-4"
13'-2"
50'-7"
129'-7"
E FEE FEE . FEE Via/''.
17'-6"
I
I
I
13'-0"
-
TYPICAL 3' OVERHANG DETAIL
12
4 F
2'-0„
OVERHANG
,- -------2`-----
I I
I �r
I
I
I
12
71
HURRICANE METAL. STRAP
ANCHOR EACH TRUSS (BY BLDR)
TYPICAL 2' OVERHANG DETAIL
❑I'( OV7D AS NOTE
,:
'CJ F,t_VIEVvtD
ONLY FOR CONFORMANCE WITH THE DESIGN
CONCEPT OFTHE PROJECT AND FOR
COMPLIANCE WITH THE INFORMATr)rr GIVEN
r� TRACT DOCUMENTS C(lhfTRACTOR
_j
13
NOTE:
YOUR SIGNATURE WILL ACKNOWLEDGE:
1) AUTHORI7^.TION FOR FA.RRICATInN,
2) VERIFICATION OF ALL DIMENSIONS, CONDITIONS,
AND TRUSSES. TRUSSES WILL BE MADE IN
STRICT ACCORDANCE WITH THIS PLACEMENT PLAN.
3) RECEIPT AND USE OF "SCSI—B1 Summary Sheet
COMMENTARY and RECOMMENDATIONS for HANDLING,
INSTALLING & BRACING METAL PLATE CONNECTED
WOOD TRUSSES" (TPI).
4) NO BACK CHARGES OR CRANE CHARGES OF ANY
KIND WILL BE ACCEPTED UNLESS SPECIFICALLY
AUTHORIZED IN WRITING BY TRUSS PLANT MNGMT.
SIGNED
TI TLE
DATE
IN 1 HE UJI,
SHALL VERIFY ALL DIMENSIOgS OF ALL All spacing is 24 O.C., except as noted.
COMPONENTS AS PART OF F'NAL ENSEMBLE; All walls shown are bearing, except as noted.
THIS APPROVAL DOES NOT RELIEVE THE, All valleys calculated with sheathing under.
CONTRACTOR CIF ANY RESPONSIBILITY FOR Number of girder plies to be determined by engineering.
COMPLIANCE WITH SPICIFiCATIONS, DO NOT CUT OR ALTER TRUSSES w/o AUTHORIZATION FROM THIS OFFICE.
ALBERI' A BAR ULO • Labeling trusses is a service, not a requirement. Engineered
co s(J �17NG NEERdrawings supercede labeling of trusses. It is the responsibility
of the builder to utilize engineered drawings when erecting trusses.
DATE BY
WARNING
ERECTION BRACING IS NOT THE RESPONSIBILITY OF TRUSS DESIGNER, PLATE MANUFACTURER,
NOR TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK
PROFESSIONAL ADVICE REGARDING ERECTION BRACING WHICH IS ALWAYS REQUIRED TO
y� PREVENT TOPPLING AND DOMMOING DURING ERECTION; AND PERMANENT BRACING WHICH
MAY BE REQUIRED IN SPECIFIC APPLICATIONS. SEE 'BCSI-B1 Summary Sheet COMMENTARY
J3 and RECOMMENDATIONS for HANDLING, INSTALLING do BRACING METAL PLATE CONNECTED
WOOD TRUSSES' (TPI). TRUSSES ARE TO BE ERECTED AND FASTENED IN A STRAIGHT AND
PLUMB POSITION WHERE NO SHEATHING IS APPLIED DIRECTLY TO THE TOP CHORDS; THEY
J1 SHALL BE BRACED AS SPECIFIED ON THE TRUSS DESIGN.
TRUSSES SHALL BE HANDLED WITH REASONABLE CARE DURING ERECTION TO PREVENT
° DAMAGE.
_ TRUSS COMPANY SUPPLIES ONLY TRUSS TO TRUSS CONNECTIONS.
TRUSS COMPANY WILL SUPPLY ALL TRUSS TO TRUSS HARDWARE
_11'-a �VOl1P9� © CONNECTIONS FOR REACTIONS UNDER 5000 POUNDS. FOR ALL
(OH) REACTIONS GREATER THAN 5000 POUNDS, OR SKEWED, NO
TYPICAL CORNED `.SET DETAIL HANGER IS SUPPLIED.
CONTRACTOR SHOULD CHECK ALL REACTIONS FOR PROPER CONNECTIONS.
FiAN(�EKS TO BE USED Exposure
WIND AND GRAVITY CRITERIA
Exposure Category : B Bldg Category : 2 Wind Design Velocity : LQ MPH
(SIr pSon) 01" (Usp) Imp. Factor : 1.00 Wind Load Duration Factor : 1.33 Mean Roof Height : 8:::
0 t Ni26 ®HU526 Stephen W. Warter Sttuct Eng #54395 2590 N. Kings Highway, Fat�R�@� � � � �64-4160
R
E ��� C� . •N S E • iEsr
j
Te (Manger Dy bullder) s
N O T E o . 1z
Trusses showr on this layout are a component part of the building
and show fuss 10cation. Proper erection, temporary and SOUTHE 7 2
permane^. bracing design are the responsibility of the building pafA�/•••• •••
designn or his engineer . Lateral bracing shown on the individual TRUSS COS
trusr drawings mUht be placed during the erection procedure. a o`
r— — 2590 N. Kings Highway, Fort �fefic�rt�l�r3495°I
`JUU
( LOT:
1911
DkISS: 3415 S. Indian River Drive, Fort Fierce, FL.
CDSIUM:
Malasl<--y Homes
mrn
SmE. DAM DRAWN DY: DUMIG Nuvpm:
F91UIOEEr�R,'O
U S COMPANIES, INC.
SOUTHERN
.-, RANDY@SpUTHE�If�CRTOM
T'7 �LJ
2590 N. KINGS HIGHWAYJAp,V34951
COMPANIES
(800) 232-0509 / (772) 4R �EpC772> 318-001 Fax
INFORMANU WITH THE r
-41
Project Nave and Address: -3LJ(r, 5'. '1k)bkNR- � �1� T OFp�i ��,�E T A ,p ✓'; �R Single-FaMRY
ANCE WITH T E INT70 MA.'
Lot; Block; County)
P
! I- kiACV;F— IN THE CONTRACT DOCUMENTS, CONTR ;,"TOR Multi-Far�ily
Truss Company: Southern Truss Companies, Inc, SHALL VERIFY ALL DIMENSION�ALL
COMPONENTS PART OF FINAL ENSEMBLE. Commercial
Truss Engineering Prograr�,i TrussPro by Arce EngineerinYAORPPR�VAL DOES. NOT RELIEVE THE
Plates By, Automatic Stamping, LLC, CONTRACTOR OF ANY RESPONSIBILITY FOR
COMPLIANCE WITH SPECIFICATIONS.
Contractor / Builder: �
�Sk� C�(nMF1 '5
ALBE RGIU P.E.
Model; r`FSib'>-J GC �- pi---r rp
STATEMENTi <<
I certify that the engineering for the trusses listed on the DAM_c he in ex By ave ,peer)design ed and
checked for compliance with the Standard Building code 1997 and FBC2007. The trusf system has been designed
to provide adequate resistance to wind
load and forces as required by the following provision,
ROOF FLOOR
Design criteria; ASCE 7705j (LJa MPH Top chord live load, aQ P,S.F Top char live load) P,S.F
Engineers Stephen W. Warter
Top chord dead loads—P,S.F Top chord ad ad: P,S,F
Bottom chord live load: P.S.F Bottom chord -.l`dl P,S,F
Address; 4922 Dyer Blvd,
Bottom chord dead load, P,S,F Bottom ch dead toddi P,S,F
West Palm Beach, FL, 33407
Durration factory Durration factor;
Mean height, 2
Exposure, C
10.0 P.S.F bottom chord live load nonconcurrent with any other live loads.
This is an Index sheet submitted in accordance with the Department of Professional Engineering,
Tallahassee, FL, Engineering sheets are photocopies of the original design and approved by me,
NQ.
Truss ID
N0.
Truss ID
N0.
Truss ID
N0.
Truss ID
N0.
Truss ID
N0.
Truss ID
1
20
39
6
58
77
LVe
96
C,
2
21
-
40
59
31
78
-'2-
97
!
3
13-3m
22
41
T
60
79
-)-
98
Rl
E
4
� ( A
23 1
42
"�2
61
80
99
E
5
c,)'IA
24
43
62
i+'-(b
81
100
6
25
3
44
12
63
82
101
7
26
45
Z
64
31
83
U 8
102
Li i
8
( -
27
46
N°Z L
84
v Z
103
40
9
�'�
28
47
AU4A
66
85
(
104
1
1 p
29
48
67
`3
86
2f�
105
j
1�1
30
jA
49
tJ
68
6P (L
87
3
106
1'2:.
31
J
50
69
88
107
1,3'
O
32
J
51
70
q
89
108
14
33
t J
52
t4'iA
71
41(B
90
5L
109
15
34
53
� =
72
91
(
110
16v
35
54
\3 3F
73
92
1341>timy
11
36
55—
74
t1Z
93&\N37
56
q(=-
75
�%
9419`
38
57 �� 7g 1) 95•114As
witness by my seal, I hearby certify that the above Information CZ
belief, ; LU
Is true and correct to the best
f m knowledge and o CO :
• W
Name, Stephen W. Warter
�ic'� OF
�,(j
Lic. #54395
Date.
;.s .p••° F L 0 ��'•°!,?`o
Vv
e
eFS.S I wA
Iai-�aU
ON
n .l
NOTE: NDS=National Design Specifictions
for Wood Construction.
132.5# per Nail (D.O.L.Factor=1.00)
nds toe nails only have 0.83 of
lateral Resistance Value.
12-
HIP GIRDER
'0 '0 '(D
12
1.5 &
OVER
9-9-5
CORNER JACK GIRDER
ALLOWABLE REACTION PER JOINT
0 UP TO 265# = 2-16d NAILS REQ'D.
B@ UP TO 394# = 3-16d NAILS REQ'D.
J'K(HIPGIRIDER)
J30U
�,use 2-16dJ5`\toe nail\TC & BC.A OA QA
OO i
Typical jack 45'
attachment
TYPICAL CORNER LAYOUT
use 3- 16d `.
toe nail @ TC
& 3-16d
Typical Hip —jack'
attachment
CHORD
HANGERS
FASTENER
GIRDER
JACK
J1—J3 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — — — —
BC
_ _ _ _ _ _ _
2-16d nails
— — — — —
J5 TO HIP JACK GIRDER
TC
— — — — — — —
2-16d nails
— — — — —
BC
— _ _ _ — _ _
2-16d nails
— — — — —
J7 TO HIP GIRDER
TC
— — — — — — —
3-16d nails
— — — — —
BC
— — — _ — _ _
2-16d nails
— — — — —
HIP JACK GIRDER (CJ7) TO HIP GIRDER
TC
— — — — — — —
3-16d nails
— — — — —
BC
_ — — _ — _ _
3-16d nails
— — — — —
MINIMUM GRADE OF LUMBER LOADING (PSF) FBC
FBC2007
T.C. 2x4 SYP #2 L D
B.C. 2x4 SYP #2 TOP 20 f
WEBS 2x4 SYP No.3 BOTTOM 00 10
SPACING 24" O.C.
SOUTHERN
Port Pierce Division
TRUSS 2590 N. Kings Highway,
Fort Pierce, FL 34951
PAI (800)232-0509 (772)464-4160
htip://www.southerntruss.com Fax:(772)318-0016
By: Stephen W. Warter, Structural Eng. License # 54395 2590 N. Kings Highway, Fort Pierce, FL 34951
f
TYPICAL DEVIL CORNER® HIP
ALLOWABLE REACTION PER JOINT
NOTE: NDS=National Design Specifictions for Wood Construction. D UP To 265# = 2-16d NAILS REQ'D.
132.5# per Nail (D.O.L.Factor=1.00) BQ UP To 394# = 3-16d NAILS REQ'D.
nds toe nails only have 0.83 of
lateral Resistance'Volue.
12
1.5 &
OVER
n
HIP GIRDER
12
1.5 &
OVER
!�0 -_0 -,0 o0
CORNER JACK GIRDER
Typical jack 45'
attachment
TYPICAL CORNER LAYOUT
Io
� I
I Ln
0
i
0
Typical Hip —jack'
attachment
351
Stephen W. Warter, Structurol Eng. License # 54395 2S9U N. r 2- y ��
T-BRACE / I -BRACE DETAIL
Note: T-Bracing / I -Bracing to be used when continuous lateral bracing
is impractical. T-Brace / I -Brace must cover go% of web length.
Note: This detail NOT to be used to convert T-Brace / I -Brace
webs to continuous lateral braced webs.
NaTPattern,i-Brace size g
'� "`� 1 x4 or 1 xo2x4 or 2x6 or 2x8
Note: Nail along entire length of T-Brace / I -Brace
(On Two-Ply's Nail to Both Plies)
WEB
1 Nails`
V Web
Nails/
Nails
SPACING
k �
Section Detail
T-Brace
Web
Bra'te Size
for One -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size 1 2
2x3 or 2x4 1x4 (') T-Brace 1x4 (') I -Brace.
2x6 1x6 (`) T-Brace 2x6 I -Brace
2x8 2x8 T-Brace, 2x8 1-Brace
Brace Size
for Two -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size
1 2
2x3 or 2x4
2x4 T-B race 2x4 I -Brace
2x6
2x6 T-Brace 2x61-Brace
2x8
2x8 T-Brace 2x8 I -Brace
T-Brace / I -Brace must be same species and grade (or better) as web member.
(') NOTE: If SYP webs are used in the an,
1x4 or 1x6 SYP braces must be stress
rated boards with design values that are equal to (or better) the truss web
I -Brace design values.
For SYP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45for T-Brace/I
For SYP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Bracell
Nailing Pattern
L-Brace size Nail Size Nail Spacing
1x4 or 6 10d 8" D.C.
2x4, 6, or 8 16d 8" D.C.
WE
Note: Nail along entire length of L-Brace
(On Two-Ply's Nail to Both Plies)
Web
Nails
L-BRACE DETAIL
Note: L-Bracing to be used when continuous
lateral bracing is impractical. L-brace
must cover 90% of web length.
L-Brace must be same species grade (or better) as web member.
L-Brace Size
for One -Ply Truss
4m.*.
s
ng
v
2x82x8
— DIRECT SUBSTITUTION NOT APLICABLE.
L-Brace Size
for Two -Ply Truss
Continuous
ateral Bracing
Web Size
4Rows
2
25c3 or 2x42x62x8
— DIRECT SUBSTITUTION NOT APLICABLE
I I4,=-D Noor
MINIMUM GRADE OF LUMBER
Top Chord 2x4 SYP #2 SPF #1/#2 or better
Bott -Chord 2x3(*) OR 2x4 SP #2N OR SPF #1/#2 or better
Webs 2x4 SYP #3 or better
(*) 2x3 MAY BE RIPPED FROM A 2x6. (PITCHED OR SQUARE)
(•') ATTACH EACH VALLEY TO EVERY SUPPORTING TRUSS WITH:
(2) 16d BOX (0.135" x 3.5), NAILS MTTOEW WIND.
FOR
l
FBC 2007. ASCE 7-05_
i r' MEAN HEIGHT, ENCLOSED BUILDING.
EXP. C. RESIDENCIAL, WIND TC DL=5 PSF.
CUT FROM 2x6 OR
LARGER AS REQUIRED
4'-0" Max
2x4
W2x4 W2x4
8'-0" Max _I
W1x3
:1:3 6'-0"Max SpacingW1x3
W2x4 3 W5x4/SPL W
20'-0" Max (**)
SUPPORTING TRUSSES AT 24" O.C. MAXIMUN SPACING.
SOUTHERN
TRUSS
Fort Pierce Division
N. Ki,9FLH34951
2590Fort
COMPANIES
60
772006
(800)232-072)318—
6-41
UNLESS SPECIFIED ON ENGINEER'S SEALED DESIGN, APPLY 1x4 "T"—BRACE, 807.
LENGTH OF WEB, VALLEY WEB, SAME SPECIES AND GRADE OR BETTER, ATTACHED
WITH 8d BOX (0.135"x2.5") NAILS AT 6" OC. OR CONTINUEUS LATERAL BRACING,
EQUALLY SPACE, FOR VERTICAL VALLEY WE13S GREATER THAN 7'—g".
MAXIMUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED 12'-0".
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" OC. OR AS OTHERWISE SPECIFIED ON ENGINEERS' SEALED DESIGN
OR
BY VALLEY TRUSSES USED IN LIEU OF PURLIN SPACING AS SPECIFIED ON
ENGINEERS' SEALED DESIGN.
THE
(***)NOTE BENEATHATH THE RE VALLEY IIS MEASURED FOR
ALONGHE SLOPETOP
OF THE TOP CHORD.
TRUSS
CHORD.
(**) LARGER SPANS MAY BE BUILT AS LONG AS THE VERTICAL HEIGHT DOES
NOT EXCEED 1.2'-0".
BOTTOM CHORD MAY BE SQUARE OR PITCHED CUT AS SHOWN.
VALLEY
SQUARE CUT W2x4 W2x4
BOTTOM CHORD
SQUARE CUT (**)TOE NAIL VALLEY
BOTTOM CHORD
VALLEY
OPTIONAL STUB OPTIONAL HIP
PSF G�*• END VERTICAL JOINT DETAIL
SP P�1N
By: Stephen W. Warter. Structural Eng. License j 54395 2590 H, Kings Highway, Fort Pierce, FL 34951
W2x4
\/\/ = iI - III "o u---II <_glI �
Erection bracing is not the responsibility of truss designer, plate manufacturer
nor truss fab(cator, persons 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. See 'SCSI-61 Summary sheet Commentary and recommen—
dations for handling, installing k bracing metal plate connected wood trusses RI).
Trusses are to be erected and fastened in fastened in a straight and plumb position
where no sheoting is applied directly to the top chords, they shall be braced as
specified on the truss design. Trusses shall be handle with reasonable care during
erection to prevent damage. /
-S
'IAL FRAMING
I.
Loadinq
TC LL
20
20
PSF
TC DL
10
15
PSF
BC DL
5
5
PSF
BC LL
0
0
PSF
TOTAL LOAD
35
40
1 PSF
DURACTION FACTOR
1 1.00
1 1.25
SPACING AI G4 U.U.
........... .
Page 10 of 10 National Evaluation Report No. NER-5iC
Table 6 — HUS Series
Forst. f inch = 25.4 mm, i Ibf = 4.45 N, i psl = s_s9 kP a
1 A Isd nail is 3 12 imbea long and D.162 inches in dlamelaG
2 The 16d nails driven into the jdmL shall be inslallad at 30 in 45 degrees honznnblly toward the header.
3 Upl'rfi loads induda a 331I3N or 60% ino asa for wind or seismicload conditions. No further incrr a shall be pennitled.
Rgure 6
E
® m
01 o 4
� Q
0 O
B c.
o
8 O
a
S
e
,0
•9
ARCE ENGINEERING
LUMBER '
TC 2 X 4 SYP No.2
BC 2 X 4 SYP SS
WB 2 X 4 SYP No.3
1 - Ply
REACTIONS (lb/size) 7-421/0-8-0. 4-148/Mechanical, 5-103/Mechanical
Max Hoe 7-385(LC 5)
Max Uplift 7 -332(LC Max Cray 7-421(LC ) 1),4-148(LC(LC )1). 5=5) 148(LC 2)
FORCES Qla) - First Load Case Only
TOP CHORD 2-7--83, 1-2=14, 2-3=1, 3-4-20
SOT CHORD 6-7=0, 5-6=0
WEBS 3-6 45,2-6--5
PLATE: AUTO
Malaskv H
BRACING NOTES
TOP CHORD Structural wood sheathing directly applied or 6-0-0 1) Unbalanced roof live loads have been considered for this design.
cc puriins, except end verticals. , 2 Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.OpsF BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low prise);
BOT CHORD Rigid ceiling directly applied or 9-4-14 cc and vertical left exposed; Lumber DOL=1.33 plate grip DOL-1.33. .
Gracing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 332 lb uplift at joint 7, 206 It,
- uplift at joint 4 and 37 lb uplift at joint 5.
LOAD CASE(S) Standard
—2-0-0 2-0-0 7-0-0
2-0-0 2-0-0 5-0-0
1.5x4 II 3x4 =
2-0-0 7-0-0
2-0-0 5-0-9
TIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITEF
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot-diUped alyanized steel.
2. Connector pates are applied to bath faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
indicated by circles (0).
SOUTHERN 3. fitting 7aointsbanaafuQSYcembeddedap�atesished using equipment producing snug
TRUSS e• Unless otherwise noted, compression top chord to be continuously braced by the
roof sheathing.
COMPANIES s. The permanent structural restraint shown is to prevent buckling of individual
member
attachnot intended
dras atorthenbuildingor the roof structure or as a pi
2590 N. Kings Highway CAUTION:
8 Y Trus es can be dangerous and can cause damage and uersonal injury if im rouuerl
Fort Pierce, F1.34951 handed installed and/or braced. Bracing shown on this drawing is NOT EeECT10N
(772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2006 BUILD
COMPONENT SAFETY INFORMATION. Guide to good ppractice for handling installing
of metal plate connected wood trusses'. TPI is located at: 218 North Lee Stree
Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst
o_ .. ,rf ...a....�n. 4r..e•n W&RNINGS enclosed With drawing packe
A: 0® J%e V tl Aa.7 �<C A�A®dB wee ois
%% \\� • o a 9 o40 (Mold.)
b% (`1 ,• �GN S E a• * ®gyp LOADING
-Z"e `G �95 CRITERIA: A
pr s
LOADING ips17
TCLL §20.6
TCDL 10.0
BCLL 0.0
BCDL 10.0
a• O • •a
erg �°°s ,Q ' • F L p��,� >�
TYPE: J7A
Deft ra Doe) V'N L/d PLATES GRIP
vM(l.L) -D.io 5-6 >621 360
YM -a.3a 5-6 >267 240 AS20 246/185
d LL 026 5 6 >285 2 0 �1 BH 246/195
DATE: 19 Mar 2010
aaaa roan,. Version: l0.1a
SPACING 2-0-0
Plates Increase 1.00
Lumbar Increase 1.25
Rep Stress Iner Yes
Code FBC2007/TPi2002
I<7A
LA RCE ENGINEERING
BER
TIC 2 X 4 SYP No.2
BC 2 X 4 SYP No.2
We 2 X 4 SIP Na.3
REACTIONS (lb/size) 7-349/0-8-0. 4-88/Mechanical, 5=75/Mechanical
Max Harz 7-301(LC 5)
Max Grav 7-349(LC 1),)4-88(LC 1) 5-105(LC 2)LC 5)
FORCES (lb) — First Load Cos. Only
TOP CHORD 2-7=-84, 1-2-14. 2-3=-1, 3-4=12
BOT CHORD 6-7=-0,5-6=0
WEBS 3-6--24,2-6a-2
es (8
-=>�
TOP CIHORD 0 l�tup8l�w� sheathin irectly 8pp NG
2r��0-0
uip� except.F�,
BOT CHORDZ d cdaingdirectorb
FAO • s oo
� • x • \ 00
ooso,d�l......V
—2-0-0 d L—U—U
2-0-0 2-0-0
QTY. 7
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05; 140mph (3—second gust); h=27ft; TCDL=6.Opsh BCDL=6.Opsf; Category 11; Exp C; enclosed; MWFRS (low—rise);
end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.33.
J)) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 359 It, uplift at joint 7. 122 lb
uplift at joint 4 and 38 lb uplift at joint S.
LOAD CASE(S) Standard
1.5x4 11 3x4 =
5-0-0
3-0-0
2-0-0 5-0-0
2-0-0 3-0-0
COPY OF THIS TRUSS DESIGN
TO ERECTION CONTRACTOR
TYPE: J5A
PLATE: AUTOMATIC STAMPING
FURNISH A
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
es' orry m (ee) I/def L/d PLATES GRIP
TC a.54 v.nnccWW -0.a1 1. >eae 36a
,. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
we 0.3t verlllL) —0.09 s e >ae0 24a AS20 2./1,5
we a,o 4 a/e /. �,� z46/1es
hot di ped galvanized steel,
z. Connector plates are applied to both faces of truss at each joint. Where
yr�ADL7 0.03
(u.utx) rrealu7 o.oe s s >sea zra
DATE: 19 Mar 2010
dimensions are not shown, plates are symmetrically placed about joint or as
LOADING
CRITERIA: AN51/TPI 1 2002 (MATRIX)
indicated by circles (a).
3. Cutting qnq {abripal?? shall 6e accomplished using equipment producing snug
Version: 10.1a
SOUTHERN
fitting Dints and fully embedded plates.
a. Unless o herwise noted, c5mpressTon top chord to be continuously braced by the
LOADING (psf) SPACING 2—D—o
TRUSS
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
TOLL 20.0 Plates Increase 1.00
bar Increas
TCDL to.a bar Increase 1.2s
COMPANIES
member and is not intended i a bracing plan for the roof structure or as a plan
BCD a.a Rep YES
2590 N. Kings Highway
B B Y
for the attachment of the roof to the uilding.
CAUTION:
Trusses ttan be dangerous and cddn cause damage and pet'sogal injury if improperly
is NOT ERECTION
BCDL to.o cede FBC2007/iP12002
Fort Pierce, F1.34951
handled installead and/or braceU. Bracing shown on this drawing
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
(772)464�3160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
ps
of metal pl to cDgnected wood trusses'. TPI located at: 218 North Lee Street
Suite 312. Alexandria VA 22314. Telephone: (703) 683-1010._ E-mail: info@tpinst.org
ARCE ENGINEERING ,,�`; 41 ,ki4i es 8932 QTY. 7
LUMBER BRACING i4 -1 .�' .P NOTES
TC 2 X 4 SYP No.2 ' TOP CHORD ` Su tural r, IdQol. to ireatl ee Y'�}-0-0 1)) Unbalanced roof live loads have been considered far this design.
BC 2 X 4 SYP No.2 v u�llns'� except end v 'cols, er 2) Wind: ASCE 7-05; 140mph (3-serond gust); h=27ft; TCDL-6.Opsf; BCDL-6.Ope: Category II; Exp C; enclosed; MWFRS (low-rise);
WB 2 X 4 SYP No.3 BOT CHORD id•e i(�1 n' g dimctl or 1 : e end vertical left exposed; Wmoor DOL-1.33 plate grip DOL=1.33.
t -Ply ^ sc 3) This-ttruss has been designed fora 10.0 pef bottom chord live land nonconcurtent with any other live loads.
REACTIONS (lb/size) 7-290/0-8-0, 4-28/Mechanical, 5-34/Mechanical + : "�j W 4) Provide mechanical eonnee0on (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 7, 39 lb
Max Hors 7-218(LC 5) uplift at joint 4 and 43 lb uplift at joint 5.
Max Uplift 7=-385(LC 3). 4--39(LC 5), 5--43(LC 4) \ ; �' a LOAD CASE(S) Standard
Max Grav, 7-290(LC 1), 4-28(LC 1). 5a58(LC 2) \ r�
FORCES (lb) - First Load Case Only r
Top CHORD 2-7=-86, 1-2=14. 2-3=-3, 3-4=4 r yy,�
BOT CHORD 6-7--0. 5-6=0 * • SQ)r6 �( j
WEBS 3-6--3.2-6--0 �` • 7
is b • • voo
—2-0 0 i 2-0-0 3-0-0
2-0-0 2-0-0 1-0-0
7.00 FM
1.5X4 II
2-0-0 3-0-0
2-0-0 1-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hat -dipped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. where
dimensions are not shown, plates are symmetrically placed about joint or as
TYPE: J3A
ast DEN 1. (be) or. Ud PLATES GRIP
7C 0,54 ver�cw -0.00 6 >YBB 360
DL AS1eH 24fi/195
wWe 00.07 H� 0.00 4 �/ 2j A640 246/195
(uewx) W�a( o.ot 6 >aefi i4o
LOADING
DATE: 19 Mar 2010
indicated by circles (o).
3. Cutt1'ng and fabricdatip�l shall be accomplished using equipment producing snug
SOUTHERN
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
Version: l0.la
fitting Joints an u y embedded plates.
TRUSS a. Unless o herwise noted, compression top chord to be continuously braced by the
roof sheathing.
LfING {p�) SPACING 2-0-0
1.25
COMPANIES s. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracingg pplan for the roof structure or as a plan
e
rcu o.0 Lumber Increas
TCDL to .o Rep Stss[.ore YES
BctL D.o Rep Stress YES
for the attachment of the roof to the bu9lding.
CAUTION:
BCDL 10.0 Code FBC2007/fP12002
2590 N. Kings Hi hwa
B B Y Trusses an b dangerous and can causg damage and oersoqal injury if im [opperly
Tanbraced. Bracing shown on this tlrawing is NOT ERE 10N
Fort Pierce, Fl. 34951 handled and/or
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
772 64-4160 F72 318-0015
( , ax: 7COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
Lee Street
of metal plyte connected wood trusses'. TPI is located at: 218 North
Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org
Read all manufacture's WARNINGS enclosed with drawing package.
ARCE ENGINEERING
LUMBER
TC 2 X 4 SIP No.2
SC 2 X 4 SYP No.2
WB 2 X 4 SYP No.3
1 — Ply
REACTIONS (lb/size) 5=327/0-8-0. 4=-20/Mechanical, 3=-111/Mechanical
Max Hoa 5-100(LC 3)
Max Uplift 5411(LC 3). 420((LC 1). 3= 111(LC 1)
Max Gra, 5-327(LC 1), 4-7(LC 2), 3-164(LC 3)
FORCES Ob) — Rret Load Case Only
TOP CHORD 2-5=79, 1-2-8. 2-3-3
SOT CHORD 4-5=0
0�
QTY. 16
BRACING 0W - ((''�� ' • J' `,P NOTES
TOP CHORD q S turd;_6:I ea h ng irecUy eep �,Sr0-0 1) Yfind: ASCE 7-05: 140mph (3—second gust); h-27ft; TCOL-6.0psf; BCDL-6.Opsy Category Il; Exp C; enclosed; MWFRS (low—rise);
m upTns\except e FcI1,,,,
a' end vertical left exposed; Lumber DOL�7.33 piste grip DOL=1.33.
BOT CHORT)a� iQ•c I�i ng direcU oc 2 This truss has been designed fora 10.0 psf bottom chord live Toad nanconcurtent with any other live loads.
b api�• 7� d 33 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 5, 20 lb
. ` : p uplift at joint 4 and 111 lb uplift at joint 3.
(f] LOAD CASE(S) Standard
c) ° ?
�C 0
d� • ° ° 3 S 0b
o0oe�e�sl o a o Vs eNe e '.�®00O
—2-0-0 1-0-0
2-0-0 1-0-0
1.5x4 11
1-0-0
1-0-0
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
TO ERECTION CONTRACTOR
TYPE: J1A
Csi aL in (I°•) '/d" Ua PLATES GRIP
TC O.H V..nnccWW 0.00 5 >cae 360
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
AS 0 246/195
oc 0.04 Vedt1L1 0.000 s >sse 240 AS1eH 246/19s
�tL J n/e /a
spa
hot -di ped galvanized steel. .
Z. Connector plates are applied to both faces of truss at each joint. Where
(M ) Wo 0.o1
rywlx) wme(LL� o.ao s >sea
LOADING
GATE: 19 Mar 2010
dimensions are shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (o).
3. Cptting dnd fabriCatipi shall be ac omplished using equipment producing snug
fitting joints and fully embedded pates.
Version: l0.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
�+
TRUSS
a. Unless otherwise noted, compression top chard to be continuously braced by the
roof sheathing.
LOADING (pal) SPAC NG 2-0-0
TCLL 1.25
COMPANIES
s. The permanent structural restrai t shown is to prevent buckling of individual truss
member and is not intended as a Bracing plan for the roof structure or as a plan
the to the building.
10.0 Lumber Increase .26
TcoL Io.o Lumber lnc eaee 1YES
BCD Rep SYreselner 002
for the attachment of roof
CAUTION:
0.0
BcU. 10.0 Cede FBC2007/TP12002
2590 N. Kings Highway
8 B Y
Trus es an b d ngerous and can causg damage and ers0 al Injury if impr0 erly
handed �nsta�lead braces. Bracing shown on This drawing is NOT EREC�ION
Fort Pierce, F1.34951
and/or
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 200E BUILDING
(772)l64 4160 Fax:(772)318-0015
°
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal plate connected wood trusses'. TPI 9s located at: 218 North Lee Street
683-1010. E-mail: info@tpinst.0rg
Suite 312. Alexandria VA 22314. Telephone: (703)
d Reaall manufacture's WARNINGS enclosed with drawing package.
ARCE ENGINEERING
°%� alai
to es 8932
QTY. 3
LUMBER
TC 2 X 4 SYP No.2
BRACING `v • • o z • °
TOP CHCRO- �clSrpl�E sheathi dlree0)9a6 ot�i-0-0
'cals.
NOTES
1) Unbolanced roof live loads have been cansldered for this design.
2 Wind: ASCE 7-05: 140mph (3—second gust); h-27ft; TCDL=6.Opsf; SCOL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise);
BC 2 X 4 SYP No.2
v �. ept
ia,
BOT CHORq tryd ing dire
n
ar
r —'O ac,bradng.
end vertical left exposed; Lumber DOL=1.33 piste grip D
live loads.
WB 2 X 4 SYP No.3 *Except* WS 2 X 4 SYP No.2
^
+/J
TC w
°'
live load
3 This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other
(by others) of truss to bearing plate capable of withstanding 96 lb uplift at Joint 5, 631 Ib
1 — Ply
REACTIONS (Ib/size) 5�81/Mechanical, 10=613/0-11-5, 6�380/Mechanical
O°'
43 Provide mechanical connection
uplift at Joint 10 and 368 lb uplift at joint 6.
Max Hars 10m381(LC 5)
Max Uplift 5=-96(LC 5), 10=-631(LC 3), 6=-368(LC 5)
° a'
5) Hanger(s) or other connection davice(s) shall be provided sufficient to support concentrated lood(s) 20 lb down and 32 lb up
20 lb down and 32 Ib up at 4-4-0, and 68 Ib down and B9 Ib up at 7-1-15, and 68 lb down and 89 lb up at 7-1-15
d Case
Load
FORCES (lb) — First Load Case Only
o m
O\ I-n a
` r
at 4-4-0,
on top chord, and 18 lb down and 55 lb up at 4-4-0. 18 Ib down and 55 lb up at 4-4-0, 65 lb down and 50 It, up at 7-1-15.
65 lb down and 50 lb up at 7-1-15, and 33 lb up at 1-6-0, and 33 It, up at 1-6-1 on bottom chord. The design/selection of
TOP CHORD 1—rst
4. 11, 3-11=0, 4-11= 311, 4-12=0, 5-12=12, 2-10=-31Ba
19
^ o f 0
such connection device(s) is the responsibility of others.
SOT CHORD 10-13=0, 9-13=0. 9-14=311. B-14=311, B-15=311, 7-15=311.
6-7=0 r�
C,
e a ®
% .
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
WEBS 3-9=-86,4-8-240. 4-7--460, 2-9=353 C>n(� O
° w\ ! ° �� LOAD CASE(S) Standard
1" ® 1) Regular. Lumber Increase-1.25, Plate Increase-1.00
®°® �(� ° ° S° °w�� O® Uniform Loads (plf)
V' �`+- Vert: 1-2=-60, 2-3=-60, 3-5=-60, 6-10=-20
4e��a� y�(�oo ®%0� ConcentratedVertLtta64(F 32, B=32) 12=-56(F=-2B, B=-28) 14=-28(F=-14, B=-14) 15--109(F=-55, 8=-55)
—2-9-15 2-9-15 6-6-7 9-9-5
2-9-15 2-9-15 3-8-8 3-2-14
I
0
I
I I
I
1.5x4 11 3x4 = 1 x4 11 3x4 =
2-9-15 6-6-7
1 9-9-5
2-9-15 3-8-8
3-2-14
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
TYPE: CJ7A
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
TC spy
rc
0� "t"a
0..01 a-9
U>cdfl Ud PLATES GRIP
>999 3�
i. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
Be oso
F 0.04 a—s
1.19
s
>e99 240 �20 246/1g5
/a /° AS1BH 246/1ss
i4o
hot -dipped galvanized steel.
z. Connector plates are applied tD bath faces of truss at each joint. Where
(W )
wrdt1Ll o.5
lrnatul o.os a-9
>e99
DATE: 19 Mar 2010
dimensionps are not shown, plates are symmetrically placed about joint or as
LOADING
LOADING
SOUTHERN
indicated by circles (o).
3. C4tt77'ng an dd fabriccatti shall be accomplished using equipment producing snug
fuQ�y
CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: 10.1a
��+
TRUSS
fitting oints and embedded plates.
A. Unless oiiherwise noted, compression top chord to be continuously braced by the
roof sheathing.
_
LOADING fps()
SPACING
2-0-0
1.00
s. The permanent structural restraint shown is to prevent buckling of individual truss
as a
2
Tcu o.a
TCDL 1o.0
Plato Ineeaee
Lumber lnem-
1.25
COMPANIES
member and is not intended as a bracing Ulan for the roof structure or plan
BCU. D.a
Rep Straw lner
NO
for the attachment of the roof to the building.
CAUTION:
BCOL 10.0
Code FBC2007/1PI2002
2590 N. Kings Highway
S B Y
Trusses can be d ngerous and c n cause damage and ersogal 1nju(y if im rapp rly
his NOT E�ECT�ON
Fort Pierce, F1.34951
handled installe� and/or brace Bracing shown on drawing is
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
57
of metal plate cogYA nected wood trusses'. TPI is located at: 218 North Lee Street
Suite 312, Alexandria 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org
Read all manufacture's WARNINGS enclosed with drawing package.
ARCE ENGINEERING ` �r�l:H't�,pes 8932 Q
�i
LUMBER BRACING v (� �j .� ' A NOTES
TC 2 % 4 SYP No.2 •FxcepN l3 2 X 4 5YP SS TOP CHORD ,ti05 t roTdSfieaih(ng IreeUy e t-3-6 .1) Unbalanced roof live loads have been considered for this design.
BC 2 X 4 SYP Na.2 q a11n41� cept end v cols. I 2 Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCOL=6.0psf; 9COL=6.Opsh Category 11; Exp C; enclosed; MWFRS (low-rise);
WB 2 X 4 SYP No.3 BOT CHORDao co- directly or 4- O� ® end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
1 I Py r-A, r 3 Provide adequate drainage to proven[ water ponding.
REAC110N5 (Ih/size) 17=2112/0-8-0, 10=2110/0-8-0 u7� r 4 This truss has been designed fora 10.0 psf bottom chord live load nonconeurrent with any other live Toads.
' ^0' 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1830 lb uplift at joint 17 and
Max Harz 17=202(LC 4) Cn 0 1829 lb uplift at joint 10.
Max Uplift 17--1830(LC 5). 10--1829(LC 6) ` _ LOAD CASES) Standard -
FORCES (Ih) - First Load Case Only nn\ ° - 0 1) Regular. Lumber Increase=1.25, Plate Increase-1.00
TOP CHORD 1-2-14. 2-3=-1850, 3-4=-2824, 4-18=0. 18-19-0. 5-19= 3162, 5- 0- - . 6 1=0, 6-7- 9;7-8=-1�7ji(� =41, Uniform Loads (plf)
2-17= 1752, 8-10= 2025 r
• Vert 1-2=-60. 2-3= 60, 3-4=-60. 4-fi--60, 6-7=-60, 7-8=-60, 8-9=-fi0, 10-17=-20
BOT CHORD 16-17-90. 15-16=1831. 15-22-2491. 22-23=2491, 14-23=2491. 14-24=265 -Q4=2555, 12- 55. 11-1'&=� 1, 11=25 Concentrated Loads (lb)
WEBS 3-16--1047, 3-15-681. 4-15-406. 4-14-866, 5-14--644, 6-14=784, 6- 32. 7.12-590, l% 1177 6n1G ,O 11=2196 4 � 927 6=83(Fj(2413= �F,F) 15=-423(F) 14=-83(F� 5=-88(F) 12=-423(F) 1B= BB(F) 19=-88(� 20= 88(F) 21=-88(F)
®moo
-2-0-0 2-0-0 7-0-0 12-8-0 18-4-0 23-4-0 25-4-0 27-4-0
2-0-0 2-0-0 5-0-0 5-8-0 5-8-0 5-0-0 2-0-0 2-0-0
5x8
7.00 12 .. 4
1 x4 Ii 5x8
5 6
17 16 15 _ 14 13 IZ 11 -
2x6 11 4x4 - 3x4 = 3x8 = 4x4 = 3x4 - 4x4 =2x6 11
PLATE: AUTOMATIC STAMPING
SEALII
1 hot-d
2. Conne
dime'
Indic
f�tti
SOUTHERN
Unle
TRUSS roofs
roofs
roof
COMPANIES s. The p
membe
for t
2590 N. Kings Highway Truss
Fort Pierce, FI. 34951 handl
BRACI
(772)464-4160 Fax:(772)318-0015 COMPO
• --
2-0-0 7-0-0
2-0-0 5-0-0
12-8-0
5-8-0
FURNISH A COPY OF THIS TRUSS DESIGN TO
F TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
lates are fabricated from 20 gauge ASTM A653/653H Grade A or better
falvanized steel.
ates are applied to bath faces of truss at each joint. Where
are not shown, plates are symmetrically placed about joint or as
y circles (o),
fabri atti shall be actolnplished using equipment producing snug
,its ancd fu??y embedded plates.
rwise noted, compres4i0n top chord to be continuously braced by the
ing.
is sat iatnsded asraibracinAwnplantforrrthenroofcstructurelorlasdaaplanuss
achment of the roof to the building.
Ian be dangerous and can causg damage and ersonal lnju y if im ro erly
nstalled and/or braced. Bracing shown on this drawing is NOT EP1ECg1ON
Refer to the Truss Plate Institute (TPI) publication 'SCSI 200E BUILDING
T SAFETY INFORMATION. Guide to good practice for handling installing
plate cc,nected wood trusses'. TPI is located at: 218 North Lee Street
2. Alexandria VA 22314. Telephone: (703) 683-1010._ E-mail:_infc@tpinst.or
18-4-0 23-4-0 25-4-0,
5-8-0 5-0-0 2-0-0
ERECTION CONTRACTOR
CSI DER In (be) 1/dell
1c 0.06 V°rl(LL)-a-101i 2-14 >�66
Be 0.77 Vmt(1L)-0.2812-14 >pe9
).e1 10
0.
� 0.2412-14 >B 9
LOADING
LOADING (psi) SPACING 2-0-0
TCLL 20.0 Plates Ineroaee 1.00
TCOL 10.0 Lumber Increase 1.25
BCLL 0.0 Rep Stress Incr NO
BCDL 10.0 Code FBC2007/TP12002
TYPE: H7F
i so PLATES GRIP
40
AS20 248/195
1w A51BH 246/195
DATE: 19 Mar 2010
Version: l0.la
0
ARCE ENGINEERING °°°� `Is�cbt�es 8932 QTY. 1
LUMBER BRACING Oo Q .� ' a NOTES
TC 2 X 4 SYP Na.2 TOP CHORD® 9�i GLyPoId sheothin ireeUy 97p 'rah-2-4 1 Untalented roof live loads have been considered for this design.
BC 2 X 4 SYP No.2 �purl/J'��s\, except a Icals. ® 23 Wnd: ASCE 7-05; 140mph (3-second gust); h=27ft; TCOL=6.Opsf; BCOL=6.Opsf; Category II; F�cp C; enclosed; MWFRS (law -rise);
BC 2 X 4 SYP No.3 BOT CHORB, g� cMjAng dint dmc rar�na Lumbar DOL-1.33 plate grip DOL=1.33.
_ h, WEBS •+ Ro at midptA 1 • 3) Provide adequate drainage to prerenl water pending.
REACTIONS (Ib/si2e) 15=1130/0-8-0, 8=1130/0-8-0 a `• ! 4 This truss hos been designed !or a 10.0 psf bottom chord live load nonconaurtent with any other live loads.
Max Hors 15-182(LC 5) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 659 lb uplift at joint 15 and
Max Uplift 15�182(LCC 5), 9=-659(LC 6) �. ` 659 lb uplift of joint 9.
r 1 _` • v
FORCES (lb) - First toad Case Only 0\ r� LOAD CASE(S) Standard
TOP CHORD 1-2=14. 2-3--750, 3-4=-934, 4-5= 944, 5-6=-975, 6-7--957, 7-8-4d1 Sn- 66,-9=-1088 ^°' r/ e
BUT CHORD 14-15--8,13-14=744,12-13-851,11-12=851, 10-11-991, 9-10=-92 O • r7QQ o
WEBS 3-14--339, 3-13=107, 4-13-122. 4-11-120, 5-11-85. 6-11=-50, 6-10 0, 2;14-856, 7-1 i2'27 �^
Vi 9 a e
—2-0— 2-0-0 9-0-0 16-4-0 23-4-0 25-4-0 27-4-0
2-0-0 2-0-0 7-0-0 7-4-0 7-0-0 2-0-0 2-0-0
5x8
4x7 zz
ter- 4 5
15 14 13 12 11 1U V
1.5x4 11 4x4 = 3x4 = 3x4 =
3x4 - 4x8 = 1.5x4 11
PLATE: AUTOMATIC STAMPING
SEALING OF
1. Connector pli
hot -dipped
z. Connector p�
dimensions ai
indicated by
SOUTHERN itt;ng join
'TRUSS Unless o
heri
roof sheathithii
COMPANIES 5. The aen
membeerr andnd i.
for the atta
2590 N. Kings Highway Trusses an
Fort Pierce, Fl. 34951 handled gnst
(772)464-4160 Fax:(772)318-0015 BRACING. Ref
r COMPONENT SA
2-0-0 9-0-0 16-4-0 23-4-0 25-4—L
2-0-0 7-0-0 7-4-0 7-0-0 2-0-0
FURNISH A COPY OF THIS TRUSS DESIGN
'RUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
es are fabricated from 20 gauge ASTM A653/653M Grade A or better
vanized steel.
es are applied to both faces of truss at each joint. Where
not shown.
plates are symmetrically placed about joint or as
ircles (o).
briptipo shall 6e acCamplished using equipment producing snug
and fully embedded plates.
se noted, compression top chord to be continuously braced by the
structural restraint shown is to prevent buckling of individual truss
not intended as a bracing plan for the roof structure or as a plan
ment of the roof to the building.
CAUTION:
dangerous and cadn causg damage and gersargal Injury if improperly
led and/or brace 'Brat ng shown an his raw ng is NOT ERECTION
to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
TY INFORMATION. Guide.to good practice for handling installing _
ERECTION CONTRACTOR
TYPE: H9F
m
OF11.
In (1•e) I/defl
L/d
PLATES GRIP
To 0.e9
go 0.3e
V.d(LLJ
11VI )
-0.16 13-14 >999
-0.1613-14 >999
360
24a
AS20 249/795
we 0.42
Morx(lt)
z
0.04 9 /
/
A91 SH 246/195
(yaldx)
0.05 13—. >999
240
LOADING
DATE: 19 Mar 2010
Version: 10.1a
ENDING (pal) SPACING 2-0-0
TCLL 0.0 Plot. Increase 1.00
TCDL 0 Lmber lncreaae 1.250
8CLL 1RuYS
BCDL 0.0
Code FBC2007/TP12002
I
: (703) 683-1010. E-mall:_IVDKpinst.org
ARCE ENGINEERING ��`�t�1 a(s + ki'eu�es (8932) QTY. 1 R
LUMBER BRACING O'' ��� -, -.l 'Y ire
TC 2 X 4 SYP No.2 TOP CHORD ` SdpGtubdl wrkd-�heathir� dircc8yap t'�-4-0
Be 2 X 4 SYP Nat 0 1 iin9,, xcept end v 'cols. e
WB 2 X 4 SYP No.3 BOT CHORZ ^ 9id Br�6'ng direcll p�(i or 6— 0 oc bbrroep, g.
1 — py w 0
REAC11ONS (Ib/sae) 17:1130/0-8-0, 12-1130/0-8-0
Max Harz 17=250(LC 4)
Max Uplift 17--683(LC 5), 12=-683(LC 6)
FORCES (Ib) — First Load Case Only 4
TOP CHORD 1-2-14. 2-3=-748, 3-4--837, 4-5=-779, 5-6=-710, 6-7=-710, 7-8= 7, 9-10=-91 10=T1=4^20 �—Z6.
10-12=-1103 ® rQ eo a m
Bar CHORD 16-17=-35. 15-16=73B, 14-15=916, 13-14=916, 12-13=-73 I 6CU
WEBS 6-15-427, 8-15=-267, 4-15--36, 3-16--266, 9-13=-410. 2-16-888. 10�� =l i e C7 �o • r/�00
daN�oee�e���o
NOTES
BUnbalanced roof live loads have been considered for this design. —rise);
Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCOL=6.Opsf; BCDL=6.Opsf; Category 11; Exp C; enclosed; MWFRS (low
Lumber DOL=1.33 plate grip DOL=1.33.
3 Provide adequate drainage to prevent woher ponding.
4 This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 683 lb uplift at joint 17 and
683 lb uplift at joint 12.
LOAD CASE(S) Standard
14-4-0
1-2-0— ?
0—?2-0-0 7-2-2 11-0-0 12-8—P , 18-1-14 23-4-0 ,25-4—Q27-4-
2-0-0 2-0-0 5-2-2 3-9-14 1-8-01-8-0 3-9-14 5-2-2 2-0-0 2-0-0
1x4 II
3x4
3x4
17 16 15 14 13 12
1.5ii4 11
3x4 =
3x8 = 3x4 =
3x4 =
1.5x4 11
0
1
I
I
2-0-01 12-8-0 23-4-0
25-4-9
2-0-0 10-8-0 10-8-0
2-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
TYPE: H11 F
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
csl
To 0.82
Dtfl "(.)
Vertc(tL� -02413-15
1/den
>aBB
L/d PLATES GRIP
360
i. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
Bc o.7e
ws
11.1 -0.6213-15
RoR((nn a.w 12
>484
909
240 fs2o 248/ies
240 AS1eH 246/1es
240
hot-divped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
(ueu x)
)
r0ee(u� 0.1616-16
>CBB
dimensions are not shown, plates are symmetrically placed about joint or as
LOADING
DATE: 19 Mar 2010
SOUTHERN
indicated by circles (o).
3. C tting and pabri ati shall be ac omplished using equipment producing snug
fully embedded
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
Version: l0.1a
fitting joints ancd plates.
4. Unless o herxise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
LaDlwc ((per)
Tcu 3o.a
SPACING
Plates In
lncreaee
2—o-0
1.00
1.25
25
COMPANIES
member and is not intended as a bracingg plan for the roof structure or as a plan
TCDL 10.0
ecoi
Lumber
e
for the attachment of the roof to the Dullding.
CAUTION:
1ou
c FBC2007/TF[2002
2590 N. Kings Highway
B g Y
Trusses can be dangerous and can causg damage and perso al Injury if imprD erly
drawing is ERECTION
Fort Pierce,F1.34951
handled installed and/or braced. Bracing shown on this NOT
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION Guide Guide to goad practice for handling installing
'
of metal p1A1pxandrlatYd 22314. Telephone: (703)o683-1010. E-mail�tinfo@tpinsttorg
of1z"it.me al
ARCE ENGINEERING
>�QVIa1� .I'I' es 8932 QTY. 12
LUMBER
TC 2 X 4 SYP No.2 •Except• T2 2 X 4 SYP SS, T2 2 X 4 SYP SS
BRACING p� ^ • r-� -1 ' '�p
TOP CHORD 5�turpl vrd ,d 6.�Ti di-11f' }-2-3
icals.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.Opsf; BCDL�B.Opsh, Category 11; Fxp C; enclosed; MWFRS (low-rise);
BC 2 X 4 SYP Na.2
WB 2 X 4 SYP No.3
® urr�Nn�I�i� -apt end v J
BOT CHOR. id V g dimuy p II ar 7- 9 .e� dh®g,
and vertical left and right exposed; Wmber DOL=1.33 plate grip DOL=1.33.
3 This truss has been designed for a 1D.0 psf bottom chord live load nonconcurrent with any other live loads.
1 - Ply
REACTIONS (lb/size) 12-1257/0-8-0. 15-1260/0-8-0
ti a!J .b
p
.r
4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 780 lb uplift at joint 12 and
776 lb uplift at joint 15. -
Max Harz 15-405(LC 4)
Max Uplift 12=-780(LC 6), 15=-776(LC 5)
Cn
5) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or bock (8).
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=14, 2-3=50, 3-4=-1100, 4-5=-1061, 5-6=-157, 6-7--38, 7-8=V113-1%-1080.
!1'\v` • '•'
21 . 9- 0=66,-11>Al, 2-15�c
LOAD CASE(S) Standard
1) Regular. Lumber Increase=1.25, Plate Increase=1.00
Loads (plf)
10-12a-159
mUniform
1-2=-60, 2-3=-60, 3-6--60, 6-9--60, 9-10=-60, 10-11=-60, 14-15=-20, 14-16=-45(F=-25), 12-16=-20
BOT CHORD 14-15=757, 1J-14=858, 13-16=907, 12-18=987C..�j�•Vert:
WEBS 5-7=-747,4-14-16, 8-13--413, 9-13-150. 3-14-219.
5-14-303, 7- 12�-1395 (� �
m
%%,®
IBO�I
2 0 20 0 0, 7-8-0 10-2-0 12-8-0
15-2-0,17-8-0, 23-4-0 ,25-4-927-4-q
F
2-0-0022--0---0� 5-8-0 2-6-0 2-6-0
2-6-0 2-6-0 5-8-0 2-0-0 2-0-0
3x4 =
6 _
3x4 i 3x4
7.00 ri'£
7
1x4 II 5 1x4 II
4 8
T
I 4.00 FT7 4x5 W 2 4x5
I
2.5x6 113 9 2.5x6 II
2 10
of l 01 T W4 W4
15 14 13 12
5x5 - 5x8 - 5x8 - 5x5 -
7-8-0 17-8-0 25-4-0
7-8-0 10-0-0 7-8-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
t. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -di ped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (G).
3. C tt'ng qnd fabri atti shall 6e ac omplished using equipment producing snug
fm anrd fu�Sy embedded
ng joints plates.
4. Unless otherwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
COMPANIES
member and is not intended as a bracingg ppIan for the roof structure or as a plan
for the attachment of the roof to the building.
CAUTION:
2590 N. Kings Highway
!3 B Y
Trusses can h dangerous and can cause damage and Derso al injuepy if imporo erly
�rawing NOT ERECpfION
Fort Pierce, F1.34951
handled insta�led and/or braced Bracing shown on this is
BRACING. Refer t0 the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
(772)464 4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street
Suite 312, Alexandria VA 22314. Tel (703) 683-1010. E-mail: info@tpinst.org
Reed all manufacture's WARNINGS enclosed with drawing acka e.
CONTRACTOR TYPE: T7
ca DEFL b, f oe) Va•n Id PLATES GRIP
1c 0.75 vert(ll)-a341rt4 >eBe Aszo 246/195
aC 1.00 Ven -0.7e 13-14 >4a1 240
wa 0S4 Iba((11LL)l 0 W AS1BH 246/196
(uabix) Wu,d(LL) 0.40 13-14 f744 240
LOADING DATE: 19 Mar 2010
n, ,_e- rueroly, Version: 10.1a
LOADING tV SPACING 2-0-0
TCLL 30.0 Plates Increase 1.00
TCDL 10.0 Lumber Increao. 1.25
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2007/1P12002
I
ARCE ENGINEERING 1 r K . ies 8932
Ty. 1
LUMBER
TC 2 X 4 SYP No.2
2 X 4 SYP Na.2
(('�� -f ° • .Pe
e1i',�-4-1
®�bbuthns�, excepd'
TOP CCHORO o�5 f�0tueal v�d`4I*F
NOTES
21Ynd:0.5CE 7-05140mph (3-second gust); h=27ft; TCOL-6.Opsf; BCDL=6.Opsf; Category II;Exp C; enclosed; MWFRS (low-rise);
1) Unbalancedroof live loads have been considered for this design.BC
DOL=1.33.
Wmber DOL=1.33
WB 2 X 4 S7P No.3
BOT CHOR� `Rigid angdirectrala9.
and vertical left and right exposed; plate grip
truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
CThis
(by others) of truss to bearing plots capable of withstanding 653 Ib uplift at joint 1J, 798
REACTIONS (lb/size)
13-151/15-0-0, 12-1025115-0-0, 15-1085/5-0-0
^ '!
Provide mechanical connection
uplift at joint 12 and 756 Ib uplift at joint 15.
Max Hors
Max Uplift
15=405(LC 4)Ib
13--653(LC 3), 12--798(LC 4), 15--756(LC 5)
4 12- 1025(LC 11 15-1OB5(LC 1)
m
LOAD CASE(S) Standard
13-640(LC ), o
Max Grav
FORCES (lb) - First toad Case Only pp�� 0 "f
TOP CHORD 1-2=14, 2-3= 50, 3-4=-610, 4-5=-649. 5-6=-93, 6-7=-91, 7-8--52�0 2461. 9-10=63, 1P.4q 41, 2.--`t5 - 82VO"2=-137
BOT CHORD 14-15=484,13-14-442, 12-13=545 .0 ��,-(UJ-782
WEBS 5-7=-336, 4-14--127, 8-13--270, 9-13=-75, 3-14=73, 5-14-308, 7-1 O, 3 6e -585, 9Gj1 p ,:� e.�A
®a®e®ee oeaaoe
12 0-02-0-0, 7-8-0 1 10-2-0 , 12-8-0 , 15-2-0 , 17-8-0 , 23-4-0 ,25-4-q27:: -9
2-0-02-0-05-8-0 2-6-0 2-6-0 2-6-0 2-6-0 5-8-0 2-0-0 2-0-0
PLATE: AUTOMATIC STAMPING
SOUTHERN
TRUSS
COMPANIES
2590 N. Kings Highway
Fort Pierce, Fl. 34951
(772)464-4160 Fax:(772)318-0015
r
3x4 =
6
3x4 /. -
15 14 13 12
5x4 - 5x8 - 5x8 = 5x4 =
7-8-0 17-8-0 25-4-0
7-8-0 10-0-0 7-8-0
FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTO
OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
plates are fabricated from 20 gauge ASTM A6531653M Grade A or better
d alvanized steel.
pates are applied to both faces of truss at each joint. Where
s are not shown, plates are symmetrically placed about joint or as
by circles (a).
Ind fabri atti shall he ac om lished using equipment producing snug
.1nts an? fuQSy embedded p�atpes.
:herwise noted, compression top chord to be continuously braced by the
Ithing.
nent structural restraint shown is to prevent buckling of individual truss
Id is not intended as a bracing plan for the roof structure or as a plan
ttachment of the roof to the building.
CAUTION:
Trusses Van be dangerous and can cause ddgamage and ersonal injury if im rouuerly
handled installed
the/TrussaP ateBInstituteo(TPI),publicationgI CSIO2008EBUILDING
COMPONENT SAFETY INFORMATION. 'Guide to good practice for handling installing
of meta plate connected wood trusses'. TPI is located at: 218 North Lee Street
Suite 3�2, Alexandria VA 22314. Telephone: (703) 683-101a. E-mail: info@tpinst.org
Read all manufacture's WARNINGS enclosed with drawing package.
I
I
TYPE: T7A
rs1 oFtL 1. 0x) I/den L/d PLATES GRIP
TC 0.67 V I, -0.171}74 >999 ]60 A520 24B/195
aC 0,70 VM(iL)-a•4513-14 14" 240
Wa 0.34 HHoorsrs((77LL)) 0.04 11 n/a /a ASIaH 246/195
(Matrix) YfaM(L1J 0.12 14 >999 240
LOADING DATE: 19 Mar 201D
1,,,.1111 1 .1 1 Version: 10.1a
LOADING (psl) SPACING 2-0-0
TCUL 20.0 I Plates I. -a 1.00
TCOL 10.0 Lumber Increase 1.25
BCLL 0.0 Rep Stress Iner YES
de
OCOL 10.0 CoF8C2007/rP12G02
N
ARCE ENGINEERING tip`` r1�lls,
-
: kfdes 8932
QTY. 1
LUMBER
TC 2 X 4 SYP No.2
BC 2 X 4 SYP No.2
BRACING 0 (� 1 ��, • • •A
TOP CHORD` Mural vtayd'4heathin direclly¢lp -2-9
���ur. except an 'cols. a'
apt
0•:
NOTES
1)) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCOL-6.Opsf; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
WB 2 X 4 SYP No.3
GOT CHORC, bng dirccU p
r c gra 9.
Provide drainage to water ponding.
- ty
a
Oe 'b
7t +
w
3 adequate prevent
4 This truss has been designed far a 10.0 psf bottom chord live load nonconeurrent with any other live loads.
REACTIONS (lb/size)
19-498/0-8-0, 17=872/0-8-0, tfi�-148/0-8-0, 11-1039
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 594 lb uplift at joint 19, 348
Max Hors
19=-34i((LC 3
3;, 17=-348(LC 5), 16=-544 LC 4), 11�-742(L
• (n a,
lb uplift at joint 17. 544 lb uplift at joint 16 and 742 lb uplift at joint 11.
Max Uplift
Max Gray
19=-594(LC
19-498(LC 1), 17-872(LC 1). 16-551(LC 3), 11-1070(LC 8)
LOAD CASE(S) Standard
FORCES - First Load Casa Only •
CHORD 1 2-14 2-3=-285 3-4=-321 4-5=-863 5-8=-786 6-7=-810, 7-8=-obi +9e-1 32, 9-10 4d6
• ` r f "
19=-I�DpS�F ®1180
TGOT OP 1 \ -
WEBS CHORD 18-19=-24, 4-17- 602 16-17=288, 15 6=270. 6, 14-1 72, 7-, 13- 06. 7-6� -1 -1056, 1'-
1 5
WEBS 3-18=-127, 4-17�-602, 4-16=549, 5-16=270, 6-15-772, 7-15--306, 7- 34,� o2�-4B9, - 8�356,A-fl�;`1,} b
o
V
a
°°®9&9B aBiteoo
1 2 0 92 0 0 4-7-9 ; 1 -0-0 14-4-0 , 20-8-7 , 23-4-0125-4-927-4
2-0-0 2-0-0 2-7-9 6-4-7 3-4-0 6-4-7 2-7-9 2-0-0 2-0-0
0 4.
I
I
0
I of �
4x6 =
4x6 -
5 6
19 18 17 16 15 14 13 12 11
2x5 11 1 x4 11 3x4 = 3x4 = 1 x4 11 3x4 =
3x4 = 4-8-0 14-4-03x4 = . 2x5 II
2-0-0, 4-7-9 1 10-8-0 114-0 20-8-7 23-4-0125-4-q
2-0-0 2-7-9 6-0-0- 0-4-0 3-4-0 6-4-7 2-7-9 2-0-0
0-0-7
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -di ped alvanized steel.
z. Conneclor pates are applied to bath faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
TO ERECTION CONTRACTOR
TYPE: H11 G
es DEFL 11 (�) Vd'n Ud PLATES GRIP
TC 0.75 VeAC�LL�7 -0.1013-13 >G88 3fi0
oc os2 v dDU -0-2a 5-1s >s95 2�o AS20 246/195
we 0.43 H.o.a1 11 /o /o As16N 246/195
(ueux) Wxd o.1s13-1s ioyy zoo
LOADING
DATE: 19 Mar 2010
SOUTHERN
indicated by circles (a).
3. Cutt'ng n(i fabri atf,1 shall be ac omplished using equipment producing snug
fttt�ng anrd fugSy embedded plates.
Version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
TRUSS
�olnts
4. Unless D herwise noted, compression top chord to be continuously braced by the
roof sheathing.
LoaoiN; ((pal) SPACING 2-0-a
1.00
COMPANIES
5. The permanent structural restraint shown is to prevent buckling of individual truss
member and 1s not intended as a bracingg plan for the roof structure or as a plan
TcLL 30.o Plaleslaerooee
TcoL 1o.a Lumber lncroaee 125
Rep
eel Feezoa7/TPlzovo2
for the attachment of the roof to the Cullding.
CAUTION:
BCDL 1oa
2590 N. Kings Highway
B B Y
Trus es can be dangerous and caan cause damage and grso al i{njury if imp nperly
6racea. Bracing shown on this Brawing is NOT EH€CT ION
Fort Pierce, F1.34951
handed in and/or
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
7
(772)464--4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
located 21B North Lee Street
II
of metal plate connected woad trusses'. TPI Is at:
Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: infoetpinst.org
Read all manufacture's WARNINGS enclosed with drawing package.
ARCS ENGINEERING es 8932
QTY.
BRACING(� J ' • . .A
nircc0ywp ri-2-5
TCM2�X 4 SIP No.2 To,. CHORD 0® tue �id�Shelliend
8C 2 X 4 SYP No.2 0 ems, rinbY exceptcals. A'
BOT CHOR� 'e6ng dirceor 6 O,oe ¢rae,�g.
NOTES
1)) Unbalanced roof live leads have been considered far this design.
2) 1Vind;ASCE 7-05: 140mph (3—second gust); h-27ft; TCDL=6.Ops1; BCIIL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise);
and vertical left and right exposed; Lumbar DOL=1.33 plate grip DOL=1.33.
WB 2� 4 SYP No.3 ^ gid
_ +r�7�'
(Ib/size) 17-780/0-8-0, 14=-133/0-8-0, 15=522/0-8-0, 9=1092/SA11,
,3))
Provide adequatedrainage to prevent water pending.REACnONS
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads.
Provide connection (by others) of truss to bearing plate capable of withstanding 731 Ib uplift at joint 17. 509
Max Hoe 17=-274(LC 3)5))
MaxUplift17_-731 LC5 , 14--509(LC 4), 15=-553 LC 3). 9--721(LC
Cn a
mechanical
Ib uplift at joint 14, 553 Ib uplift at joint 15 and 721 Ib uplift at joint 9.
Max Grw 17-780(LC 1), 14-569(LC 3). 15-659(LC 8S, 9-1101(LC 8)
LOAD CASES) Standard
FORCES (lb) — First Lead Case OnlyTOP
CHORD 1-2=14, 2-3=-374, 3-4--387, 4-5--969, 5-6--1086, 6-7--907, 71}.=-421. 7-9=
BUT CHORD 16-17=-23, 15-16=376, 14-15=819. 13-14=969, 12-13=954. 11-12-1�1033. 9-10=-.YiV •
WEBS 4-14=530, 5-13=52, 5-11-133, 4-15=-742, 3-16=-168, 6-10=-6265, 10=1271 V
\ V
o O
e
0. * _. N,e�,q 0
®as • 3 S, • �� 000
�48 A H V1111oll
®0
—2-0— 2-0-0 9-0-0 16-4-0 1 23-4-0 25-4-0 27-4-0
2-0-0 2-0-0 7-0-0 7-4-0 7-0-0 2-0-0 2-0-0
5x8
5x8
nn ri S' 4 5
17 16 15 14
2x4 11 1 x4 // 1 x4 \�
3x4 = 4-9-12
2-0-0 4-8-0 10-8-0 14-8-0
2-0-0 2-8-0 5-10-4 4-0-0
0-1-12
13 12 11 10 9
3x4 = 1x4 \\ 3x4 =
1 x4 // 2x4 I I
20-6-4 123-4-0 125-4-0
5-10-4 2-9-12 — 2-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
TYPE: H9G
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
CS1
TC a.73
oaL In Qe)
V-nc(u1—0.0711-1]
I/dell
>B°B
L/d
310
PLATES GRIP
1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better
oc o.48
w9 0.ea
ventn) -0.22+1-13
N°`=tt11UU 0.03 °
>778
/a
240
/a
240
AS20 24e/195
AS1BH 246/195
hot7di ped galvanized steel.
2. Connector plates are applied to both faces of truss at each joint. Where
(wow)
1Pee(u) 0.1111-13
>009
LOADING
DATE:
19 Mar 2010
dimensions are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles Co) .
3. Cptting and fabri atiVp shall 6e ac Gmplished using equipment producing snug
rd fully
Version: l0.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
TRUSS
fitting Joints an embedded plates.
4. Unless otherwise noted, compression top chord to be continuously braced by the
LOADING (psf)
SPACING
2—D-0 '
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
TCLL xo.o
PlatesIncro
1.00
COMPANIES
member and is not intended as a bracin anthe roof structure or as a plan
91Mding.
TOOL 1a.o
BOLL o.0
Lumber lnc ease
Rep Stress lncr
1.25
YES
.for
for the attachment of the roof to the
BCOL 10.0
Code FBC2007/TP12002
2590 N. Kings Highway CAUTION:
8 8 y Trusses can be dangerous and can cause damage and uersopl injury if 1mup erl�y
Fort Pierce, F1.34951 handled installed and/or braced. Bracing shown on this drawing 1s N0T EREC�ION
(772)164-4160 Fax:(772)318-0015 BRACING . Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING Z
COMPONENT SAFETY INFORMATION. Guide to good PPractice for handling installing
• of metal plate connected wood trusses'. TPI 9s located at: 218 North Lee Street
Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org ■
Read all manufacture's WARNINGS enclosed with drawl acka e.
ARCE ENGINEERING ,ti>`y��1�fi l's W i=f`d es (8932) U I Y. -I d
LUMBER BRACING vim- i\ • NOTES
TC 2 X 4 SYP No.2 TOP CHORD : S�rDCtural �,�,d�shea n �recU ad�ot -7-5 1) Unbalanced roof live loads have been considered for this design.
BC 2 % 4 SYP No.2 ® uiii s\ eieept end v icols.y Pa/ 0' 2) Wind: ASCE 7-05; 140mph (3-xcand gust); h=27tt• TCDL=6.Opsf; BCDL=fi.Opsf; Category 11; Fxp C; enclosed; MWFRS (low-rise);
WB 2 X 4 SYP No.3 *Except* W7 2 X 4 51P No.2, W7 2 X 4 SYP No.2 BOT CHOR� ` id g direct! �li or 6 Qpc t}raex. end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33,
1 -Ply a. ^ y"f• d 3 Provide adequate drainage to prevent water pending.
REACTIONS (Ib/size) 19=310/0-B-0, 17-263/0-8-0, 16=2568/0-8-0, 11-966/0 Bv.O` ! 4 This truss has been designed far a 10.0 pef bottom chord live load noneoncurrent with any other live loads.
Max Harz 19--202 LC 3)) '� 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 366 Ib uplift at joint 19, 477
Max Uplift 19--366(LC 5), 17--477(LC 3). ,6--2385((LC 4). 11--917(L e il) �. lb uplift at joint 17, 2385 lb uplift at joint 16 and 917 lb uplift at joint 11.
Max Crav 19-310(LC 1), 17-2WLC 8), 16-2568(LC 1), 11-966(LC 1) \a e � e LOAD CASE(S) Standard
p\ r� �, 1) Regular. Lumber Increase=1.25, Plate Increase=1.00
FORCES (lb) - First Load Case Only o e r r I o Uniform Loads (plf)
TOP CHORD 1-2-14. 2-3-153. 3-4-191, 4-20=551. 5-20-552. 5-21-0. 21-22=0, 22* �r23=0, 6-24=0, 0, 7-8A99-9F-864, Vert i-2--60, 2-3--60, 3-4--60, 4-7--60, 7-8--60, 8-9--60, 9-10--60, 11-19--20
9-10=41. 2-19-65. 9-ti=-1004 • 'U \ a Concentrated Loads (Ib)
SOT CHORD 18-19--11. 17-18=-138, 17-25-0, 25-26=0, 16-26-0, 16-27-0, 27-28-�-29°q0, 15-29#'��4-15=7Q01 -3 9 '0� Vert• 4--1.3 7--109(F) 14--83(F) 20--128(F) 21--128(F) 22--128(F) 23--12B(F') 24--88(F) 25--219(F� 26=-64(�
13-30-700. 12-13-913. 11-12--123 ,,�" 'il, 3,9-12-1168 27=-64(� 28=-64(� 28=-84(F� 30=-443(�
WEBS 3-18--22, 4-17-76. 4-16--610, 5-16--1749, 5-15-1596, 6-15--482, 7-1 ,-Ik. 7-J3=484.:g 3,••-
0
®o•
-2-0-0 2-0-0 4-8-0 7-0-0 1 -8-0 14-8-0 18-4-0 20-8-0 23-4-0 25-4-0 27-4-0
2-0-0 2-0-0 2-8-0 2-4-0 3-8-0 4-0-0 3-8-0 2-4-0 2-8-0 2-0-0 2-0-0
5x5 =
7.00 11
4x4 = 1x4 II 5x4 =
19 18 17 16 15 14 16 lz li
1.5x4 11 1 x4
3x4 =
5x4 = 3x4 = 1x4 \\
4x8 =
3x4 =2x6 II
2-0-0 1 4-8-0 10-8-0 14-8-0 20-8-0 23-4-0 25-4-0
2-0-0 2-8-0 6-0-0 4-0-0 6-0-0 2-8-0 2-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H7G
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
�
iC 0.81
0� ^;Oel r/'•"
V..�nc(LLLL)) -0.12 ]-15 >aB8
Ud
360
PLATES GRIP
i. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
6c HE,
wB o.s0
vet(it7 -0.3e13-15 >452
0.01 16 /e
240
/e
AS20 246/195
ASISH 246/195
hot -dipped alvanized steel.
2. Connector plates are applied to bath faces Gf truss at each joint. Where
(ueuix)
W"�m u 0.3613-16 54"
240
LOADING
DATE: 19 Mar 2010
dimensions are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (o).
]. CVtting 4ndd gqabricati p shall be acccompplished using equipment producing snug
fully
Version: l0,la
CRITERIA: AHSI/TPI 1 2002 (MATRIX)
fitting ]oints and embedded plates.
a. Unless otherwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
5. The permanent structural restraint shown is to prevent buckling of individual truss
LOADING (psi) SPAGNC 2-0-0
Tcu 3o.a Platesinerease 1.00
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
TCDL 10.o Lumber Increase 1.25
BCLL a.o Rep 6Ues NO
for the attachment of the roof to the building.
FSC2
acDL 1o.a case FBc2oo7/rnizooz
CAUTION:
2590 N. Kings Highway
Trusses can be dangerous and c n cause damage and persogqal injury if improperly
is NOT ERECTION
Fort Pierce, F1.34951
handled installed and/or brace Bracing shown on this tlraw ng
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
•
of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street
E-mail: infG@tpinst.org
'
Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010.
Read all manufacture's WARNINGS enclosed with drawing package.
ARCE ENGINEERING
LUMBER
TC 2 X 4 SYP No.2
BC 2 X 4 SYP No.2
WS 2 X 4 SYP Nu.3
1 - Ply
REACTIONS (lb/size) 7-272/0-8-0. 4-188/Mechanical, 5-84/Mechanical
Mox Harz 7:248(LC 5
Max Uplift 7-57(LC 5 , 4 239(LC 5). 5--24(LC 5)
Max Grw 7-272(LC 1). 4=186(LC 1). 5-11 O(LC 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-7=-90, 1-2--73, 2-3=-143, 3-4-34
BOT CHORD 6-7=-0,5-6=0
WEBS 2-6=-158, 1-6-87.3-6-165
°�`as'_F(6g7les (8932)
.5
BRACING %% ' ' - , -.( - • V' J' NOTES
TOP CHORD O% Sllyictufil.�,"h-Ar directlp� 6'ae6-0-0 1 Unbalanced roof live loads have been considered for this design.
pyHirts, except end cols. e' 23 Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.Opsh BCOL=6.Opsf; Category It; Fop C; enclosed; MWFRS (low-rise);
SOT CHO D� igiid ing direct) or �0 orr ® Lumber DOL-1.33 plat, grip D0L-1.33.
�' r n . TT r� 3 This truss has been designed for a 10.6 pelf bottom chord live load nonconcurrent with any other live loads.
•' • 43 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 7, 239 lb
uplift at joint 4 and 24 ib uplift at joint 5.
oCID a LOAD CASE(S) Standard
O
N •� m
�®eoerl Aolse°°
2-0-0 7-0-0
2-0-0 5-0-0
4.
I
0
I
I I
I
1.5x4 II 3x8 =
2-0-0 7-0-0
2-0-0 5-0-0
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
TO ERECTION CONTRACTOR
TYPE: J7B
0e1 '^(°°) '/een L/d PLATES GRIP
7c a39 Venc�LL)7 -0.1. 5-6 >Ga4 3s0 GRIP
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
AS20 248/195
Be 0.50 ven(1u -021 s-e >3ea 24o A518H 24s/195
we o.to HoRc(niti) -0.aa + /a /•
hat -di ped galvanized steel.
2. Connector plates are applied to both faces of truss at each joint. Where
(uebm) w. LL) 0.22 s e >sss 240
DATE: 19 Mar 2010
dimensions are not shown, plates are symmetrically placed about joint or as
LOADING
CRITERIA: NSI/TPI 1-2002 (MATRIX)
SOUTHERN
indicated by circles (a).
3. CC ttjng ano ppabri atipp shall 6e ac omplished using equipment producing snug
f�tting olnts an� fully embedded pates.
Version: l0.1a
TRUSS
a. Unless otherwise noted, compression top chord to be continuously braced by the
roof sheathing.
LOADING (pee) SPACING z-o O
Plateslncreaee 1.00
COMPANIES
s. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing plan for the roof structure or as a plan
TCLL 20.0
TCDL 10.0 Lumber Increase 1.25
SCLL 0.0 Rep Strsa YES
2590 N. Kings Highway
for the attachment of the roof to the Oulldtng.
CAUTION'
Trusses can IId ngerous and can tausg dam ge and ersoaal Injury if 1mprop6rly
handled insta�lead braced. Bractn s�iown On his drawing is NOT EIIECTION
BcoL 10.0 Code FBC2eczoo7/1P12o0z
Fort Pierce, F1.34951
and/or
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
'
COMPONENT SAFETY INFORMATION. Guide to good ppractice for handling installing
of metal plate collnecteQ wood trusses'. TPI is located at: 218 North Lee Street
683-1010. E-mail: infoetpinst.org
14
Suite 312, Alexanddria VA 22314. Telephone: (703)
Reed all manufacture's WARNINGS enclosed with drawln acke e.
ARCE ENGINEERING
LUMBER
TC 2 X 4 SYP No.2
SC 2 X 4 SYP No.2
WB 2 X 4 SYP No.3
1 - Ply
REACTIONS MI sizeHor2) 6192/0-8-0, 3-88/Mechanical, 4-104/Mechanical
Max 6a165(LC 5)
Max Uplift 6=-53(LC 3 , 3=-122(LC 5), 4=-68(LC 5)
Max Grav 6-192(LC 1). 3-88(LC 1), 4-114(LC 2)
FORCES (Ib) - Rmt Load Case Only
TOP CHORD 1-6=-14, 1-2=9. 2-3=12
BOT CHORD 5-6-0.4-5-0
WEBS 2-5 49,1-5=-5
PLATE: AUTOMATIC STAMPING
SEALING
t hotndi?p
'Ambbb,
z. Connect,
indicate
3. C4tting
SOUTHERN fittiing
TRUSS 4. roofsshe
COMPANIESs. The perm
member_,
2590 N. Kings Highway
Fort Pierce, Fl. 34951
(772)464. 4160 Fax:(772)318-0015
BRACING v`,\ - (� `1 .4 e e rJ' NOTES
TOP CHORD �vyclurgl itRhealhln dire.*tl.y '�rs6-0-0 1) Unbalanced roof live loads have been considered for this design.
® � url}'n except a icals. 1 Wind: lSCE 7-05; 140mph (3-second gust); h=27ft; TCDL-6.Opsf; BCDL=6.Opsf; Category 11; Exp C; enclosed; MWFRS (low-rise);
SOT CHORB� �9igv QQjii'ng dircc p -°p oc m Lumber DOL=1.33 plate grip DOL=1.33.
n • ii' 3 This Wss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
43 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 6, 122 lb
uplift at joint 3 and 68 lb uplift at joint 4.
LOAD CASE(S) Standard
o C)
• �� ^ •� �a
f: •J
se • 3SN, e
®'®et'� s e a V NM
2-0-0 5-0-0
2-0-0 3-0-0
1.5x4 II 3x4 =
2-0-0 5-0-0
2-0-0 3-0-0
FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION
'RUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
es are fabricated from 20 gauge ASTM A653/653M Grade A or better
vanized steel.
es are applied to both faces of truss at each joint. Where
not shown, plates are symmetrically placed about joint or as
ircles (a).
bendafoQSyshall bedapiatesjshed using equipment producing snug
se noted, compression top chord to be continuously braced by the
structural restraint shown is to prevent buckling of individual truss
not intended as a bracing plan for the roof structure or as a plan
ment of the roof to the Dullding.
Can b dangerous and can taus damage and verso al Injury 11 1m ro erly
instailed and/or braced. Brac{eng shown on this drawng is NOT E EC I0N
Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
T SAFETY INFORMATION. Guide to good ppractice for handling installing
plate connected wood trusses'. TPI 9s located at: 218 North Lee Street
2. Alexandria VA 22314. Telephone: Uhl 683-101D..E-mail:.info@tpinst.org
NTRACTOR
TYPE:J5B
1/
PLATES GRIP
TO 0.15
Be 0.46
,,1W -0.04`Ms ss
VaR -0.12 1-5 >493
3saa
240
AS20 248/195
we 0.06
N°rs(IL) -0.04 3 /a
/a
AS18H 246/195
(MW.)
WindF4 0.13 4-5 >459
240
LOADING
DATE: 19 Mar 2010
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
Version: 10.1a
LOADING (Jr)PACING
2-D-0
TCLL 0.a
Plot. Incroaae 1.00
TCDL 10.0
Lumber Increase 1.25
SCUL 0.0
Rep St- Iner YES
BCDL 10.0
Code FBC2007/TP12002
ARCE ENGINEERING �ti°` 1 �1 �S�Ri'4cil��es (8932) QN
LUMBER
TC 2 X 4 SYP No.2
BRACING 00� 0 1 ... . CY �y
TOP CHORD O ty�gl a�pd sheathln 1rceUy 4lp r.e-0-0
NOTES
1) Unbalanced roof live loads have been considered far this design.
2) Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCOL-6.Opsf; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
BC 2 X 4 SYP No.2
WB 2 X 4 SYP No.3
url' s\ except a icals. ®
60T CHOR4� id g dire �0 oe
•, rocl n •
end vertical loft exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This Wes has been designed for a 10.0 psf bottom chord live lood nonconcurrent with any other live loads.
1 -Ply
REACTIONS (lb/size) 6-112/0-8-0, 3-28/Mechanical, 4�84/Mechanical
• -� ) _ p
p0'
4) Pravlde mechanical connee0on by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 6, 39 lb
uplift at joint 3 and 87 lb uplift at joint 4.
Max Harz 6=138(LC 5))
Max Uplift 6�13. LC 3), 3=-39(LC 5), 4--87(LC 5)
o
ir
LOAD CASE(S) Standard
0� r�
FORCES (lb) - First Load Case Only
2-3=4
/� • m
TOP CHORD 1-6=-16, 1-2-7.
GOT CHORD 5-6=-0,
y"�r
r(J� \ • V
WEBS 2-5=-29, 1-5=-3
• r �(� • 'z
I • •� 00
2-0-0
3-0-0
2-0-0
1-0-0
7.00 12
0
I
0
I o
04
I
1
1.5x4 II
2-0-0 3-0-0
2-0-0 1-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
Connector lates are fabricated from 20 gauge ASTM A653/653M Grade A or better
" hot -di pedI7alvanized steel.
IConnector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about j6int or as
indicated by circles (o), yy
SOUTHERN 3. fitting aointsbanrdafi?? shall
d edacTomplished using equipment producing snug
TRUSS 4. Unless o herwise noted, compression top ateschard to be continuously braced by the
roof sheathing.
COMPANIES 5• The permanent structural restraint shownisto prevent buckling of individual truss
member
aattxchnot intendof edasatorthenbuildingor the roof structure or as a plan
2590 N. Kings Highway CAUTION:
B B y Trusses can II dangerous and can cause damage and iersonal Injury if Im roperly
Fort Pierce, F1.34951 handled instagled and/or braced. Bracing shown on his draw ng is NOT ERECTION
(772)164-4160 Fax:(772)318-0015 BRACING. Refer•to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal pldte connected woad trusses'. TPI 1s located at: 218 North Lee Street
Suite 312, Alexandria VA 22314. Telephone: (7031 683-1010. E-mail: lnfo@tpinst.org
Read all manufacture's WARNINGS enclosed with drawing package.
a51 DFFL 1. (be) 1/1
efl
TC 0.06 vM(LL) -0.01 5 >Y9Y
aC 0.18 vart -0.01 5 >9Y9
we 0.04 Hers
(Weep,) Wind LL 0.02 5 >OYg
LOADING
LOADING (Paf) SPACING 2-0-0
TCLL 20.0 Plat. Inereaee 1.00
TCDL 10.0 Lumber Increase 1.25
SCLL 0.0 Rep Stre. Incr YES
BCDL 10.0 Code FBC2007/TP12002
TYPE: J3B
360 PLATES GRIP
T 24 AS20 6/195
ilS18H 246/195
DATE: 19 Mar 2010
Version: l0.la
F.
ARCE ENGINEERINGalas,*-Ir(�es (8932) Q1y• 1
LUMBER BRACING S0_ Q 1 -'. V •;s
d'a -O-
TC 2 X 4 SYP No.2 TOP CHORD.'4 tyPd �d sheothln IrectIy op ,
BC 2 X 4 SYP No.2 ,� p0r�ys`, except 'cols. d
WB 2 X 4 SYP No.3 *Except* W5 2 X 4 SYP No.2 BOT CHOR®, gib deiang direc 9 oc,braNng
>. pt �X F
1 -Ply trig: e..
REACTIONS. (lb/size) 5-69/Mechanical, 10-620/0-11-5. 6-175/Mechanical, 8=38 ^0- C
Max Hoa 0 87 (LC 5) 5]4' a
Max Uplift =-87(LC 5), 10=-566(LC 5), 6--288(LC 4), 8=-317(LC 3)
FORCES (lb) - First Load Case Only w a • , ` o
TOP CHORD 1-2-14, 2-3=-152, 3-11=0, 4-11--125, 4-12=0, 5-12=8, 2-10=-227 •'a 6��
BOT CHORD 10-13=0, 9-13=0, 9-14=145. 0-14-145, 8-15-145, 7-15-145. 6-7=0 e•a r; 0 • >�0
WEBS 3-9=-13, 4-8--39, 4-7--215, 2-9-160 0-
'®s���� •o`er• VIV`
(' %"'%
�aBi9B9 99BBB�
-2-9-15 2-9-15
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCOL-6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-nse);
and vertical left exposed; Lumber DOL=1.33 plate grip DOL-1.33.
3) This truss has been designed for a 10.0 pef bottom chord live load nonconcurrent with any other live loads.
4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 5, 566 lb
uplift at joint 10. 288 lb uplift at joint 6 end 317 lb uplift at joint 8.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 20 lb down and 32 lb up
at 4-4-0. 20 lb down and 32 lb up at 4-4-0. and 68 lb down and 89 lb up at 7-1-15. and 68 lb down and 89 lb up of 7-1-15
on top chord, and 18 lb down and 55 lb up at 4-4-0. 64 lb down and 103 lb up at 4-4-0. 65 lb down and 50 lb up at 7-1-15.
84 lb down and 85 Ib up at 7-1-15. and 33 11, up at 1-6-1, and 33 lb up at 1-6-1 on bottom chord. The design selection of
such connection device(s) Is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
LOAD CASE(S) Standard
1) Regular. Lumber Increase-1.25, Plate Increase-1.00
Uniform Loads (plf)
Vert: 1-2=-60. 2-3=-60. 3-5=-60, 6-10=-20
Concentrated Loads (lb)
Vert 11=64(F-32, B-32) 12--56(F=-28, B=-28) 14=-78(F--64. B=-14) 15--138(F=-84, B= 55)
6-6-7
9-9-5
2-9-15 2-9-15 3-8-8 3-2-14
1.5x4 11 3x4 = 1 x4 11 3x4 =
2-9-15 6-6-7 1 9-9-5
2-9-15 3-8-8 3-2-14
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: CJ7B
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
cs
C
TC
orsL '^ () '/deft
vartc(LL)' 8-9 >999
U°
PLATES GRIP
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
OM
oa2
wa o.I4
5
v.HOU -0.os 6-9 >99e
rw :((11UL) -0.7 5 /e
24a
240
/a
AS20 246/195
ASISH 2416
hot di ped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
(ueltx)
wme(ly o.07 a -a >BB9
i4o
LOADING
DATE: 19 Mar 2010
dimensions are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (o).
3. uttIng nd fabrT ati shall be ac omplished using equipment producing snug
f.?Ty pates.
Version: l0.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
fitting Dints anrd embedded
4• Unless a herwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
Laeolnc (paf) SPACING 2-0 0
TCLL 20.0 Plateslncroaee 1.00
YOiwi�/i�Y�ES
member and is not intended as a bracing plan for the roof structure or as a plan
TOOL 10.0 Lumber ln� Incr ease 1.25
BCLL 0.0 Rep StressF13C2 NO
for the attachment of the roof to the building.
BcoL 10.0 code fBczoo7/1Plzooz
CAUTION:
2590 N. Kings Highway
Trusses can b dangerous and caan cause damage and personal injury if Tmproperly
ERECTION
Fort Pierce, FL 34951
handled insta�led and/or bracetl. Bracing shown on this drawing is NOT
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 200E BUILDING
(772)464-4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal pl to connectedd wood trusaes'. TPI 1s located at: 218 North Lee Street
Alexandria info@tpinst.0rg
Suite 312, VA 22314. Telephone: (703) 683.10ID: E-ma11:
Read all manufacture's WARNINGS enclosed with drawingacka e.
ARCE ENGINEERING
��`` Ala Jas ', o es 8932
QTY. 2
LUMBER
TC 2 X 4 SYP No.3
BRACING ®% ,•' `� -{ '' _ .P
TOP CHORD ,� 9fpuctural 711--44heatFh dlrectTja �p e'�i
2`�qc d
NOTES
1) Unbalanced roof live loads hwe been considered for this design.
2 Wind: ASCE 7-05: 140mph (3-second gust); h-27ft; TCOL-6.Opsf; BCDL-6.Opsf; Category 11; Exp C; enclosed:
MWFRS (low-rise);
BC 2 X 4 SYP No.3
1 _ pb,
q ` eq urlins..
BOT CHOR� gib �'Eijmg dirccU {1➢I or 1 +0 0 s
/�,:dbin . �
Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
bearing.
REACTIONS (Ib/size) 1:111/4-6-12. 3-111/4-6-12
Max Horz 1�72(LC 5)
•�- 22aa �
43 Gable requires continuous bottom chord
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 It, uplift at joint 1 and 58
Max Uplift 1-5B(LC 3), 3--58(LC 4) (n a
Ib uplift at joint 3.
FORCES (lb) - First Load Case Only
TOP CHORD 1-2--84.2-3=-77
_
O\ ' r� ®
`r!
LOAD CASE(S) Standard
BOT CHORD 1-3=83
^ b
0 • ° V y
° C 6b
sarsa®'��1
•
N� • ����4®0
-
V
°a®o0paa
ee®ova
3x4
-
2-3-6
4-6-12
2-3-6 2
2-3-6
4.00
3
T1
T1
I
P.
1
I
B1
2x4
2x4
4-6-12
4-6-12
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
TYPE: V46
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
CS1
ooLt '^ (1) '/den
/d
Lggg
csre
PLATES GRIP
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better'
ec o.14
ws
vantn� n/°
H—CrL) °0° s °/°
°/a
AS20 246/195
ASIBH 246/195
hot-diPped alvanized steel.
z. Connector pates are applied to both faces of truss at each joint. Where
joint or as
.00
LOADING
DATE: 19 Mar 2010
dimensions are not shown, plates are symmetrically placed about
SOUTHERN
indicated by circles (o).
3. Cutting and fabri ati pp shall 6e ac omplished using equipment producing snug
fuQly embedded pates.
Version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
TRUSS
fitting oints anrd
4. Unless doerwise noted, compression top chord to be continuously braced by the
roof sheathing.
LOADING (par) SPACING 2-0-0
COMPANIES
5• The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing plan for the roof structure or as a plan
TCLL 20.0 plotealncroaae 1.00
TCDL 10.0 Lumber lne ease 1.25
BCLL 0.0 Rep Stmes finer YES
for the attachment of the roof to the ull ding.
BCOL 10.0 Code FBC2007/rPt2DO2
CAUTION:
2590 N.Kings Highway
Trusses tan be dangerous and c n caus damage and grso al Injury if imppro erly
bracead Bracr{ng shown on this �rawng is NOT ERECpf10
Fort Pierce, F1. 34951
(772)464 4160 Fax:(772)318-0015
handled installed and/or
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
Lee Street
f
1 g
of metal plate connectedd wood trusses'. TPI is located at: 218 North
Suite 312, Alexandria 'VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org
Read all manufacture's WARNINGS enclosed with drawIng package.
ARCE ENGINEERING
TC 2 X 4 SYP No.3
BC 2 X 4 SYP Na.3
1 — Ply
REACTIONS (Ib/size) 1-278/8-9-0, 3-278/8-9-0
Max Horz 1=-30(LC 6)
Max Uplift 1--147(LC 3), 3=-147(LC 4) .
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=-211, 2-3= 193
SOT CHORD 1-3=209
I
2x4
ti _ t1J1 ges
TOP
BRACCHORO o�yxluwi w�Tyd'4h 'thm direc8y¢p-0-0
yriin3� �
BOT CHORC0 Rigid a7'n9 directl p�li or 1 -*Q o .0
m
00,
do
01
IV N
a 44 %%
4-4-8
4-4-8
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCOL-6.Opsl; l OL=6.Op rf; Category II; Exp C; enclosed; MWFRS (low-rise);
end vertical left and right expa..d; Lumber OOL=1.33 plate grip DOL=1 L 6
3) Thts truss hoe been das(gned for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
4 Gable requires continuo". bottom chord bearing.
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint 1 and 147
lb uplift at joint 3.
LOAD CASE(S) Standard
3x4 =
4.00 FTY 2
8-9-0
8-9-0
1
8-9-0
4-4-8
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
'
hot-diged galvanized steel.
2. Connector plates are applied to bath faces of truss at each joint. Where
dimensions are, not shown, plates are symmetrically placed about joint or as
SOUTHERN
Ciindicated dbdy circles (o).
a. using equipment producing snug
fYtting 1aintsbannafuYYysembeddedopYatesished
e. Unless o herwlse noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
for the attachment of the roof to the Uullding.
CAUTION:
2590 N. Kings Highway
B S Y
Trusses can be dangerous and can Baase damage and personal injury if impro ION
drawing is HOT ERECpf10N
Fort Pierce, Fl. 34951
handled installed and/or braced. Bractn shown on this
BRACING Ref er to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
(772)t64-4I60 Fax:(772)318-0015
.
COMPONENT SAFETY INFORMATION. Guide to good Rractice for handling installing
- ., ..,.,.,.,,. ed _ —A ..o� - TDT a leratad at• 91A Nnrth Lee Street
2x4
as1
Tc 0.38
BC 0.84
we
0.00
(Matrix)
LOADING
3
a�Esrtl(. m (1«) I/deb
o.00 a
LOADING (PO)
SPACING 2-0-0
TOLL 20.0 Pletr Increase 1.00
TCDL 10.0 Lumber Increase 1.25
BCLL 0.0 Rep Sim" Inc, YES
BCDL 10.0 1 Code FBC2007/IP12002
1
TYPE: V89
u su PLATES GRIP
goo AS20 246/195
n/a AS1aH 246/195
DATE: 19 Mar 2010
Version: l0.1a
1�
ARCE ENGINEERING
LUMBER
TC 2X4SYP No.2
BC 2 X 4 SYP No.2
WB 2 X 4 SYP No.3
1 — Ply
REACTIONS (Ib/size) 8-477/1-0-0, 6-477/1-0-0
Max Harz 8:9e-7(LC 5)
Max Uplift 854B(LC 3), 6--r,.(LC 4)
FORCES (Ib) — First Load Case Only
TOP CHORD 1-2=14,2-3=-174,3-4=-159, 4-5=41,2-8=-172, 4-6=-366
BOT CHORD 7-8=166, 6-7=166
WEBS 3-7=17
—2-0-0
2-0-0
0
I
CN
0
I
I
o�
Iles 89
BRACING
BC�-
TCHORs` exce" pVp d°sOP pdy ..I..
Oo µ direr
�,
1 % c e�
s
S'.0
0 �Z
_ v
�d"d :3 S ®®®
eBaaeai ita8%®
4-6-0
4-6-0
4x4 =
3
.26
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05; 140mph (3—second gust); h=27tt; TCDL=6.Opsh BCDL-6.Opsf; Category 11; Exp C; partially; MWFRS (low—rise);
end vertical left and right exposed; Lumbar DOL=1.J3 plate grip DOL=1.33.
3)) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548 lb uplift at joint 8 and 548
lb uplift at joint S.
LOAD CASE(S) Standard
4-6-0
2x5 II
1 x4 11 • 2x5 11
4-6-0 9-0-0
4-6-0 4-6-0
PLATE: AUTOMATIC STAMPING FURNISH -A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOF
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
i. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -di ped galvanized steel.
, Connector plates are applied to both faces of truss at each joint. Where
dImensio s are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (o).
3. CCuttjng ndd fabri att1Up shall be ac omplished using equipment producing snug
fittingDints anrd fully embedded pfates.
4. noted, compression top chord to be continuously braced by the
TRUSS
rnlessheathingse
s The permanentplanuss
COMPANIES
riot intendedeasaibracingwnplantforrrthenroofcstructureiortasd-a
far the attachment of the roof to the bull ding.
CAUTIN:
2590 N. Kings Highway
8 8 Y
Trusses Can be dangerous and can cause damage and personal injury if lmpro erly
Bracing on his drawing is NOT ERECTION
Fort Pierce, F1.34951
handled installed and/or braced. shown
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
(772)464-4160 Fax:(772)3 18-00 15
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
•
of metal plate connecte� woad trusses'. TPI is located at: 218 North Lee Street
],2 lnread�;x u 77v1a_ Tplpnhnnp: (703I 683-1010. E-mail: info@tpinst.org
TYPE: T9
as
BC 1.31
wB 0.04
(Yalri:)
DEIL( ) in (loe)
1.,10am V" -0.07 7
Hor:(iL) a.00 6
wind 0.09 7
I/aea
>989
/
>099
L/d
2x0
n/
240
PLATES GRIP
/520 246/185
AS1BH 246�195
LOADING
DATE: 19 Mar 2010
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
Version: 10.1a
ENDING (pel)
SPACING
TCU. 30.0
Plates Increase
1.00
TCOL 10.0
BCLL S.0
Lumber Inereaee
Rep Stress Iner
125
YES
BCDL 10.0
Code FBC2007/rP12002
�2O
ARCE ENGINEERING 7;1CM'jJ sp i--EiWes (8932) QTY. 2 R
LUMBER BRACING
TC 2 X 4 SYP SS •Except• T2 2 X 4 SYP No.2 TOP CHORD 9(DeletulSl did--44hea direcVj�p e�-O-
yRin3� zcept end cols.
BC 2 X 4 SYP Na.2
WB 2 X 4 SYP No.3 SOT CHOR0 �g�
1 Ply dQL2�Ing dirotU {i➢I
- +/� • b
de
or 80�hraE�pg•
o
REACTIONS (lb/size) 9-255/1-5-0, 5=98/Mechanical, 8-250/1-5-0. 6-71/Mach i.0l'` .
m•
Max Horz 9-298(LC 5)
Max Uplift 9--452(LC 3). 5=-130((LC 5), 8--406(LC 4), 6--67(LC 5)
• v)
Max Grov 9-255(LC 1). 5-98(LC 1), 8-321(LC 2). 6-103(LC 2)
FORCES First Load Case Only
(lb) -
TOP CHORD 2-9=16. 1-2-14, 2-3=21. 3-4=-20, 4-10=0, 5-10-15 ��
'
B0T CHORD 8-9=0, 6-11=0, 7-11=-27, 7-12=0, 6-12=12
3f: �
WEBS -8--218, 4-7-22.3-7-31 j >
�� • ��
0
® * .o w\ tee• `� 0v
-2-9-15 1-2-1 2-9-15
2-9-15 1-2-1 1-7-14
1.5x4 II 4x4 =
NOTES
1)) Unbalanced roof live foods have been considered for this design.
2) Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCOL-6.Opsf• BCOL-6.Opsf: Category 11; Exp C; enclosed; MWFRS (low-rise);
and vertical left and right exposed; Lumber DOL-1.33 plate grip DOL=1.33.
3) This truce has been designed (or a 10.0 psf bottom chord live load nonrnncurrent with any other live loads.
4 Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 452 lb uplift at joint 9, 130 Ib
uplift at joint 5, 406 lb uplift at joint 8 and 67 lb uplift at joint 6.
5) H.n,.1(9) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20 lb down and 32 lb up
at 4-4-0, and 20 lb down and 32 It, up at 4-4-0 on top chard, and 18 lb dawn and 62 lb up at 4-4-0, 18 lb down and 62 lb
up at 4-4-0, and 33 Ib up at 1-6-0. and 33 lb up at 1-6-1 an bottom chord. The design/selection of such connection
device(s) is the res onsibility of others.
6) In the LOAD CASE(S� section, loads appnad to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular. Lumber Increase-1.25, Plate Increase-1.00
Uniform Loads (pH)
Vert: 1-2--60,2-4--60,4-5--60.8-9--20,6-8--20
Concentrated Loads (lb)
Vert 10=64(F=32. 8=32) 12=-28(F=-14, 8=-14)
6-11-6
4-1-7
4.95 FM
1-2-1 2-9-15 6-11-6
1-2-1 1-7-14 4-1-7
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -dipped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
indicated by circles (o).
3. Cpttjng and fabricatiq~t shall be ac Gmplished using equipment producing snug
SOUTHERN fitting .iotnts anUd flu y embedded ptates.
TRUSS 4. Unless otherwise noted, compression top chord to be continuously braced by the
roof sheathing.
COMPANIES 5. The permanent structural restraint shown is to prevent buckling of individual truss
forbtheaattachmenttofethedraofatorthengu9ildtngor the roof structure or as a plan
2590 N. Kings Highway
Fort Pierce, Fl. 34951
(772)4644160 Fax:(772)318-0015
wage and
shown on
cst 10.0.45a1
we 0.11
(ucbix)
LOADING
TYPE: CJ5D
0EFL h'_ 1/d•a Eye I PLATES GRIP
veenn{(ll�� -0.03 6-7 >Ls 360
VM(OOILII)JJ .112 9--5 > 52 24 AS20 246/195
Wi,d(LL) 0.16 6-7 >424 240 AS1&1 246/195
LOADING (Psf) SPACING 2-0-0
TCLL 20.0 Platen Increase 1.00
TCDL 10.0 Lumber 1.-.0 1.25
BCUL 0.0 Rep Stress Incr NO
BCDL 10.0 Code FBC2007/IP12002
DATE: 19 Mar 2010
Version: l0.la
Z(
org
ARCE ENGINEERING �b°`�t�__ 4 M'dt�es (8932) QTY. 6
LUMBER
TC 2X4SW No.2
BC 2X4SW No.2
WB 2 X 4 SW No.3
1 - Ply
REACTIONS (lb/size)
7-290/1-0-0. 4-28/Mechanical, 5-34/Mechanical
Max Hart
7-226(LC 5) '
Max Uplift
7--380(LC 3), 4--39(LC 5), 5--50(LC 4)
Max Grav
7-290(LC 1). 4-28(LC 1), 5-58(LC 2)
FORCES (lb) - First Load Case Only
TOP CHORD 2-7=-86,1-2=14, 2-3=-3. 3-4=4
BOT CHORD 6-7=0,5-6=9
WEBS 3-6=-3,2-6--0
BRACING 0 '.� - • - ((�� -1 - • • y j0 NOTES
TOP CHORD a,%5 lumt' w�d3heathin irectiy oP ,f�-0-0 1 Unbalanced roof live loads have been considered far this design.
except e d v cols. r 2; Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL=6.Opsf; BCDL-6.Opsf; Category 11; Exp C; enclosed; MWFFiS (low-rise);
BOT CHORC id•ckDng directly o 6 dgc btac�jpg. and vertical [eft exposed; Lumbar DOL=1.33 plate grip DOL=1.33.
1 TC m 3 This truss has been designed for a 10.0 pat bottom chard live load noncancurrant with any other live loads.
Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should
verify capacity of bearing surface.
(n 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 380 lb uplift at joint 7, 39 lb
` o uplift at joint 4 and 50 lb uplift at joint 5.
0 ^ : /77 ` LOAD CASE(S) Standard
m %
o `
0
S`
e14818 iI91O
-2-0- 2-0-0 3-0-0
2-0-0 2-0-0 1-0-0
- 7.00 FM
lx4 =
0-11-0
� 2�0-0 3-0-0
2-0-0 1-0-0
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OPTHIS TRUSS DESIGN TO ERECTION CONTRACTOR
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653K Grade A or better
hot dipped gal vanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
dimensio s are not shown, plates are symmetrically placed about joint or as
m
Tc 0.54
ec o.11
Me 0.06
(ward.)
am In (°°)
vonc�Wu� -0.0a 6
v dDLl -aa
Her.�tL� -.:CO:04
wab(W o.01 s
1/doll
>eae
>aue
/°
iuee
TYPE: J3D
1/1 PLATES GRIP
240
24o As2o 24e/195
/O AS18H 246/195
zoo
LOADING
DATE: 19 Mar 2010
SOUTHERN
indicates by circles (o).
3. Cptting and fabri att10nn shall be-ac[omplished using equipment producing snug
fully
Version: l0.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
fitting .Joints ancd embedded plates.
4. Unless otherwise noted, compression top chord to 6e continuously braced by the
z-o-a
TRUSS
roof sheathing.
The structural restraint shown is t0 prevent buckling of individual truss
LOADING (paf)
TCLL 20.0
SPACING
to
lodeLumb lnareeaa
1.00
25
1.25
COMPANIES
s• permanent
member and is not intended is a bracing plan for the roof structure or as a plan
TCDL 10.0
Bu 0.0
Wmtrorine eaee
Rep Suess Inc,
YES
for the attachment of the roof to the building.
BCCOL 10.0
code 113=07/1P120oz
CAUTION:
2590 N. Kings Highway
Trusses Can be daangerous and can cause damage and ppeerso al nju y {f improLerly
�rax�ng ;s NOT ERECTION
Fort Pierce, F1.34951
handled installed and/or braced. Bracing shown on this
BRACING. Refer to the Truss Plate Institute GPI) publication 'SCSI 2008 BUILDING
(772)464 4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide t0 good practice for handling installing
�Z
•
of metal plate cognected woad trusses'. TPI is located at: 21B North Lee Street
Suite 312. Alexandria VA 22314. Telephone: (703) 683-1010._ E-mail: _inf0@tpinst.org
,
ARCE ENGINEERINGls'Ic/ +f'dles (8932) QN. 8 8
LUMBER
TC 2 X 4 SYP Not
BC 2 x 4 SYP Na.2
WB 2 x 4 SYP No.3
i - ply
REACRONS 01b/size)
7-349/1-0-0. 4-88/Mechanical, 5-75/Mechanical
Max Harz
7-309(LC 5)
Max Uplift
7--356(LC 3). 4�-12%(,C 5), 5=-48 LC 5)
Max Orav
7-349(LC 1). 4=BB(LC 1), 5-105(LC 2
FORCES (lb) - First Load Case Only
TOP CHORD 2-7=-84,1-2=14, 2-3=-0,3-4-12
BOT CHORD B-7-8,5-6=16
WEBS 2-6=3,3-6=-24
BRACING %" 1 -t ' • y `•A
TOP CHORD a S�Ctuw1 wbd`9heothT. dire tlymp , -0-0
0 ty6n3�, except end v 'cols. .^
BOT CHOR� ^ �d a ng drccti �li or 6 O oc 4r em.
ii
e
� B A A Vg ®I 9 8 DD�°°%%
�� 0�
—2-0-0 2-0-0
0
1
0
I
N
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.Ops1; BCDL=fi.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
and vertical left exposed; Lumber DOL�1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf
bottom chord live load nonconcurrent with any other live loads.
4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should
verify capacity of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 7, 122 lb
uplift at joint 4 and 48 lb uplift at joint S.
LOAD CASE(S) Standard
5-0-
2-0-0 1 2-0-0 3-0-0
1x4 =
2-0-0 5-0-0
2-0-0 3-0-0
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTH A6531653M Grade A or better
hot diuped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown plates are symmetrically placed about joint or as
TO ERECTION CONTRACTOR
TYPE: J5D
cs DM in (we) i/den L/d PLATES GRIP
To 0.54 VMtw -0.67 5-e >BGa 360
Da 037 vM(n) -0.09 6-6 >647 240 AS20 246/195
we ooa ttwwrrg:(1� -a•o4 4 /e /a AS18H 2.46/195
(ua1 :) wne(w o.10 s s >s7e i4a
LOADING
GATE: 19 Mar 2010
SOUTHERN
indicated by circles (a):
3. C tting and fabri att1 nn shall be accomplished using equipment producing snug
f�tting Dints an fuQly embedded plates.
Version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
TRUSS
4. Unless oherwise noted, compression top chord to be continuously braced by the
roof sheathing.
LQnDING (pe0 SPACING 2-0-0
COMPANIES ES
6• The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing plan for the roof structure or as a plan
TOLL 20.0 Plates lnc ease 1.00
TCDL t0.o Lumber lnaneee 1.25
BCLL 0.0 Rep stress lncr YES
for the attachment of the roof to the building.
ecDL 10.o Cade FBC2007/rPt2002
2590 N. Kings Highway
Fort Pierce, F1.34951
CAUTION'
Trusses can be d ngerous and caan cause damage and personal injug[ if impp o erly
handled installe� and/or bracetl Bracing shown on this drawing is NOT ER�VION
(772y1G� 4160 Fax:(772)318-0015
BRACING. Refer to the Truss Plate Institute pp(TPI) publication 'SCSI 2008 BUILDING
ofMmetelTpl3AteTcorllnec%dTwoad trusses'.gTPI isalocztedoath 218iNurthsLeelStgeet
Z�
Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org
p, t r!
r
Resd all manufacture's WARNINGS enclosed with drawin
F�
ARCE ENGINEERING t��``>�1�1%lal�y �ieues (8932) Q
LUMBER BRACING 04 ��' • • (� -F - ' • �`.N
TIC 2 % 4 SYP SS *Except* T2 2 % 4 SYP No.2 TOP CHORD V 51, t. 1 d'd1w,
C
-0-0
BC 2 % 4 SYP No.2 ® e� Wlinil� xcep
,WB 2 % 4 SYP No.3 GOT CHORg? 4iigid of •ng direcE�pg.
1- PiyREACRONS (Ib/size) 9-255/1-5-0, 5-98/Mechanical, 8-258/1-5-0, 6-71/Mecha iad MaxHarz9lift :298(LC5)Max CMax Pav 9=255(LC 1), 9598(LC0'I)CB))321(LC 2)(L6103(LC 2)(LC 5) FORCES (lb) - First Load Cse Onlyf e
TOP CHORD 2-9-16,1-2=14,2-3=21, 3-4=-20,4-10=0,5-10=15 • o a e
BOT CHORD 8-9=0, 8-11=0, 7-11=-27, 7-12=0, 6-12=12 r1b
WEBS 3-8--218, 4-7-22,3-7-31 I 7 J 0
I `
sas�sed� ee e VyN��o�°�®oo
-2-9-15 1-2-1 2-9-15
I
00
I
I
I I
I
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05: 140mph (3-s .d gust); h=27tt; TOOL=6.Opsf; BCDL=fi.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
end vertical loft and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3)) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 9, 130 1b
uplift at 11',,�int 5, 406 Ib uplift at joint 8 and 67 ib uplift at joint I5) Ho ger(a or other connection device(.) shall be ffi provided sucient to support concentrated lood(s) 20 lb down and 32 lb up
at 4-4-0, and 20 lb down and 32 lb up at 4-4-0'on top chord, and 16 lb down and 62 lb up at 4-4-0. 18 lb down and fit lb
up at 4-4-0, and 33 lb up at 1-6-0, and 33 lb up at 1-6-1 on bottom chord. The design/selection of such connection
device(s) Is the res ansibllity of others.
6) In the LOAD C SE(S� section, loads applied to the face of the truss are noted as front (F) or back (8).
LOAD CASES) Standard
1) Regular. Wmber Increase=1.25, Plate Inerease-7.00
Uniform Loads (plf)
Vert; 1-2=-60, 2-4--60, 4-5--60, 8-9-20, 6-8--20
Concentrated Loads (lb)
Vert: 10=64(F=32, B=32) 12=-2B(F=-14, B=-14)
6-11-6
2-9-15 1-2-1 1-7-14 4-1-7
4.95 FM
1.5x4 11 4x4 =
1-2-1 i 2-9-15 6-11-6
1-2-1 1-7-14 4-1-7
LATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -dipped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. where
dimensions are not shown, plates are symmetrically placed about joint or as
TO ERECTION CONTRACTOR
TYPE: CJ5D1
� tffL in (leal Vden Vd PLATES GRIP
TC 0.50 V:%,�� -0.a3 6-7 >.°9 360 AS 248/1B5
90 0.41 Ved(n) 0.12 6-7 >592 2/1 As1>ai 246 95
w9 0.,1 N�ac(t1LL)) o.oe s 7° /e
(faux) Wud(W o.16 s-� >i24 i4o
LOADING
DATE: 19 Mar 2010
indicated by circles (0).
C ttjjng ffabricatI shall be ac omplished using equipment producing snug
Version: IO.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
SOUTHERN
3.
fftting oints and fuQSy embedded plates.
In
TRUSS
4. Unless o herwise noted, compression top chord to be continuously braced by the
roof sheathing.
LawlNc ttp1en SPACING 2-0-0
laereaee +.00
COMPANIES
5. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing plan for the roof structure or as a plan
Tcu 30.d Pialm
TcoL to.o Lumber Increase 1,25
BCLL G.0 Rep Strode lner NO
for the attachment of the roof to the building.
BCDL 10.0 Code FHC2007/11'12002
CAUTION:
2590 N. Kings Highway
B B Y
Trusses an be dangerous and caan cause damage and erso al injury if impp[D erly
r{its drawing is NOT EREC�10
Fort Pierce, F1.34951
handled taIled and/or bracetl Bracing shown on his
BRACING. Refer t0 the Truss Plate Institute (TPI) his
'BCSI 2008 BUILDING
(772)464-4160 Fa1:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good uactice for handling installing
_ __ . . .. .......,,.. .e _.. 4.,,..e�• Tpi a I —tad atn 71R Nnrth Lee Street
ARCE ENGINEERING 5 =4ftes 8932 QTY. 2
LUMBER BRACING 00 O � ' ° �°�y NOTES
TC 2 % 4 SYP No.2 TOP CHORD o ty�gl .t�jd sheath(n ire. �p r•R-8-0 1) Unbalanced root Ilve loads hove been coneldercd for this design.
SC 2 x 4 SYP No.2 url��rs\� except a icals. e. 2) Wnd: ASCE 7-05: 140mph (3-second gust); h=27R: TCDL=6.Opsf; BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (law -rise);
WB 2 % 4 SYP No.3 SOT CHORD, ij1"dQlpn9 direc Qmc hrayag, and vertirnl left exposed; Lumber DOL=1.33 plate grip DOL=1.33.
_ y n 7i a 3)) This truss has been designed fora 10.0 psf bottom chard live load nonconcurtent with any other live loads.
REACTIONS (Ib/size) 6:98/0-8-0. 3-28/Mechanical, 4-70/Mechanical +� • '� ! ® 4) Bearing at joint(s) 6 considers parallel to grain value using ANSI/IPI 1 angle to grain formula. Building designer should
Max Horz 6=143(LC 5)) verify capacity of bearing surface.
Max Uplift 6=-46(LC 3), 3=-39(LC 5), 4•-94(LC 5) ° (n _• 5) Provide mechanical connection (by others) of trues to bearing plate capable of withstanding 46 lb uplift at joint 6, 39 lb
FORCES uplift at joint 3 and 94 lb uplift at joint 4.
D - Load Case Only
TOP CHORD 1-6--13, 1-2=7, 2-3=4 r ^ • ' r / ® LOAD CASE(S) Standard
BOT CHORD 5-6--3, 4-5-12 •• � �
WEBS 2-5=-26, 1-S= 3 ° r0 (j •' ��®
sae* 3 S N o'
0
Vn°° °0
1-8-0 2-8-0
1-8-0 1-0-0
7.00 , 2
1x4 =
1-8-0 2-8-0
1-8-0 1-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: J3E
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
csI
Ire0.19
DrzL 1n (1-) 1/da0 '/d
11 5 >aea 360
PLATES GRIP
1. Connector plates are fabricated from 20 gauge ASIA A653/653M Grade A or better
Beec o.1e
- 240
ve -0.a, 5 >909
3 /e a/e
ASzo 246/195
hot-diuped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
ire 0.04
(uew)
Hr. �1L -MOI
WWN 0.01 5 >999 240
AS18H 245/195
LOADING
DATE: 19 Mar 2010
dimensior are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated bycirclesp(aa). p C
a. fitting g,7oontsbendatullyshalld edaplatesjshed using equipment producing snug
Version: l0.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
TRUSS
<. emb
Unless otherwise noted, compression top chord to be continuously braced by the
LOADING (pef) SPACING 2-0-0
roof sheathing.
5. The permanent structural restraint shown is to prevent buckling of individual truss
TCLL 20.0 Plates Increase 1.00
COMPANIES
member and is not intended as a bracingA ppladn for the roof structure or as a plan
a DL 10.0 Lumber lncrea.e 1.25
0.0 Rep Shwa Iner YES
for the attachment of the roof to the builGIng.
BCLL
ecoL 10.0 coda PBc2o07/1P,zaoz
CAUTION:
2590 N. Kings Highway
Trusses can be dangerous and can cause damaage and personal Injury if imDDroperly
Fort Pierce, F1.34951
handled installed and/or braced. Bracing shown on this drawing is NOT ERECTION
'BCSI
(772)464-4160 Fax:(772)318-0015
BRACING. Refer t0 the Truss Plate Institute (TPI) publication 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal plate connected woad trusses'. TPI 1s located at: 218 North Lee Street
E-mail: infaetpinst.org
,
Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010.
Read ail manufacture's WARNINGS enclosed with drawing package.
ARCE ENGINEERING
�o`` + q6 a ., F'f0 es 8932
QTY 1
LUMBER
TC 2 % 4 SYP No.2
BRACING ®�' ('� 1 —I •'• P
TOP CHORD> clyral aQheathiil directfjna •�Ir
t end ve ' als. ®'
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 140mph (3—second gust); h=27tt; TCDL=6.Opsf; BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise);
BC 2 X 4 SYP No.2 •
WB 2 X 4 SYP No3 •Except W9 2 % 6 SYP No.2
14�curlins, _ ex
B0T CHOREA 1 it in direct] or 3 occ
_ �, 9 ._v 9
end vertical left exposed; Lumber DOL-1.33 plate grip OOL=1.33.
3 Provide adequate drainage to prevent water ponding.
1 — Ply
REACTIONS (Ib/size) 15=1189/1-0-0, 9-1048/0-8-0
Or
°•vl' 91
' ^
°„
0
�_
4 This truss has, been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. _
5 8-ring at 'aint s 15, 9 considers parallel to rain value using ANSI I 1 angle to rain formula. Buildingdeli ner
9 1 () P 9 9' 9 4 9
Max Harz 15=213(LC 5)
Max Uplift 15--1136(LC 5), 9--900(LC 6)
•
T�
°
surface.
should verify capacity of connection
6) Provide mechanical y of b ari `by others) of truss to bearing plate capable of withstanding 1136 lb uplift at joint 15 and
FORCES (lb) — First Load Case Only
_0
01043,
900 lb uplift at joint 9.
TOP CHORD 2-15=-893, 1-2=14, 2-3=-1036, 3-4=-2102, 4-16=0, 5-16= 1892, 5 0,—7=-2146, 8 8; 9�9�
Bar CHORD 14-15=25, 13-14=1129, 13-18=2504. 12-18-2504, 12-19=2504, 11-19 5 t�11=1 67, 9-10= ° m
rtjr 7-19=�s ��10=1122
LOAD CASE(5) Standard
1) Regular. Lumber Increase-1.25, Plate Increase-1.00
Uniform Loads (plf)
WEBS 2-14-1053. 3-14=-798, 3-13-787, 4-13-805,
5-13--684, 5-12-246. 514 610, 6-11=7B5r, —813,
>
Vert: 1-2--60, 2-3=-60, 3-4=-60, 4-6=-60, 6-7=-60, 7-8--60, 13-15=-20, 11-13=-20, 9-11=-20
�0
®BO 74" •°° �+ •°•• \"iO®
Concentrated Loads (lb)
Vert 4= 66(F) 6--66(F) 13--108(F) 11--108(F) 12=-109(F) 5=-56(F) 16--28(F) 17=-28(F) 18--55(F) 19=-55(F)
ee
a
VY
BNi
-2-0-0
2-0-0 5-0-0 1 9-3-0
13-6-0 16-6-0 18-2-0
2-0-0
2-0-0 3-0-0 4-3-0
4-3-0 3-0-0 1-8-0
PLATE: AUTOMATIC STAMPING
SEAL11
I. Conne
hot-d
2. Conne
dimen
indic
Cutti
SOUTHERN fittUnl
3.ii
TRUSS a. roofs
roof
COMPANIES s• The p
membe
2590 N. Kings Highway
Fort Pierce, Fl. 34951
(772)464-4160 Fax:(772)318-0015
7.00
4x4 =
4
3x8 —
5•
4x4 =
6
3x4 � Jx•F
15 4.00 '1 L 2x4
2x5 =
2-0-0 5-1-8 9-3-0 1 13-4-8 16-6-0 18-2-0
2-0-0 3-1-8 4-1-8 4-1-8 3-1-8 1-8-0
FURNISH A COPY OF THIS TRUSS DESIGN
TO ERECTION CONTRACTOR
TYPE: H5H
'RUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
Isl
1C 0.68
pert 1° t'°°)
VM( ' -0.A 12
1/a°r
>999
Ud PLATES GRIP
380
240 248/195
es are fabricated from 20 gauge ASTM A653/653M Grade A or better
6C am
w9 0.40
vatW -0.2112-13
H°rs(1L) 0.15 B
>999
/e
A520
AS18H 246/195
Vanlzed steel.
as are applied to both faces of truss at each joint. Where
(11°1d)
M7nd1(� a2112-13
>aee
240
LOADING
DATE: 19 Mar 2010
not shown, plates are symmetrically placed about joint or as
ircles (o).
bricatio shall be accomplished using equipment producing snug
and fulSy embedded plates.
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
Version: 10.1a
se noted, compression top chord to be continuously braced by the
LOADING fpsl)
SPACING
Increase
2—D—O
1.00
structural restraint shown is tD prevent buckling of individual truss
intended as a bracing pan for the roof structure or as a plan
TOLL 0.0
TcDL 1O.o
Plates
Lumber Increase
lncr
1.25
NO
not
ment of the roof to the Du1�dl ding.
BctL a.0
BCDL 10.0
Rep Slroas
Code FBC2007/rPt20O2
Trusses can be dangerous and ca
handled installed and/or braced
BRACING. Refer to the Truss Pla
COMPONENT SAFETY INFORMATION. G
of metal plate connectel wood t
Suite 312, Alexandria V 22314.
tad all manufacture's WA
one:
.org
-26.
ARCE ENGINEERING 8932 QTY. 1
LUMBER ('� r✓° NOTES
TC 2 X 4 SYP N0.2 TOP CHORD Ob® y t w� O yd'4he,Vddirectly 1) Unbalanced roel live loads have been considered for this design.
BC 2 % 4 SYP No.2 ®pTO�p purrinoLs. d 2 Y(nd: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.Opsf; BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
w8 2 X 4 SYP No.3 SOT CHORC `—W'grd daji rig directCa:a pratg. and vertical left exposed; Lumber DOL=1.33 plate grip DOL-1.33.
1- Pl 7t3Provide adequate drainage to prevent water pending.
YThis truss has been desi nod fora 10.0 sf bottom chord live load nonconcurrent with any other live loads.
REACTIONS (lb/size) 15=980/1-0-0, 9=713/0-8-0, 14--134/1-0-0 Bearin at'oint s 9 considers toilet to rain value usin ANSI I 1 an le to rain formula. Buildin desi net ehauld
Max Hom 15-266(LC 4) g 1 () g g g 9 g gMax Uplift 15--940(LC 3), 9--306(LC 6). 14=-314((LC 5) a (n �. verify capacity of beoring surface.
Max Upli 15=980(LC 1), 9=713(LC 1). 14-�483(LC 3) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 940 Ib uplfft at joint 15, 306
°�If°'Ib uplift at joint 9 and 314 Ib uplift at joint 14.
FORCES (lb) - First Wad Case Only P LOAD CASE 5 Standard
TOP CHORD 2-15=-544. 1-2-14. 2-3--348, 3-4--904, 4-5=-1127, 5-6=-1056, 6-F 7-8--930, ()
BOT CHORD 13-14=272, 12-13=1038. 11-12-1002. 10-11=1091. 9-10=-16, 14-15=202 • Yl' m
WEBS 3-13-1011, 4-13--569, 5-12-392, 5-11-62. 6-11-357, 7-10--736, 8-1PfS 18. V 4=-291Cj6 r)
%
a ' •° %
`a oN\, 0
-2-0-0 2-0-0 7-0-0 11-6-0 16-6-0 18-2-0
2-0-0 2-0-0 5-0-0 4-6-0 5-0-0 1-8-0
4x7 —
4x5 —
7.00 Imo— 5 6
I
I I 01
I
0 1 I 1
Q
1
0
15 143x5 4.00 12 Jx� <� 9
2x4 II
2x4
5x5.
2-0-0 7-1-8 11-4-8 16-6-0 18-2-0
2-0-0 5-1-8 4-3-0 5-1-8 1-8-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO
SEALING OF TRUSS DESIGN BASED -UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot di ped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
dimensio s are not shown, plates are symmetrically placed about joint or as
indicate by circles (9).
3. CVttjng and {abri atiG shall be accomplished using equipment producing snug
SOUTHERN fitting i9ints andc fuliy embedded plates.
TRUSS 1$$ 4. Unless o herwise noted, compression top chord to be continuously braced by the
roof sheathing.
COMPANIES 5. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing9 pplan for the roof structure or as a plan
for the attachment of the roof to the building.
2590 N. Kings Hjghway
Fort Pierce, Fl. 34951
(772)464-4160 Fax:(772)318-0015
wood t
22314.
and
on
PI)
.org
I
I
I 0
I 1
N CONTRACTOR
TYPE: H7H
csl
OFFL Ln 0«)
Vd�
L/d
PLATES GRIP
TC 057
9C 0.62
VeH(LL) -0.1211-12
VaR(IL) -0.3011-12
>999
>69.4
380
240
AS20 246/195
wa 0A3
(Yabix)
Hors((77LL)) 0.20 9
VH M(LLd 0.19 11-12
/a
>009
/a
240
AS1aH 246/195
LOADING
DATE: 19 Mar 2010
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
Version: 10.1a
LOADING (pet)
SPACING
2-0-0
TOLL 20.0
Plates Increase
1.00
TCDL 10.0
Lumber Increaw
1,25
SCLL 0.0
Rep Stress Iner
YES
BCOL 10.0
Code FBC2007/TPL2002
27
ARCE ENGINEERING S°`` • ,�'�ic 'Htd es 8932 QTY. I
LUMBER 13RACING 0 ((''�� 1 -t ' • ✓° NOTES
TC 2 X 4 SIP No.2 TOP CHORD 0 S turof 0,�dgeathln irectly epp -"r -0-8 1) Unbalanced roof live loads have been considered for this design.
BC 2 % 4 SYP No.2 m u� s\ except e d v cols. 2 Wind: ASCE 7-05; 140mph (3-second gust); h-27f ; TCOL-6.Opsf; BCDL-6.Opsh Category 11. Exp C; enclosed; MWFRS (low-rise);
WB 2 X 4 SYP No.3 •Except• W7 2 % 6 SYP No.2 SOT CHORa® i4'c i g directl 6 dpc blaclpg. end vertical left exposed; Lumber DOL=1.33 plate grip DOL�1.33.
1 - Ply i'r ✓ 3)) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrenl with any other live loads.
a ; A. r 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain fortnuta. Building designer should
REACTIONS (Ib/size) 12-800/1-0-0. 7-705/0-8-0. 11-53/1-0-0 �' verify capacity of bearing surface.
Max Harz 12-346(LC 4) •� (n �. 5) Provide mechanical eonnecUon (by others) of truss to bearing plate capable of withstanding 1318 lb uplift at joint 12, 344
Max Uplift 12=-13181 3), 7--344(LC 6), 110-1167(LC 4) lb uplift at joint 7 and 1167 lb uplift at joint 11.
Max Grav 12-909(LC 4), 7-705(LC 1), 11=991(LC 3) . r�. •.
FORCES (lb) - First Load Case Only ^ • • r / 0 LOAD CASE(5) Standard
TOP CHORD 2-12=-685, 1-2-14. 2-3=-880. 3-4--975. 4-5--914. 5-6--776, 6-7: s6 •• �KI : a
SOT CHORD 10-11=1161
9-10-949, 8-9=952, 7-8=-20, 11-12=39 = . l!;;fp �(�:
WEBS 2-10-885. 3-10--327. 4-9-729. 5-8--708. 6-8-999 7 ''•0• 7
•�0
00 ••3SN:• �� ®>
o t' Vp e
ONE ,�0
F 2 0 0,2-0-0 9-3-0 16-6-0 .18-2-
2-0-0 2-0-0 7-3-0 7-3-0 1-8-0
4x7 =
4
Firerows-PA
12 11 1 V 4_00 rM 3x4 _-7
2.5x6 ggII 2x4
0.03 1x2
x4
9-3-0 1
16-6-0 18-2-9
�2-0=0
2-0-0 7-3-0
7-3-0 1-8-0
TYPE: H9H
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
To
1c 0.92
0� "(Oe) '/tla0
vn(t�7 -0.oe a-ta >sea
36a
aso
PLATES GRIP
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
Be 0.65
we 0.41
vwt(1L7 -ash 9-10 >750
Ha 0.17 7 n/e
240
/e
Rao
AS20 246/195
A51eH 246/195
hot diPped al vani zed steel.
2. Connector plgates are applied to both faces of truss at each joint. Where
(4abx)
ww a os1 9-u >9e9
GATE:
19 Mar
dimensions are not shown, plates are symmetrically placed about joint or as
LOADING
indicated by circles (o).
3. Cutting and fabripCti np shall be accomplished using equipment producing snug
CRITERIA: ANSIITPI 1-2002 (MATRIX)
,
Version: IO.la
SOUTHERN
fitt�ng joints and fuply embedded plates.
braced by the
4. Unless otherwise noted, compression top chord to be continuously
LOADING (par)
SPACING 2-0-0
TRUSS
roof sheathing.Plates
s• The permanent structural restraint shown is to prevent buckling of individual truss
TOLL 10.0
TCOL 10.0
Increase 1.00
Lumber lncroaee 1.25
Lumber
I
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
9CLL 0.0
Rap Stross lncr YES
for the attachment of the roof to the building.
BCDL 10.0
Code FHC2007/TP12002
2590 N. Kings Highway Trusses can be dangerous and can cause damage and oerso al Injury if im r0 erly
Fort Pierce, F1.34951 handled installed and/or braced Bracing shown an this drawng is NOT EPIEC�ION
772 64 4160 Fax: 772 318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
( COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal pldto connected wood trusses'. TPI ps located at: 218 North Lee Street
Suite 312, Alexandria VA 220314. Telephone: (703) 683-1010. E-mail: tnfo@tpinst.org
Read all manufacture's WARNINGS enclosed with drawln acka e.
�2�
ARCE ENGINEERING tio`QM4I ,-Fr es 8932
. 3,
LUMBER
TC 2 X 4 SYP No.2
BRACING 0� ^' ' ^ 1 ...) (51 p
TOP CHORD v S�J�cturClddhealhiM1 dlrec8joap 1 -0-8
'cols. 0
NOTES ,
1) Unbalanced roof 11ve loads have been considered for this design.
2) Wind: A.SCE 7-05; 140mph (3—sernnd gust); h=27ft; TCDL=6.Opsf; BCOL=6.Opst; Category 11; Exp C; enclosed; MWFRS (low —rise);
BC 2 X 4 SYP No.2
WB 2 X 4 SYP No.3
0 P�jflinl� xcept end
BOT CHORer gib 5ng dirccU p or fi—
fi oa broG�g.
a°
end vertical "it ezposad; Lumbar DOL=1.33 plate grip DO
Live load
3 This trues has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other live loads.
1 — Ply
y//
4; Bearing at join(s) 7 considers parallel to grain value using AN51/TPI 1 angle to grain formula. Building designer should
REACUONS (Ib/size)
Max Horz
12-798/1-0-0, 7=705/0-8-0, 11=58/1-0-0
12-346(LC 4)
` ��
(jl a
verify capacity of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1318 lb uplift at joint 12, 344
Max Uplift
Max Grw
12--1318(LC 3), 7=-344((LC 6), 11--1167(LC 4)
12=909(LC 4), 7-705(LC 1). 11=991(LC 3)
1
o/� a
lb uplift at joint 7 and 1167 lb uplift of joint 11.
0
c
LOAD CASE(S) Standard
FORCES — First LCase Only
TOP CHORDD Load 2-1oad ,1-2=14,2-3=-879,3-4=-974. 4-5=-913, 5-6=-776, 6-7�
BOT CHORD 10-11-115. 9-10-949. 8-9=951, 7-8=-20, 11-12=38 .o
WEBS 2-10-885, 3-10--327, 4-9=728, 5-8--708, 6-8-998 .0 C> ^c)
�A '� o��•
-2-0-0 2 0_0 9-3-0 16-6-0 118-2-q
2-0-0 2-0-0 7-3-0 7-3-0 1-8-0
40 =
4
-7 nn ��
12 11 1 V 4.00 Ff2 3x4 zz:: 7
2.5x6 ggII
2x4
0.03 12
x4
9-3-0
16-6-0 118-2-q
�2-0-0
2-0-0 7-3-0
7-3-0 1-8-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
TYPE: T8
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
TC
1C 092
offL " t1 '/°°"
Van��L1LL�7 -0.Do a-10 >DBB
Ua PLATES GRIP
GRIP
]60
t. Connector plates are fabricated from 20 gauge ASTM A653/b53M Grade A or better
we o:4i
IVIo�rOU 0.17 B-1> >
Ag20 2440/195
2/ AS18H 246/195
i4o
hot -dipped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
(uetdx)
wud oM 6—Y >987
dimensions are not shown, plates are symmetrically placed about joint or as
LOADING
DATE: 19 Mar 2010
indicated by circles (o).
3. Cutt ng and fabri atiuup shall he ac omplished using equipment producing snug
pates.
CRITERIA: ANSI/TPI 1 2002 (MATRIX)
Version: 10.1a
SOUTHERN
fitting joints anrd fully embedded
by the
TRUSS
4. Unless otherwise noted, compression top chord to be continuously braced
sheathing.
LOADING (psD
SPACING 2—D-0
roof
s. The permanent structural restraint shown is to prevent buckling of individual truss
TCIL 10:0
TCOL 10.0
umb rInceae 1.00
Lumber
COMPANIES
member and is not intended as a bracing Mnor the roof structure or as a plan
eLL 0.0
YES
Rep Strinarcaae YES
Rep Stros
for the attachment of the roof to the bu97ding,
CAUTIN:
ScCOL 10.0
FBC2
Code FBC2007/iP@002
2590 N. Kings Highwa
S Y
Trusses can be dangerous and can cans2 damage and persogal injury if improperly
this drawing is NOT ERECTION
Fort Pierce, F1.34951
handled installed and/or braced. Bracing shown on
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
(772)464-4160 Fax:(772)3L8-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
•
of metal plate connected wood trusses'. TPI 1s located at: 218 North Lee Street
Suite 312. Alexandria VA 22314. Telephone: (7031 683-1010. E-mail: infoLtpinst.org
�-
Read all manufacture's WARNINGS enclosed with drawing Package.
4
ARCE ENGINEERING ��11�fdrres (I
BRACING 7 -7 • y'O
LUMBER
TC 2 X 4 SIP No.2 TOP CHORD ,Z S4bctunl *6094VthInqw�a6-0-fi
BC 2 % 4 SYP No.2 % Dec, 4fhnlx excepanWB 2 x 4 SYP No.3 BOT CHOR( /`"Rigid cbng direcraF,µtg.
REACTIONS (lb/size) tt-521/1-0-0.6-706/0-8-0, 10-203/1-0-0"Max Hors 11-257(LC 4) CMax Uplift 11 814(LC3)), 6--344(LC6),10=-1190((LC4)Max Grav 11-1003(LC 4J, 6-7o6(LC 1), 10-747(LC 3)FORCES (lb) - First Load Case OnlyTOP CHORD 1-11=-623.1-2=-877,2-3--976, 3-4--916, 4-5--777. 5-6=-662
BOT CHORD 9-10-127, 8-9=951. 7-8-953, 6-7--20, 10-11=56 •• rf��� ^� • v o
WEBS 1-9-865, 2-9--338, 3-8-730. 4-7--709, 5-7-1001 'J.
1' 0
fill IBISO
2-0-0 9-3-0
2-0-0 7-3-0
4.00
I
I
I I I
of I I
o- ,�
I
0 11 10
2.5x5 gg1I
0.03 12
x4
.3
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wnd: /SCE 7-05: 140mph (3-second gust); h-27ft; TCDL=6.Opsf; BCDL=6.Opsf; Category Il; Exp C; enclosed; MWFRS (low-rise);
Lumber DOL-1.33 plate grip DOL=1.33.
3 This truss has been designed for a 10.0 pnf bottom chord live load noneoneurrent with any other live loads.
4; Bearing at joints) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should
verify capacity of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 814 lb uplift at joint 11, 344
lb uplift at joint 6 and 1190 lb uplift at joint 10.
LOAD CASE(S) Standard
40 =
3
7 nn
4.00 12
16-6-0 16-2-c
7-3-0 1-8-0
3x4 _-6
2x4
9-3-0 16-6-0
18-2-q
�2-0-0,
2-0-0 7-3-0 7-3-0
1-8-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
TYPE: T8A
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
m
1C o.8o
ocR ^ 1 1 '/e•n Lld360 PLATES GRIP
YmtttWW -o.os a-s >ese ]6a
i. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
.14
AS20 246/195
v t1L1 oii 6-s >�%a �% AS1eH 246/19s
hot -di ped galvanized steel.
2. Connector plates are applied to both faces of truss at each joint. Where
(u°bi.)
wuue oso 7 e >eee a4o
dimensionrIs are not shown, plates are symmetrically placed about joint a as
LOADING
DATE: 19 Mar 2010
10.1a
SOUTHERN
indicate tl by circles (o).
3. Cutting andd fabricatti shall be ac omplished using equipment producing snug
fitting 1Oints and fuQSy embedded plates.
CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version:
TRUSS
4• Unless otherwise noted, compression top chord to be continuously braced by the
roof sheathing.
LOADING par)
0.o
SPACING z-o-0
Plalealnerea°° 1.25
COMPANIES
s• The permanent structural restraint shown is t0 prevent buckling of individual truss
member and 1s not intended as a bracing pplam for the roof structure or as a plan
Bu9lding.
TCLL
TOOL 10.o
BCDL
1.25
Lumbarincreasa YES
2590 N. Kings Highway
B 8 Y
for the attachment of the roof to the
CAUTI ON:
Trusser tan be dangerous and caan causee damage and ersoqal injury if improperly
braced. Bracing shown on his drawing is NOT ERECTION
10.0
Cod. rBC2007/TPI2002
Fort Pierce, F1.34951
handled Installed and/or
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSf 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good ppractice for handling installing
TPI is located at: 218 Ngrth Lee Street
3
ofimpta417p1ate connected wood trusses'.
A1Pnndria v,S 22314. Telephone: (703) 683-1010. E-mail: infoetpinst.org
4
ARCE ENGINEERING tio`' �lal es 8932 QTY. I
LUMBER BRACING q�' ' n J ' • y A NOTES
TC 2 X 4 SYP No.2 TOP CHORD o St�lctujEl wDod-9heathi� directly.ap �0'iy5-0-5 1) Unbalanced roof live loads have been considered for this design.
SC 2 % 4 SYP No.2 p ynin cept end 'cols. �' 2 W;nd: ASCE 7-05: 14Omph (3-second gust); h-27ft: TCOL-6.Opsf; BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
WS 2 X 4 SYP No.3 -Except- W1 2 X 6 SYP No.2 SOT CHORD% 4gid q6ng directl { J or 6- • 0•: ebra0g. Lumber DOL-1.33 plate grip DOL-1.33.
^^ 3)) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
1 - Ply
lONS (Ib/size) 110524/1-0-0, 6�706/0-8-0, 10=200/1-0-0 >JJ . m 4) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should
m verify capacity of bearing surface.
Max Harz 11-257(LC 4)
Max Uplift 11--BWLC 3). 6--344(LC 6), 10--1190 LC 4) a 5) Provide mechanical d 119 connection uplift
others) of truss to bearing plate capable of withstanding 814 lb uplift at joint 11, 344
Max Grav 11-1003(LC 4). 6-706(LC 1), 10-747(LC 3SU. lb uplift at joint 6 and 1190 lb uplift at joint 10.
FORCES (lb) - First Load Case Only O LOAD CASE(S) Standard
- TOP CHORD 1-11=-623, 1-2=-877, 2-3=-977, 3-4=-916, 4-5=-778, 5-6--662 p r.19 �• a m
BOT CHORD 9-10=128. 8-9-951, 7-8-954. 6-7=-20, 10-11-57 lo •• A
WEBS 1-9=865, 2-9--338, 3-8-731. 4-7--710, 5-7-1001 .• CA� nc);
OAe o • 3 w\ •! •� ®®
b' N`i,��°,
®�OBgB 980p00
2-0-0 9-3-0 16-6-0 18-2-Q
2-0-0 7-3-0 7-3-0 1-8-0
4.00
I I
I I
I I I
1 I I
Q
I
0 11 10 a
2.5x5 gg1I
0.03 12
x4
7.00 12
4.00 12
2-0-0 9-3-0
2-0-0 7-3-0
4x7
3
LO
I I
3x4 z:� 6
2x4
16-6-0 118-2-Q
7-3-0 1-8-0
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot di ped galvanized steel.
2. Connector plates are applied t0 both faces of truss at each joint. ,Where
dimensi0 s are not shown, plates are symmetrically placed about joint or as
TO ERECTION CONTRACTOR
TYPE: H9J
csI DOLL in(I ) I/dab t/d PLATES GRIP
Tc 0.80 yen(tL� -0.09 8-9 >999 360
Be 0.64 ven(1L) -0.25 8-9 >es9 240 AS20 24e/195
we 0.40 H=r=(n) 0.1� a /e n/= As18H 246/195
(uaw) W,aeL oso 7-a >099 240
LOADING
DATE: 19 Mar 2010
SOUTHERN
indicate by circles (o).
3. Cutt{ng qnd fabricating shall be accomplished using equipment producing snug
fully
Version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
TRUSS
fitting oints ana embedded plates.
4. Unless o herwise noted, compression top chord to be continuously braced by the
roof sheathing.
((psi) SPACING 2-0-0
5. The permanent structural restraint shown is to prevent buckling of individual truss
or as a
TOLLLOADING
00
Tcu 10.o Piatesln1'e 1.25
TCOL 10.0 be 1'`1.2s
COMPANIES
member and is not intended as a bracing plan far the roof structure plan
BCDL 0.0 Rep 5lree YES
for the attachment of the roof to the building.
CAUTION'
FEC2
ecoL 10.o Code fsc2oa7/rPzOoz
2590 N. Kings Highway
Trusses can be dangerous and can taus damage and Dersoaal injury if imDDro erly
is ERECp1ION
Fort Pierce, FI.34951
handled installed and/or braced. Brac�ng shown on this drawing NOT
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 200E BUILDING
(772)4644160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide t0 good practice for handling installing
z
of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street
✓
Suite 312. Alexandria VA 22314. Telephone: (703) 683 .1010. E-mail: info@tpinst.org
-
a
ARCE ENGINEERING
�.��;; M'dtx�es 89
BRACING e () 1 • P
TCM2�X 4 SYP Not TOP CHORD ` 911, t bi J� heathin directlyQ{p �� 7-8
SYP No.2 0 � uriins� except
BC 2 X 4
WB 2 X 4 SIP No.3 DOT CHORC g�d a ng dine8 p r Aaoe gracAP9.
I — Ply m i�
r
REACTIONS MZsize) 14-697/1-0-0, 8-714/0-8-0, 13-18/1-0-0
Max Hors 14=176(LC 4)
• '� m
(n
Max Uplift 14--413(LC 3). 8--305(LC 6). 13=-4913V( 5)
Max Grov 14-732(LC 8). 8-714(LC 1), 13-215(LC 3)
. o
O
ryr��r�..
/� : ' r
FORCES (Ib) — First Load Case Only
TOP CHORD 1-14--451,1-2=-348.2-3--908,3-4=-1129,4-5=-1057,5-6--1146n6
BOT CHORD 12-13-283, 11-12=1041. 10-11=1005, 9-10=1092, 8-9=-16, 13-14=220�
3-12--564, 4-11-393. 4-10-60. 5-10-355, 6-9=-737, 7-9—Itl
93I. 7—
f0�� rr��� • A� m
2-11
WEBS 2-12-999,
•�:46 lv�'J�..y��0
0e S•
3 • ee
'0,®o
. %�`
let a s e V N\
2-0-0 7-0-0
2-0-0 5-0-0
4x7 =
11-6-0
4-6-0
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCDL-6.Opsf: BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise):
Lumber DOL-1.33 plate grip DOL-1.33.
3 Provide adequate drainage to prevent water pendin
4 This truss has been deefgned for a 10.0 psg.
f bottom chord live load nonconcument with any other live loads.
5 Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain forrnulo. Building designer should
verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 It, uplift at joint 14, 305
lb uplift at Joint 8 and 491 Ib uplift at joint 13.
LOAD CASE(S) Standard
4x5
nn F-19 4 5
16-6-0 18-2-0
5-0-0 1-8-0
W1 IV21
I
4.00 12 5x5 I
4x6
3x4 g
4x5 —
2x5 1I 3 7
I 2
1
I I o 4 11 10 4 W I I
o I I 5x5 5x6
zz
0' 9
of 12 3x4
14 13 3x4 - 4.00 8
r11T
2x4
2x4 11
0.03
2-0-0 7-1-8 11-4-8
16-6-0 1 18-2-0
2-0-0 5-1-8 4-3-0
5-1-8 1-8-0
FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
TYPE: H7J
LATE: AUTOMATIC STAMPING
m;'°�)
'/da"
L/d GRIP
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1c om
vsn u)) a.1z o-11
V"
>ese
360 PLATES
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
wWe a43
ert DQ 0301a 18
o.1a 10-11
>s/eea
>999
r/ ASISS20 246/195
240 As1eN 246/195
hot -di ped galvanized steel.
Connector are applied to both faces of truss at each joint. Where
(w6t)
waemt
2. plates
dimensions are, not shown, plates are symmetrically placed about joint or as
LOADING
DATE: 19 Mar 2010
indicated by circles (a).
3. C ttjng and fabri ati shall be ac omplished using equipment producing snug
CRITERIA: ANSI/TPI 1 2002 (MATRI%)
Version: l0.la
SOUTHERN
fitting odnts anrd fully embedded plates,
compression top chord to be continuously braced by the
TRUSS
a. Unless otherwise noted,
roof sheathing.plot.
LOADING (psf)
SPACING
lneeaee
2-0-0
1.00
s• The permanent structural restraint shown is to prevent buckling of individual truss
or as a
TOLL 10.0
TCOL to.o
Lumtarinc ease
Lumber
t.2s
COMPANIES
member and is not intended as a bracing plan for the roof structure plan
BCLL
Rep—aIn.r
for the attachment of the roof to the building.
CAUTION:
10.0
107/TP12W2
2590 N. Kings Highway
B 8 Y
Trusses Can b daangerous and cdn cause damage and pers6rlal {nju y if imprDperly
gnstagletl ad. Drawing ;s NOT ERECTION
Fort Pierce, FL 34951
handled and/or braceBracing shown On this
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
(772)4644160 Fax:(772)3113-0015
COMPONENT SAFETY INFORMAdTION. Guide to good practice for handling installing
oft*ot,,1. I.—d�eatV wood TeI ohonePl(703)o683e1010. E-mail: info@tpinsttorg
ARCE ENGINEERING
.�� �1 i es 8932
QTY.
LUMBER
TC 2 % 4 SYP No.2
BC 2 X 4 SYP No.2
1��
1 j0
BRACING '% QVeolhTn
TOP CHORD o typl 4d sh'IC
b 1r1 ibc purii. ®
NOTES
1) Unbalanced root IIva loads have been considered for this design.
2 Wind: ASCE 7-OS• 140mph (3-second gust); h=27ft; TCDL=6.0prf; BCDL-6.0psy Category 11; Exp C; enclosed; MWFRS (law -rise);
DOL-1.33.
WB 2 X 4 SIP No.3 *Except* W9 2 X 6 SYP No.2
SOT CHORV lFigV 4bng directpra4ng.
y /� n73))
Lumber DOL-1.33 plate grip
Provide adequate drainage to prevent water pondig.1-
Pl0NS (Ib/sixe) 14=1070/1-0-0, 8=1112/0-8-0
b !'p„4
Thistrusshas been designed far a 10.0 ps1 bottom chord live Iood nonconeument with any other live loads.
5 Bearingat joinl(s) 14,8 eonaiders parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer
Max Hort 14=103(LC 4)
Max Uplift 14--941(LC 5). 8--977(LC 6)
^�
� a
should verify capacity of bearing surface.•
6) Provide mechanical,connection (by others) of truss to bearing plate capable of withstanding 941 Ib uplift at Joint 14 and
FORCES (lb) - First load Case Only
TOP CHORD 1-14=-873, 1-2=-1097, 2-3=-2186, 3-15=0, 4-15=-1966, 4-16=0, 5- -4 =-22 5, 6-7• r I
977 Ib uplift at Joint B.
LOAD CASES) Standard
BOT CHORD 13-14=62, 12-13=1197, 12-17=2618, 11-17=2618, 11-18=2fi18, 10-18=99 �0-1237, 8-9.Q `
2-13--828, 2-12=795. 3-12=858, 4-12=-728, 4-11=323, 4-V 59�•5-10=8711� -875, 6�.q��0 7 =11B9
1) Regular. Lumber Increase-1.25, Plate Increase-1.00
Uniform Loads (Plf)
WEBS 1-13=1079,
'.J a
°.°
Vert: 1-2=-60, 2-3=-60, 3-5=-60, 5-6= 60, 6-7=-50, 12-14=-20, 10-12=-20, 8-10=-20
® • `� ��
Ae S \v • �e
Concentrated Loads (Ib)
10=-173(8) 15
Vert 3=-66(B) 5--66(8) 12--105(B) 11--159(8) 4�-15(B) =-7(8) 16=-7(8) 17=-79(B) 18=-79(8)
. 00
0
till Va BNa
2-0-0
1 5-0-0 9-3-0
13-6-0 16 6-0 18-2-0
2-0-0
3-0-0 4-3-0
4-3-0 3-0-0 1-8-0
4x4 —
3x8 -
4x4 —
7.00 FfT
3 4
5
4.00 r1 T
4x4
4x4
1
W2
VJ2
Cj
5x6 5::.2
6 4x5 -
W4
1
rn
1
g
7
I
I
of
6
6
W
12 11
5x8 1 x4 I I
10
5x8
n
JX4 i O
14 4.00 12 2x4
2x5 —
2-0-0 5-1-8 9-3--0 13-4-8 16-6-0 18-2-0
2-0-0 3-1-8 4-1-8 4-1-8 3-1-8 1-8-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H5J
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
csI
TC 01S
Dr1L V%
VVR( 1-12 >a66
Ud
380
PLATES GRIP
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
Be o.w
w9 0Aa
V.r1(n� -0.2211-12 >973
HoRffnn -0.16 6 /.
240
/a
AS2o 246/195
A918H 24c/195
hat -dipped yal Vani Zad steel.
2. Connector plates are applied to both faces of truss at each joint. Where
(u.w)
w.a( 0.2211-12 >ass
240
LOADING
DATE: 19 Mar 2010
dimensions are not shown, plates are symmetrically placed about joint or as
'4999bbib,
SOUTHERN
indicated by circles (o).
o. Cutting and fabritatiop shall be accomplished using equipment producing snug
Version: IO.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
•
fitting ]Dints and fully embedded plates.
4. Unless otherwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
5. The permanent structural restraint shown is to prevent buckling of individual truss
LOADING (Paf) SPACING z-o-a
TOLL 20.0 PlalesIncrease 1.00
COMPANIES
member and is not intended as a bracin ppt an for the roof structure or as a plan
�ulldi
TCDL io.o Lumber Mara— 1.25
BCD 0.0 Rep Stan [norFBC2 HD
for the attachment of the roof to the ng.
1o.a cad. Fec2oa7/1P12ooz
CAUTION:ecDL
2590 N. Kings Highway
Trusse can hee d ngerous nd can cause damage and grsogqal iinju[y if improperly
Bracing this drawing�is NOT ERECTION
Fort Pierce, F1.34951
handle installe3 and/or raced. shown on
BRACING. Refer to the Truss Plate Institute (TPI) publication SCSI 2008 BUILDING
"z
(772)464-4160 Fax:(772)3I8-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
'
of metal plate cognected wood trusses'. TPI 1s located at: 218 North Lee Street
Inngfo@tapinst.org
(703) 683-1010. E mail: info@tpinst.org
.✓/
Suite 312, Alexandria VA 22314. Telephone:
Reed all man=cture's WARNINGS enclosed with drewin
ARCE ENGINEERING
LUMBER
TC 2 X 4 SYP No.2
BC 2 X 4 SYP No.2
WB 2 X 4 SYP No.3
1 -Ply
REAC710NS (lb/size) 5=67/Mechanical, 9-167/0-3-0, 6-99/Mechanical
Max Harz 9�750(LC 5)
Max Uplift 5_-57(LC 5 , 9--28(LC 3). 6--116(LC 5)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2--9. 2-3=-6.3-4-13. 4-5-20. 1-9=-28
SOT CHORD 8-9-20, 7-8=8, 6-7-13
WEBS 2-8=6. 1-8=-29. 4-7=-1
,i .
tid1�'scY.H�jdr�les (89
BRACING i V"
TOP CHORD S turmi a�dq-nlhG irec0y aF roi'1-4-8
0 L j ns\ a cept end v Is.
BOT CHORQZ id•cong direct! or 1 ti oc s•
sO� ��Z
am
0
d
i1eenl delve©°��®e0
1-4-8
1-4-8
4.
1.5x4 II 4x/
NOTES
i) Unbalanced roof live loads hove been considered for this design.
2 Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCOL-6.Opsf; SCOL-6.Opsf; Category II; Ex C; enclosed; MWFRS (low-rise);
Lumber DOL=1.33 plate grip DOL-1.33.
3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4� Provide mechanical connection (by others) of truse to bearing plate capable of withstanding 57 lb uplift at joint 5. 28 lb
uplift at joint 9 and 116 lb uplift at joint 6.
LOAD CASE(S) Standard
4-4-8
3-0-0
1-2-0 4-4-8
1-2-0 3-2-8
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
TO ERECTION CONTRACTOR
cm
TC 0.19
To
t. Connector plates are fabricated from 20 gauge ASTM A663/653M Grade A or better
Be WB 23
hot -dipped galvanized steel.
1. Connector plates are applied to bath faces of truss at each joint. Where
(ua6;=)
dimensio s are not shown, plates are symmetrically placed about joint or as
LOADING
SOUTHERN
indicates by circles (a).
3. Cutting ndd fabri ati shall be accomplished using equipment producing snug
fitting anP i'My embedded plates.
CRITERIA: Al
TRUSS
pints
4. Unless o herwise noted, compression top chord to be continuously braced by the
sheathing.
LOADING (psQ
roof
5. The permanent structural restraint shown is to prevent buckling of individual truss
as a
33
TCLL 0.0
TCDL 10.0
COMPANIES
member and is not intended as a bracing plan for the roof structure or plan
SCu 0.0
for the attachment of the roof to the building.
CAUTION'
BCDL 10.0
s Highway
2590 N Kings B Y
Trus es an be d ngerous and c n taus damage and erso al injury if improperly
Fort Pierce, FL 34951 handed installed and/or braced Bracin shown on this drawing 1s NOT E EC ION
(772)464-4160 Fat:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal pl to connected wood trusses'. TPI is located at: 218 North Lee Street
Suite 312, Alexandria Vd 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org
Read all manufacture's WARNINGS enclosed with drawing package.;
TYPE: J5E
DEFL m (I..) I/den
L/d
PLATES GRIP
y -0.oz 7-a >999
y -0.04 7-8 >999
360
240
Ag20 246/195
Narz-0.03 5 /a
Wiad(iL) 0.05 7-8 >991
/
2�0
Ag16N 2. lIS
DATE: 19 Mar 2010
PI 1-2002 (MATRIX)
version: 10.1a
SPACING 2-0-0
Plat- Increase 1.00
Lumbar Increase 1.25
Rep Stress Inc, YES
Code FSC2007/iP12002
3�
ARCE ENGINEERING
:,"_k\-\'&a174 s0VcH,' nes
QTY. 1
LUMBER
TC 2 X 4 SYP No.2
BC 2 X 4 SYP No.2
WS 2 x 4 SYP Nm3
1 - PlyREACTIONS (lb/siortze) 7-237/0-7-1, 3-98/Mechanical, 4-139/Mechanical
Max H7-21 B(LC 5)
Max Uplift 7--164(LC 3), 3�-130(LC 5), 4--154(LC 5)
Max Grav 7-237(LC 1), 3n98(LC 1 , 4-154(LC 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1-7=-176, 1-2=-209, 2-8-0. 3-8=15
SOT CHORD 7-9-8. 6-9-13. 6-10=194, 5-10=215, 4-5-27
WEBS 1-6-234. 2-6-10,2-5--208
BRACING ems- - > r Q 1 � •. �
TOP CHORD w,RtWSI w� hV�Jll
ar�� 0-
H'yy��\ except
BOT CHORO•� i iCYc6afig direa at:o m
:me
.7 O
40
fit '1110
2-0 1
2-0-1
1.5x4
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: /SCE 7-05; 140mph (3-second gust); h-27ft; TCDL-6.Opsf; SCOL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
and vertical left exposed; Lumber DOL=1.33 plate grip OOL=1.33,
3) This truss has been designed for a 10.0 psf bottom chard live load nonaoncurtent with any other live loads.
4 Bearing at Joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should
verify capacity of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at joint 7, 130 lb
uplift at Ialnt 3 and 154 lb uplift at joint 4.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated lood(s) 20 lb down and 32 lb up
at 3-6-1, and 20 lb down and 32 lb up at 3-6-1 on top chard, and 50 lb down and 110 lb up at 3-6-1. and 18 lb down and fit
lb up at 3-6-1, and 33 lb up at 0-8-2 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular. Lumber Increase-1.25, Plate Increase-1.00
Uniforn Loads (plf)
Vert 1-2=-60. 2-3-60, 4-7=-20
Concentrated Loads (lb)
Verl: 8=64(F=32, 8=32) 10=-W17 -14, B= 50)
6-1-7
4-1-6
4.95 12
2-0-1 6-1-7
2-0-1 4-1-6
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
TO ERECTION CO
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -dipped galvanized steel.
z. Connector plates are applied tD bath faces of truss at each joint. Where
dimensio s are not shown, plates are symmetrically placed about joint or as
indicate by circles (o).
3. Cutting n! fabri at,Dp shall 6e accomplished using equipment producing snug
SOUTHERN fitting olnts anrd fully embedded plates.
4, Unless o herwise noted, compression top chord to be continuously braced by the
TRUSS roof sheathing.
5• The permanent structural restraint shown is to prevent buckling of individual truss
memberinment fethedroSfatbrthenguplan for the roof structure or as a plan
COMPANIES aattachnot
or g.
CAUTION:
S S Y TruS es can b dangerqus and can cause damage and peesonal injury 1f improuerly
2590 N. Kings Highway
braced. Bracing shown on this drawng is NOT ERECTION
Fort Pierce, F1.34951 hans ed insta�lad andgor
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015 COMPONEHT SAFETY INFORMATION. Guide to good practice for handling installing
of metal plyte connected wood trusses'. TPI is located at: 218 North Lee Street
c.,irm 117 Alexandria VA 22314. Telephone: (703) 6B3-1010. E-mail: info@tpinst.org
R
TYPE: CJ5E
cst
DEFL le (toe) I/den
L/d
PLATES GRIP
tc am
vent(LL) -a.02 5-6 >ese
3sa
BC am
VeA(rrrr�lmmmmL,� -0.oe 5-6 >999
a
240
AS20 246/195
A518H 246/195
(we Y.).f2
LL' 07 5-6 >999
�d LL)
2400
LOADING
DATE: 19 Mar 2010
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
Version: 10.1a
LOADING (psf)
SPACING 2-D-O
TCLL 0,0
Pules Increase 1.00
TCDL 1o.0
Lumber Incroase 1,25
I
BCLL 0.0
Rep Stress Iner NO
BCDL 10.0
Code FBC2007/TPI2002
35-
ARCE ENGINEERING ,�'` (Vi .-kilo es 8932 QTY. 1
LUMBER BRACING % ^ • n —I -.I A NOTES
TC 2 X 4 SYP No.7 TOP CHORD V St�gturpT re�d4fiealh,ll'g direcll�ae ra�-0-0 1 Unbalanced roof live loads hwe been considered for this design.
BC 2 X 4 SIP No.3 0 np,Ons\ a• 2; Wind: ASCE 7-05. 140mph (3—second gust); h-27ft; TCDL=6.Ops(; RCDL=6.Opsf; Category II; Fxp C; enclosed; MWFRS (low—rise);
1 — Ply SOT CMORIY Id.c�H•ng directly or 10— ae Lumber DOL=1.33 plate grip DOL=1.33.
3 This Wss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
REACRONS (lb/size) 1-208/7-0-0. 3-208/7-0-0 . 4 Gable requires continuous bottom chord bearing.
Max Harz 1-23(LC 5) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 1 and 110
Max Uplift 1 110(LC 3). 3� 110(LC 4) (n lb uplift at joint 3.
FORCES (lb) — First Load Case Only LOAD CASE(S) Standard
TOP CHORD 1-2=-158. 2-3--145 0 r.� ^ •rl
SOT CHORD 1-3-156 m • V
0
VM
6•• o
3-6-0 7-0-0
3-6-0 3-6-0
4.00 12
2x4
3x4 =
2
7-0-0
7-0-0
2x4
3
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: V7
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
csI
Tc am
°V m (kc) '/de"
n/a — n/a
L/d
BBB
BB9
PLATES GRIP
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
ec b.48
we 0. 0
V nW�w
van(tL) /a — n7
H_(W °'0° ' "/O
"/O
AS20 24e/195
hot -di pped alvanized steel.
z. Connector pates are applied to both faces of truss at each joint. Where
ASIBH 246/195
LOADING
DATE: 19 Mar 2010
dimensions are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (0).
3. Cutting and fabri att1 shall be ac omplished using equipment producing snug
fu�Sy pates.
version: I0.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
fitting joints anrd embedded
4• Unless otherwise noted, compression tap chord to be continuously braced by the
TRUSS
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
LOADING tpsf) SPACING 2-0 0
Tcu 2e.0 Plates Inc ease 1.00
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
TOOL 10.o Lumber lneroaee 1.25
BCU_ o.a Rep Stress lncr YES
far the attachment of the roof to the building.
BCOL 10.0 cad° FBC2007/TP12002
CAUTION:
2590 N. Kings Highway
Trus es Can be dangerous and caan cause damage and uersonnal Injury if imppropperly
this drawing is NOT ERECTION
Fort Pierce, FI.34951
handed Installed and/or braceA Bracing shown on
'SCSI
(772)4644160 Fax:(772)318-0015
BRACING. Refer to the Truss Plate Institute (TPI) publication 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
r� r
of metal plate connectedd wood trusses'. TPI 1s located at: 218 North Lee Street
683-1010. E-mail: Info@tpinst.org
�O
Suite 312, Alexandria vA 22314. Telephone: (703)
Read all manufacture's WARNINGS enclosed with drawIng package.
ARCE ENGINEERING
LUMBER
TC 2 X 4 SYP No.3
BC 2 X 4 SYP No.3
OTHERS 2 X 4 SYP No.3
1 - Ply
REACTIONS (Ib/sim) 1.192/14-0-0. 3-192/14-0-0. 4-593/14-0-0
Maz Horz 1 _53(LC 5)
max
Max Grravtt 1=204(LC 7). 33204(LC(8). 4LC = 3(LC 6(LC 3)
FORCES (lb) - First Load Case Only )
TOP CHORD 1-2= 10. 2-3-44
BOT CHORD 1-4=18,3-4=18
WEBS 2-4--277
® o`� as�cklEd es
BRACING
TOP CHORD v 9ii tyro) 4d athin iractly 9pP 'r• ®-0-
o url}}'�(s`
she
BOT CHORS id(I direct
ractq. I]
F
r � J
o� •mm
• CV� \ a V �
O
rg 3 S N •! �0
o
e `d M %®®ori
�BBB9A8 90@lUY
7-0-0
7-0-0
1
NOTES
1 Unbalanced roof live loads hwe been considered for this design.
2; Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL-6.Opsf; BCDL=6.0psf; Category II; Ex C; enclosed; MWFRS (law -rise):
Lumber OOL 1.33 plate grip DOL=1.33.
3 This truss has been designed far a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4 Gable requires continuous bottom chord hearing.
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 1, 128 lb
uplift at joint 3 and 276 lb uplift at joint 4.
LOAD CASE(S) Standard
4x6 =
2
14-0-0
7-0-0
3x4 G i x4 11 _.. .
14-0-0
14-0-0
AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: V14
PLATE:
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
csl
to a.at
OErL to (we) Vann
DU n/a a/a
L/a
ssa
°/
PLATES GRIP
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
We o�
1. a.00 -a ��°
^
aszo 246/te5
Astett 246/195
hot -di alvanized steel.
a. Connector plgates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about jpint or as
Nam)
LOADING
DATE: 19 Mar 2010
CRITERIA: ANSI/TPI 1 2002 (MATRIX)
SOUTHERN
indicated by circles (a).
3. Cutt{ng ndd fabr. iUI shall 6e accomplished using equipment producing snug
fitting oints and fully embedded plates.
Version: 10.1a
TRUSS
4. Unless o herwise noted, compression top chord to be continuously braced by the
roof sheathing.
LOADING (Psi) SPACING z-o-o
Plates In 1.00
COMPANIES
s. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing pt an for the roof structure or as a plan
Tcli 10.0 Lumber .25
B OL 10.o Lumber Increase 1YES
BCDL 0.0 Rod StressFEIC2
for the attachment of the roof to the building.
CAUTION'
002
BcoL 10.0 caee Feczo07/rPlzooz
2590 N. Kings Highway
Trus4es can be dangerous and can cause damage and grsogal injury if improperly
braced. Bracing shown on this Drawing is NOT ERECTION
Fort Pierce, F1.34951
handled installetl and/or
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
)
(772)464-4160 Fax:(772)318-0015
r
COMPONENT SAFETY INFORMATION. Guide to good Practice for handling installing
of metal pldte connected woad trusses'. TPI ps located at: 218 North Lee Street
(703) 683 1010. E-mail: info@tpinst.org
��
l
Suite 312. Alexandria VA 22314. Telephone:
Read all manufacture's WARNINGS enclosed with drawln acka e.
ARCS ENGINEERING
LUMBER BRACING
TO 2 X 4 SYP No.3 TOP CHORD
SC 2 X 4 SIP No.3
OTHERS 2 X 4 SYP No.3 BOi CHOR��
1 — Ply
REACTIONS (Yb/size) 1-98/21-0-0, 5-98/21—G-0, 8-490/21-0-0, 9-425/21-0 L
Max Harz 1--8 LC 6
Max Uplift 1 LC 4 , 5--42(LC 4), 8=-186((LC 3). 9--308(LC 5),'6-
Max Gran 1-98(LC 1). 5-98(LC 1). 8-490(LC i), 9-445(LC 7). 6-445(LC
FORCES (lb) — First Load Case Only
TOP CHORD 1-2=-2, 2-3-9. 3-4-40, 4-5-33 0
SOT CHORD 1-9-15, 8-9=15, 7-8=15, 6-7-15, 5-6-15 0
WEBS 3-8--243, 2-9--84,4-6--337
omes
v 4 turat • • gh. lhi g irectly aeP �fe6-0-0
u6fins\� B
d
ii ng directl o 1 ib. e m.
m
)� C
:mo
6r6N /• • a
� � O
08 L BB) 11011
®00
�� 01
10-6-0
10-6-0
QTY. 1
NOTES
1)) Unbalanced roof live loads have been considered for this design.
s) Wind: ASCE 7-05; 140mph (3—sernnd gust); h=27ft; TCDL-6.Opsf; BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (Yaw —rise);
Lumber DOL=1.33 plate grip DOLm1.33.
3) This Wss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads:
4 Gable requires continuous bottom chord hearing.
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 1, 42 lb
uplift at joint 5, 186 lb uplift at joint 8, 308 lb uplift at joint 9 and 308 lb uplift at joint 6.
LOAD CASE(S) Standard
5x4 =
3
21-0-0
10-6-0
Sx4 1x4 II 1x4 II 3x4 =
1x4 II
PLATE: AUTOMATIC STAMPING
SEALII
1. Conne
hot-d
2. Conne
dimen
idi
SOUTHERN
lc
fitti
TRUSS
UnleS
4. roof
roof
COMPANIES
s. The membe
for It
2590 N. Kings Highway
Truss
Fort Pierce, FI. 34951
handl
(772)4644160 Fax:(772)318-0015
COMPC
r
Df me
21-0-0
21-0-0
FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: `S
CS 0.57
tes are fabricated from 20 gauge ASTM A653/653M Grade A or better Be 0.32.
lvanized steel, (ue6.) o.11
tes are applied to bath faces of truss at each joint. Where
e not shown, plates are symmetrically placed about joint or as LOADING
circles (a).
abriCCatti o shall be accomplished using equipment producing snug CRITERIA: Al
s ana fuQiy embedded plates.
;ise noted, compression top chord to be continuously braced by the LOADING (psf)
9itructural restraint shown is to prevent buckling of individual truss TCLL 20.0
not intended as a bracing plan for the roof structure or as a plan TI13CLL 10.0
hment of the roof to the building. BCDL 0.0
BCDL 10.0
CAUTION: o erl
n daaanrnne and can cause damage and personal injury if- - - MY
INFORMATION. Guide to gooa
nnected wood trusses'. TPI
dria VA 22314. Telephone:
i
NG
org
TYPE: V21
DLr�FL(l� In (Ioo) I/den BBe PLATES GRIP
vert(iL) n — n7 es9 AS20 246/195
tlorx(TL) D. 5 nn/e AS16H 246/195
GATE: 19 Mar 2010
rer Version: IO.1a
SPACING 2-0-0
Plat- in.—,. 1.00
Lumber Iner . 125
Rap Stress Iner YES
Cade FBC2007/TP12002
211
ARCE ENGINEERING mes 8932 QTY.
LUMBER BRACING 0°• ^ ' ^^ ""�� •' • one
TC 2 X 4 SYP No.3 TOP CHORD o ,92ptictylal l�o8.911119 directly ap ' �dr' -0-0
NOTES '
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05- 140mph (3-second gust); h=27ft; TCDL-6.Opsf; SCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
BC 2 X 4 SYP No.3 .e YHirl. A,, ®
OTHERS 2 X 4 SYP No.3 BOT CHORR igi Ning direct] rSJ or 1 • �0 oc s
1 _ Py �a (`prQC�n
Lumber DOL-1.33 plate grip DOL-1.33.
3) This truss has been designed (or a 10.0 pet bottom chord live load nonconeurrent with any other live loads.
truss to bearing capable of withstanding 102 lb uplift at joint 1, 113 lb
'
REACTIONS (Ih/size) 1a210/26-8-2, 5�210/26-8-2, 8a417/26-8-2, 9�577/26-•o�.c,` 577�/36- -2� �
4) Provide mechanical connection (by others) of plate
uplift at joint 5, 121 lb uplift at joint B. 406 lb uplift at joint 9 and 406 lb uplift at joint 6.
Max Ho7 1 a-109((LC 6
Max Uplift 1 a-102(LC 3, 5=-113(LC 4), 8�-121((LC 3), 9=-406(LC 5), C�• (j) a
5) Non Standard bearing condition. Review required.
Max Grov 1-210(LC 1). 5-210(LC 1), 8-417(LC 1], 9-588(LC 7). 6=588 `
0 •
LOAD CASE(S) Standard
IT.�
FORCES (lb) - First Load Case Only ^ • • +! m
TOP CHORD 1-2-11. 2-3=8, 3-4-37. 4-5-58
BOT CHORD 1-9-12. 8-9-12. 7-8-12, 6-7-12. 5-6-12
WEBS 3-8-212. 2-9-130, 4-6--425 '.• ) ^�;
4�0
.ae .• N ••,
S • 00
l�
%%%
13-4-1
26-8-2
13-4-1
13-4-1
4x4
-
3
I
4.00 rTY
1x4 II
1x4 II
�j T
T1
I I
T
5
1
3x4 9 8
7 6 3x4
1 x4 I 1 1 x4
11 3x4 - 1 x4 11
26-8-2
26-8-2
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: V26
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
csl
TC 0.58
D- in (1oa) I/den
VeAccuu)) n/°
Id
999
999
PLATES GRIP
1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better
ea 0.39
Ire 0•14
verRJ /e - n/a
H-Ca.) D.00 B "/°
"/°
AS OM 248/195
I
hot -dipped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
(u° '1
AS18H 246/195
LOADING
DATE: 9 Mar 2010
dimensions are not shown, plates are symmetrically placed about joint or as
S®LDTHERN
indicates by circles (a).
3. Cutting and fabricati pp shall 6e accomplished using equipment producing snug
Version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
fitting .joints and fuQly embedded plates.
4. Unless otherwise noted, compression top chard to be continuously braced by the
TRUSS
roof sheathing.
5• The permanent structural restraint shown is to prevent buckling of individual truss
LOADING (par) SPACING 2-o-D
TCLL 30.o Ploteslnerooee 1.00
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
TCOL 10.0 Lumber Increase 1.25
9CLL N Rep Slroes lnor YES
for the attachment of the roof to the building.
CAUTION:
SCDL 10.0 code FBC2007/rP12002
2590 N. Kings Highway
Trusses can be dangerous and can cause damage and persogqal Injury if imppro erly
Bracing this arawng is NOT EREC�ION
Fort Pierce, F1.34951
(772)464-4160 Fax:(772)31R-0015
handled installed and/or braced. shown on
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal plate cognected wood trusses'. TPI 1s located at: 218 North Lee Street
Suite 312, Alexandria VA 22314. Telephone: (703) 683.1010. E-mail: info@tpinst.org
,
Read all manufacture's WARNINGS enclosed with drawIng package.
ARCE ENGINEERING
LUMBER
TC 2X4SYP No.2
BC 2X4SYP No.2
WB 2 X 4 SYP Na.3
OTHERS 2 X 4 SYP No.3
1 — Ply
REACTIONS (lb/size) (5-430/0-3-14.8-406/0-3-0
Max Harz 6:284(LC 5)
Max Uplift 6--199(LC 3). 8--297(LC 5)
FORCES (lb) — First Load Cos. Only
TOP CHORD 1-6=106, 1-2=104. 2-3= 7, 4-7=-66, 3-7= 66
BOT CHORD 5-6=-210, 4-5=-210
WEBS 2-5-73,2-4=212, 3-8=228. 7-8--180
es (89
BRACING �• `w 0 —�+ °• oa
TOP CHORDO 9 r�ttyfUl w6ed sheathin irecuysp - —0 0
,,cept e v 'cols, c Vca.
B0T CHORD, id ng diroc 1 a6
� m
° Cn a.
rrr�
d 1v
®
5-4-2
5-4-2
NOTES
1) Wind: ASCE 7-05; 140mph (3—second gust); h=27ft; TCDL=6.Opsf: BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise);
end vertical left exposed; Lumber 9
OL=7.33 plate grip DOrr
L=1.33.
2) This truss has bean designed fora 10.0 psf bottom chord live load nonconcuent with any other live loads.
3) Bearing at joints) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should
verify capacity of bearing surface.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 6 and 297
lb uplift at joint 8.
LOAD CASE(S) Standard
11-0-6
5-8-4
4x6 —
3
2.5x4 11 1 x4 11 3x4 =
5-4-2
11-0-6
5-4-2
8
7
I
I
d-
5-8-4
1
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
t. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -di ped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
TO ERECTION CONTRACTOR
TYPE: MT1A
cst atnL ^ (°°) '/d°n 360 PLATES GRIP
iC 0.70 VanDUL( ' -0.. 5 >969 J80
eo 0.38 "Zo _.. 4 s >O9e 24o AS20 246/195
we 0se twr:DL -0.0z a /e /e AS16H 246/195
(uowj w�pa(LL� o.ot s >999 240
LOADING
DATE: 19 Mar 2010
indicated by circles (D).
7. Cytting and ffabri attlppp shall be ac omplished using equipment producing snug
pates.
Version: l0.la
CRITERIA: ANSI/TPI 1-2002(MATRIX)
SOUTHERN
fitting {pints andc fully embedded
braced by the
TRUSS
a, unless otherwise noted, compression top chord to be continuously
LGaolNc (pen SPACING
roof sheathing.
s. The permanent structural restraint shown is t0 prevent, buckling of individual truss
rcu 2a.o Plalesla.eaee 1.00
Wmber lncrooae 1.25
COMPANIES
member and is not intended as a bracing plan for the rof structure or as a plan
TCCL 10.0
SCUL 0.0 Rep stress lne YES
for the attachment of the roof to the building.
BCDL 10.0 Cade FBC2007/TP12002
CAUTION:
2590 N. Kings Highway
Trusses can be dangerous and can causg damage and ue(•sogqal Injury if improperly
is NOT ERECTION
Fort Pierce, Ff.34951
handled installed and/or braced. Bracing shown On this drawng
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide t0 good practice for handling installing
// �
`
•
of metal plato connected wood trusses'. TPI s located at: 218 North Lee Street
Suitp 312_ Alexandria VA 22314. Telephone: (7031 683-1010. E-mail: info@tpinst.org
l'
ARCE ENGINEERING
LUMBER
TO 2X4SYP No.2
BC 2 X 4 SYP No.2
WB 2 X 4 SYP No.3
OTHERS 2 X 4 SYP No.3
1 — Ply
REACTIONS (Ih/size) 7-484/0-8-0, 9-418/0-3-0
Max Horz 7-311(LC 5)
Max Uplift 7--273(LC 3), 9--303(LC 5)
FORCES (lb) — First Load Case Only
TOP CHORD 2-7=127, 1-2=2, 2-3=111. 3-4=-7, 5-8=-69, 4-8--69
BOT CHORD 6-7=-219, 5-6--219
WEBS 3-6-72.3-5-222, 4-9-229, 8-9--178
BRACING ('�
TOP CHORD V S{�Ftuifi x�gd'4heathin .1recBymp r14-0-0
0 u11in9� xcept cad 'cal.. M
BOT CHORZ gad jfd ing direct] p}t4 or 9 8,oc ¢raFP�g.
e �� • a
e(�
10
•• 6L�
.7,�V �1 0
tp@'p (6�8 %%%
o
—Q-6,-0 5-8-4
r
0-6-0 5-8-4
NOTES
1) Wind: ASCE 7-05: 140mph (3—second gust); h=27ft; TCDL-6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise);
end vertical left exposed; Wmt>er DOL=1.33 plate grip DOL=1.33.
2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3 Bearing at joint(s) 9 considers parallel to grain value using ANSI/iP1 1 angle to grain formula. Building designer should
verify capacity of bearing surface.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 7 and 303
lb uplift at joint 9.
LOAD CASE(S) Standard
11-4-8
5-8-4
4x6 —
4
3x8 11 1 x4 11 3x4 =
9
8
0
0
I
3
5-8-4 11-4-8
5-8-4 5-8-4
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
TYPE: MT1
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
Ta O.fi6
v I^ (°°1 '/daa
ZVnI(W -..02 fi >999
Ud PLATES GRIP
360
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
Inc °aaz
�ecnn> -0:o �e > �
24. AS20 246/195
2% tisletl 246/195
s4o
hot -di ped galvanized steel.
Z. Connector plates are applied to both faces of truss at each joint. Where
(uet6)
wnd(LL 0.03 fi >eee
DATE: 19 Mar 2010-
dimensions are not shown plates are symmetrically placed about joint or as
LOADING
SOUTHERN
indicated by circles (0):
3. Cptttng nQ fabri4ativo shall be accomplished using equipment producing snug
fitting afoints anrd fully embedded plates.
CRITERIA: ANSI/TPI 1 2002 (MATRIX)
Version: IO.la
TRUSS
a. Unless atherwise noted, compression top chard to be continuously braced by the
sheathing.
LOADING (per)
SPACING 2—G-0
roof
s. The permanent structural restraint shown is to prevent buckling of individual truss
a
TCUL 100
LuberIncea a 1.25
COMPANIES
member and is not intended as a bracing plan for the roof structure or as plan
BCLL 0:0
Rep Stress lncr YES
for the attachment of the roof to the building.
CAUTION:
SCOL 10.0
Cede FBC2007/1PI2002
2590 N. Kings Highway
B 8 aY
Trusses can be dangerous and can cause damage and Versgal Injury if imppro erly
his NOT ERECgION
Fort Pierce, F1. 34951
handled installeG and/or braces. Bracing shown on rawing is
BRACING. Refer to the Truss Plate institute (TPI) publication 'SCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide t0 good practice for handling installing
of metal plate copnectedd wood trusses'. TPI is located at: 21B North Lee Street
Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org
Read all manufacture's WARNINGS enclosed with drawing package.
ARCE ENGINEERING
�`� N a` ,1�'6wes 8932
QTY. 3
LUMBER
TC 2 X 4 SYP No.2
BRACING 0® Q --J •'. ' a
TOP CHORD S c ty�El d heathin frea8y 8pp' 's-0-0
NOTES
1) Wind: ASCE 7-05; 140mph (3—second gust); h=27ft; TCDL=6.Opsf; BCOL=6.Opsf; Category It: Exp C; enclosed; MWFRS (low—rise);
DOL-1.33.
SC 2 X 4 SYP No.2
WB 2 X 4 SIP No.3 •Except• W7 2 X 4 SYP No.2
® purlyy'��\ except e v
SOT CHORLL, 17 cEipng diroc
icals. ®
Oac uqa
• w`
end vertical left exposed; Lumber DOL=1.33 plate grip
2) This truss has been designed far a 10.0 psf hottam chard live load nonconcurrent with any other live loads.
to value using ANSI/TPI 1 angle to grain formula. Building designer should
OTHERS 2 X 4 SYP No.3
.,
• �a
•�
3) Bearing at joints) 11 considers parallel grain
of bearing surface.
7 — Ply
REACTIONS (lb/size) 9-484/0-8-0. 11-418/0-3-0
m
verify capacity
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 9 and 303
Max Harz 9-311(LC 5)
Max Uplift 9--273(LC 3), 11=-3axl-C 5)
• "
lb uplift at Joint 11. _
S,;
0 ` _ !�T
• • I ,
LOAD CASE(5) Standard
FORCES (lb) — First Load Case Only/�
TOP CHORD 2-9=f07, 1-2=2, 2-3=122, 3-4=132, 4-5=-6, fi-10=-122, 5-70=-12•o �� \ o� 0
SOT CHORD 8-9=-250, 7-8-16. 3-7-61. 6-7--213
WEBS 4-6=262, 5-11-175, 10-11--107
• l:r0 •J
•.0 77
O®® y� � c w\• `��®
V N`i,
-Q-6,-0 2-9-8 7-8-0
_ 11-4-8
0-6-0 2-9-8 4-10-8
3-8-8
30 —
5
3x8 11 1.5x4 II
2-9-8 11-4-8
2-9-8 8-7-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: MT2
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
cst
1C 0,65
DEIL "(°°) '/"°
Venn((LL�� -0.tfi 6-7 M.
Ud
36o
PLATES GRIP
i. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
ec 0.47
wa 0.17
vm(1L) -4.4v 6-7 127.1
Mors(TL) 0.05 11 n/°
240
/°
140
AS20 246/195
AS7gN 246/195
hot -di ped ggalvans zed steel.
2. Connector pates are applied to both faces of truss at each joint. Where
(11a6 •)
wne 027 6-7 >4v1
LOADING
DATE: 19 Mar 2010
dimensions are not shown plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (o):
3. Cutting anq fabrlpiqn shall be accomplished using equipment producing snug
fitting Iy embedded
Version: l0.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
olnts an u plates.
a. Unless I herwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
Lawlwc PACING z-o-o
TOLL 20.o Plates Increase 1.00
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
for the attachment of the roof to the hurl ding.
TcoL to.o Lumberl,crease 1.25
BCDL 0.0 Rep SYree YES
CAUTION'
F8C2
ecoL 10.o coda FBc2oo7/1Pzao2
2590 N. Kings Highway
Trusses can be dangerous dnd can caul damage and ersopql injury if im r0 erly
installeU braced. Brac�ng shown on Ihis Drawing is NOT E�EC�10H
Fort Pierce, Fl. 3495 1
handled and/or
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice far handling installing
ps located 218 North Lee Street
L (, Z
of metal plate connected wood trusses'. TPI at:
Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010: Email: info@tpinst.org
Read all manufacture's WARNINGS enclosed with drawin acka e.
ARCE ENGINEERING
LUMBER
TC 2 X 4 SIP No.2
SC 2 X 4 SYP No.2
WB 2 X 4 SYP No.3
OTHERS 2 X 4 SYP No.3
1 — Ply
REACTIONS (lb/size) 9-285/0-3-0, 10-285/0-2-12
Max Harz 10-169(LC 3
Max Uplift 9a-224(LC 3 , 10--113(LC 3)
FORCES (Ib) — First Load Case Only
TOP CHORD 1-2--23,2-3=26,4-7=-31,3-7=237, 6-8=7,1-8=97
BOT CHORD 5-6=-54,4-5=-54
WEBS 2-5-109, 3-9--56, 7-9--83, 1-10--53, 8-10--86
PLATE: AUTOMATIC ST,
SOUTHERN
TRUSS
COMPANIES
2590 N. Kings Highway
Fort Pierce, Fl. 34951
(772)4644160 Fax:(772)318-0015
,o`'(� Ffidt es (8932)
QTY. 4
((''�� -�11 --,a NOTES
TOPCCHORD vING09i�tluw1 4�d3hjWnncilym,P r�6-0-0 1) Wind: ASCE 7-05: 140mph (3—second gust); h=27ft; TCDL=6Opsf; BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRs (low —rice);
�yrTin3, excepls. A° Lumber DOL=1.33 plate grip OOL=1.33.
80T CHOft(� 3' n , d p,Ctlr 1 '9 oc 2 This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
3; Bearing al Joint(s) 9. 10 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula. Building designer
should verify capacity of bearingq eurfaae.4jjProvide mechanical connection (hy others) of tress to bearing plate at Joint(s) 10.
5)Provide mechanical connection by others) of truss to bearing plate capable of withstanding 224 Ib uplift at joint 9 and 113
eT a lb uplift at joint 10.
o •'f LOAD CASE(S) Standard
s$'"a �1 • d M ®®®m
�g'till BE10
4-0-0 8-0-0
4-0-0 4-0-0
4.00 12
3x7 =
3
6 5 4
1.5x4 11 1 x4 I I 2.5x6 I I
-4-0-0 8-0-0
4-0-0 4-0-0
WING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CO
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -di ped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
indicated by circles (a).
3. Cytting anj fabri att1pp shall pe ac omplished using equipment producing snug
fitting joints andr f011y embedded pates.
4. Unless otherwise noted, compression top chord to be continuously braced by the
roof sheathing.
5. The permanent structural restraint shown ppis to prevent buckling of individual truss
member aattachnot intendf thedras atbracino thebulldingor the roof structure or as a plan
CAUTION:
Trusses an be dangerous and can caus� damage and personal injury if improuerly
handled �nstalled and/or braced. Brach? shown an his draw ng is NOT ERECTION
rnMPI11N1GNTRefer
SAFFTYO the Truss TNFnRMATTnNPI Insti
aood oracti cebfora handling5installin9L0ING
W
R
TYPE: MT1 B
cs1
DER In 0..) I/dab
5 >966
L/d
360
PLATES GRIP
TC 0.Y0
BC 0.42
wa 0.05
vartW -0.06
vart _a Is 5-6 >607
Hors -.a.,.B V.
240
/a
�20 246/105
ASIBM 246/195
(matrix)
Wind LL 0.15 5-6 >6W
240
LOADING
DATE: 19 Mar 2010
Version: l0.1z
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
LOADING (paf)
SPACING 2-0-0
TCLL 20.0
Plates tn.—So 1.00
TCDL 1a.0
lumbar lncreaea 125
BCU- 0.0
Rep Stress Inar YES
BCOL 10.0
Code FBC2007/rPt2002
1+3
ARCE ENGINEERING ,d``$ ,Ff' es 8932
Qom' 1
LUMBER BRACING %% ' (� . J '' e ,(°
TC 2 X 6 SYP No.2 TOP CHORD V Sltus<ll vtdad Itleattl� direc83 aP-9-6
NOTES truss to he connected together with tOd (0.131'x3' nails os follows:
1) 2—ply 9
Top chords connected as follows: 2 X 4 — 1 row at 0-9-0 oe, 2 X fi — 2 rows of 0-7-0 ac.
BC 2 X fi SYP M 26 *Except* 81 2 X 6 SYP No.2 0 eeyy,, ujfnN cep! end v icals. a°
W6 2 X 4 SYP No.2, W5 2 X 4 SYP No.2, INS 2 X 4 SYP No.2 SOT CHORD' 9i`Ig16 c&g directly �li or 1 -•0 oc
Bottom chords connected as follows: 2 X 6 — 2 rows at 0-9-0 oc.
Webs connected as follows: 2 X 4 — 1 row at 0-9-0 oe.
CASE(S)
WB 2 X 4 SYP No.3 +Except+ W5 2 X 4 SYP No.2 C�rgEiOg. . .o
1q Porl]o 1 1 P
WEBS t dp
2) All loads are considered equally applied to all plies, except If noted as front (F) or hack (B) face in the LOAD
have been to distribute only loads noted as (F) or (B), unless otherwise indicated.
2 — Ply ^ •
REACTIONS (Ib/size) 17-7503/0-6-0, 9=6546/Alechanical
e
section. Ply to ply connections provided
3) Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCDL-6.0psf; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise);
Max Uplift 17--5060(LC 3), 9--2336(LC 3) ®
Lumber DOL-1.33 plate grip DOL-1.33.
drainage to water pending.
r� 45. 4�7$�gZ,
FORCES (lb) — First Load Case Only •
TOP CHORD 1-17=3143, 1-18=1443, 2-18=1443, 2-19=1969, 19-20=1969, 3-20=19 — 5, 1-2 =4645, —2
—'°2293, 7-28=229 28=2294T.' 373
4) Provide adequate prevent
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6 All totes are AS20 late. unless otherwise indicated.
p P of withstanding 3060 It, uplift at joint 17 and
t:It,
5-23=3715, 5-24=3715. 6-24=3715, 6-25=2293, 25-26=2293, 7-26=229
6.02-30=0, 30 11-3^='9, 19� 32-33-0.
,. connection (by others) of truss to bearing plate capable
7 2336
SOT CHORD 17-29-0, 16-29=-69, 15-16--1188, 14-15=-4193, 13-14=-4193, 12-1 O ,
10-33-0.10-34�0, 34-35=0, 9-35-0 ,J
toot joint
WEBS i-16=-3117, 2-16-2686, 2-15=-2193, 3-15-3147, 3-14--828, 3-13--6 4-14 id197, 4— 2=1535d,�S�1�74'—j:,--362,
7—t0-785, 8-10=-2976 do ° 3 S \ ®
LOAD CASE(S) Standard
1) Regular. Lumber Increase=1.25, Plate Increase-1.00
fi-10-1896, �®
®A ° • • ° ' o �p
oyg �1
Uniform Loads (plf)
VerL• 1 I.Liio, 16-17--20, 15-16--20, 13-15--248(F--228), 12-13--20, 9-12--20
Q0
J
Concentrated Loads (Ib
Vert 15--470�8) 13-470(B) 18--662 F--346, 8=-317) 19=-675(F=-358, B=-3(17) 20--675(F=-358, B--317) 21--675(F--358,
BB B Q Q 9 Q ®Q0
B fi�J02) 302) 29=470(B) 30 �457(B) 31?(457(B) 32=-457(03
26= 527)(F==� 225?B(F 302)527 527(F 225, B 2858-527(F=02�48�
Q�
33=-457(B) 34--457(B) 35--457(5) J
1-10-8 5-8-0 9-5-8 13-7-7
17-7-9 1 21-9-8
1-10-8 3-9-8 3-9-8 4-1-15
4-0-3 4-1-15
6x6 = 4x5 - 4x8 - 3x9 - 4x6 - 3x4 -
1) 3 4 5 6
2x4 11 5x6 —
7 8
2x8 11 8x8 ��0 12 7x8 � 3x4 -
5x9 — tx0 11
5x10 AS18H
1-10-8 —7— 5-8-0 8-8-8 13-7-7 17-7-9 21-9-8
1-10-8 0-9-0 3-0-8 3-0-8 0-9-0 4-1-15 4-0-3 4-1-15
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
TO ERECTION
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hat-d1uped galvanized steel.
1. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (Do). cc using equipment producing snug
3, ftLCing
TRUSS
jointsbanaafuQlysembeddedaplates�shed
4. Unless otherwise noted, compression top chord to be continuously braced by the
sheathing.
COMPANIES
roof
s. The permanent structural restraint shown is to prevent buckling of individual truss
and is not intended as a bracing plan for the roof structure or as a plan
TN to the building.
2590 N. Kings Highway
8 Bh Y
Fort Pierce, Fl. 34951
for the attachment of the roof
n cause CAUTION
Trusses can be dangerous and can cause damage and persGnal injury if imprGperly
handled installed and/or braced. Bracing shown on this drawing is NOT ERECTION
Plate Institute (TPI) publication 'SCSI 200E BUILDING
772 64-0160 Fax: 772 318-0015
•
BRACING. Refer to the Truss
COMPONENT SAFETY INFORMATION. Guide t0 good practice for handling installing
of metal pldte connected wood trusses'. TPI is located at: 218 North Lee Street
312. Alexandria VA 22314. Telephone: (703) 683-1010, E-mail: info@tpinst.org
Suite
Read all manufacture's WARNINGS enclosed with drawln a 12ack e•
0
0
R
TYPE: FGT1-2 PI
est
oFfl((
m (we) 11
t/a
PLATES GRIP
So To 0
0.58
wB 0.86
))
Vert(1L)
�lea((77LL))
—0.3413-14 >769
0.12 9 /a
240
/e
AS20 248/195
AS1 BH 246/195
(Y°bi,)
wind(LL)
0.1613-14 >999
240
LOADING
DATE: 19 Mar 2010
Version: 10,1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
LOADING (Psf) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.G0
TCDL 10.0 Lumber Inereaee 1.25
BCLL 0.0 Rep Stress Incr NO
BCDL 10.0 Code FEC2007/1PI2002
4q
ARCE ENGINEERING cv`it6Mes (8932) _ Q
LUMBER - _--
TC 2 X 6 SYP No.2
SC 2 X 8 SYP No.2
BRACING 0�_/� O 1 •. •o-y
TOP CHORD 0 ��t�1/ctq; w�d eheothin irecUy op r 0-0
�pyNjrLs, except e d v 'cols. d
NOTES
1) 2-ply truss to be connected together with lod (0.131'x3) nails as (allows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 a, 2 X fi - 2 rows at 0-9-0 oc.
WB 2 X 4 SYP No.3
2 - PI
SOT CHOIRt�. �J�tltgidd c6Ol ng direr
°• rdci/�.
-Go* a'
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
CASE(S)
REACTIONS (ID/size) 6-2303/0-6-0, 4=2339/1-3-8
Max Uplift 6 S56(LC 3),4 --556(LC 3)
�+
m
2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD
section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-0 140mph (3-second gust); h-27ft; TCDL-6.Opsf; BCDL-6.Opsh Category II; Exp C; enclosed; MWFRS (low-rise);
FORCES (lb) - First Load Case Only
TOP CHORD 1-6=557, 1-7=368, 7-8=368, 2-8=368, 2-9=368, 9-10=368, 3-10=36
0 rT.
Lumber DOL-1.33 plate grip DOL-1.33.
4) Provide adequate drainage to prevent water ponding. ,
5) This truss has been designed faro 10.0 psf bottom chord live load nonconcurrent with any other live loads.
BOT CHORD 6-11=0, 11-12=0, 5-12=0, 5-13-0, 13-14-0. 4-14=0
WEBS 1-5--438, 2-5=652, 3-5--438
` �° �� °
6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 556 lb uplift at joint 6 and 556
e r, ^ e°
Ib uplift at joint 4.
! n' :: O
a
Bed S
LOAD CASE(S) Standard
1) Regular. Lumber Increase-1.25, Plate Increase=1.00
Uniform Loads (plf)
®
w
������ / • ° ° • • ° • ,v _
t Cancent Loads (Ib) 4-6--20
�%®4
¢ 1 V %
ed
Vert: 5--470(F) 2--317(F) 7--317(F) 8=-317(F) 9--317(F� 10--317(F) 11--470(F) 12--470(F) 13--476(F) 14--470(F)
if
4-612
9-1-8
4-6-12
4-6-12
4x4 =
2x4 II
4x4 =
2x4 11 3x8 = 2x4 11
4-6-12
4-6-12
9-1-8
4-6-12
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: FGT2-2P1
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
C9
TC 0.37
oE71 "(°°1 1/d°fl t/d
Ver -o.02 5-6 >lie6 3.
PLATES GRIP
t. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better
8C 0.15
mr, -o.03 5-6 >Geo 240
M
0.00 4 n/a n/c
_20 246/195
hot -dipped alvanized steel.
2. Connector are applied to bath faces of truss at each joint. Where
we 0.20
(uabix)
H-(
wne(u� 0.01 5 >ties 240
A51BH 246/195
LOADING '-
DATE: 19 Mar 2010
plates
dimensions are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (o).
3. CQtting nd fabrl ati shall 6e ac om lished using equipment producing snug
flttln9oto tuQly
Version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
s andr embedded platpes.
a. Unless o herwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
LOADING (par) SPACING 2-0-0
s. The permanent structural restraint shown is to prevent buckling of individual truss
TCLL 20.0 Plates Increase 1.00
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
TCDL 10.0 Lumberincreaee 1.25
0.0 Rep stresslncr No
for the attachment of the roof to the building.
BctL
BCDL 10.0 Code FBC2D07/iP12o02
CAUTION'
2590 N. Kings Highway
Trusse an be d ngerous and c n taus damage and oerso al Injury if im ro erly
�nstalle� is NOT EP1ECpfION
Fort Pierce, F1.34951
handle and/or brace. Brace{ng shown an this raw ng
BRACING. Refer to the Truss Plate Institute (TPI) 'BCSI 2008 BUILDING
(772)4644160 Fax:(772)318-0015
publication
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
j 1
°
of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street
- [
;{
Suite 312, Alexandria VA 22314._Telephone: (703) 6B3-1010._ E-mail:_info@tpinst.org
ARCE ENGINEERING
to�',�I.PiNal�s�x�-Homes (i
QTY. 1
LUMBER
TC 2 X 4 SYP No.3
BC 2 X 4 SYP No.3
1 — Ply
REACTIONS (Ib/size)
1-44/2-0-0.2-33/2-0-0.3-11/2-0-0
Max Hors
1-26(LC 3)
Max Uplift
1--22(LC 3), 2--37(LC 3)
Max Gray
1-44(LC 1), 2-33(LC 1), 3-22(LC 2)
FORCES (lb) — First Load Case Only
TOP CHORD 1-2=-7
BOT CHORD 1-3=0
BRACING v ` \ (�1 ' • 'y
TOP CHORD v turdl v(Dp heath n directfyoap-0-
o
B0T CHOR�rg'dn ""'g direct] or 1 �� B
v C
cc
V I\P, era
NOTES
1) Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCOL-6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low —rive);
Lumber DOL-1.33 plate grip DOL-1.33.
2 This truss has bean designed for a 10.0 psf bottom chord live load nonconeument with any other live foods.
3 Gable requires continuous bottom chord bearing.
4 Bearing at joint(.) 2 considers parallel to grain value using ANSI/TPI 7 angle to grain fortnulo. Building designer should
verify capacity of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1 and 37
Ib uplift at joint 2.
LOAD CASE(S) Standard
2-0-0
4.00 12
2-0-0
2-0-0
2x4
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot dipped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
cSI
DO e:o2
ry�•oo(�
.�ww in (I-)
v nflLl n%a —
a-0° 2
'/d �e
n/e
"/°
TYPE: MV2A
La PLATES GRIP
Bee As2o 248/10s
"/" As1eH 24s/1.s
LOADING
DATE: 19 Mar 2010
SOUTHERN
indicated by circles (o).
3. Cptting ndd ffabri att1 shall be ac om lished using equipment producing snug
fittingolnts andr fupSy embedded p�atpes.
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
Version: IO.la
4. Unless o herwise noted, compression top chord to be continuously braced by the
LOADING (pat)
SPACING
TRUSS
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
Tcu
Plates lnereaae
Wmber lne eaae
1.25
1.25
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
10.0
TCDL 10.o
for the attachment of the roof to the building.
BCDL to:o
Cod.s�FBC2007/TP120002
CAUTION:
2590 N. Kings Highway
B B Y
Trusses can be dangerous and can cause damage and Uersogal injury if impprGUperl
,
Fort Pierce, Fl. 34951
handled installed and/or braced. Bracing shown on this drawing is NOT ERECTIOV
BRACING. Refer to the Truss Plate Ihstitute (TPI) publication 'BCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal pl to connected wood trusses'. TPI 1s located at: 21B North Lee Street
aA1 683-1010. E-mail: info@tpinst.org
Suite 312, xandria VA 22314. Telephone: (103)
Read all manufacture's WARNINGS enclosed with drawling_ package.
ARCE ENGINEERING
N alasc h es 8932
Q
LUMBER
°ti°°
BRACING 00 Q ,� ••.
TOP CHORD O S'�ry�tyftJd sheathin irec8y 4p rrb-0-0
NOTES
1) Wind: ASCE 7-05; 140mph (3—second gust); h=27H; TCOL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise);
TC 2 % 4 SYP No.3
BC 2 X 4 SYP No.3
YIB 2 X 4 SYP No.3
purl' s, except a
80T CHORB. yf g diroc
'cols.
—0 o d
Lumber DOL=1.33 plate grip DOL-1.33.
2 This Wss has been designed for a 10.0 psf bottom chard live load nonconcumont with any other live loads.
Gable continuous bottom chord bearing.
1 _ P
h'
w racier- n
r _ !
°'
3 roquir..
4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 It, uplift at joint 1 and 82
RFACf10N5 (ib/size) 1=118/4-0-0, 3=118/4-0-0
Max Harz 1=70(LC 3)
^
w
Ih uplift at Joint 3.
Max Uplift 1--58(LC 3). 3--82(LC 3)
O�
"I v
'
LOAD CASE(S) Standard
FORCES (lb) — First Load Case Only
m Z
TOP CHORD 1-2=-19, 2-3=56
SOT CHORD 1-3=0
0
° r 6�4 �o • ��
7
0
Vu+ee°��®0�
4-0-0
1.5x4 II
2
2x4 _ 1.5x4 II
4-0-0
4-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOF
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot-diDped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
dimensiD s are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicate by circles (o).
3. Cptting qnd fabrfcativn shall be accomplished using equipment producing snug
fully
fitting ]Dints and embedded plates.
4. Unless otherwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
COMPANIES
member and is not intended as a bracing plan far the roof structure or as a plan
for the attachment of the roof to the building.
CAUTION:
2590 N. Kings Highway
S 8 y
Trusses tan be dangerous and caan causee damage and pperso al injury if imppro erly
�rawing is NOT ERECg)ON
Fort Pierce, FI.34951
handled installed and/or bracetl Bracing shown an this
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
772 464-4160 Fax: 772 318-0015
( ) ( )
rnmPnNFNT SAFFTY TNFnRRATTnN_ Guide to Good Dractice for handling installing
TYPE: MV4A
CSI
BC 0.15
w9 0.00
New.)
Drtt( 7 In (we)
vad(1L) n/a —
H_(W 0.
Vden
nIa
n/e
9se
999
n/a
PLATES GRIP
AS20 248/195
AS BH 246/195
LOADING
DATE: 19 Mar 2010
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
Version: 10.1a
LOADING (psf)
SPACING
2-0-0
TCLL 20.0
Plata Increase
1
TCOL 10.0
12
BCLL 00
BCDL 10.0
Rmro
, YES
Code F13C2007/TP12002
47
a VA 22314. Telephone: (703) 683-1010, E-mall:_1nfoRtpinst.org
with
ARCE ENGINEERING°�1�;; kt es 8932 Q
LUMBER ((''�� J • • r i, NOTES
TC 2 % 4 SYP No.3 TTOPCCHORD ���hetural•i�Ph eathin directly tip ,orr6-0-0 1) Wind: AS
7-05; 140mph (3—second gust); h=27ft; TCOL=6.Opsf; BCDL=6.Ops(; Category II; Exp C; enclosed; MWFRS (low—rise);
BC 2 X 4 SYP No.3 a bburi�ne� except a teals. Lumber DOL-1.33 plate grip DOL=1.33.
YIB 2 % 4 SYP No.3 BOT CHOR� ^TiigjQ 4pJng diroc y p r 1 �Q oc, e. 2) This Wss has been designed for a 10.0 psf bottom chard live load nonconcunent with any other lava loods.
— b ++Y . 7t .0 3)) Gable requires continuous bottom chord bearing.
1 P w r� c�q. n m 4 Provide mechanical connection (by otham).of tnlss to bearing plate capable of withstanding 98 lb uplift at joint 1 and 137
REACTIONS (Ib/size) 1-198/6-0-0.3-198/6-0-0 ! m+
Max Horz 1 _718(LC 3)) " lb uplift at joint 3.
Max Uplift 1 a-90(LC 3), 3--131(LC 3) 1 a e _. LOAD CASE(S) Standard
FORCES (Ib) — First Load Case Only 0 ` • • `I I T77m
~
TOP CHORD 1-2=-32. 2-3=94 f� ft
SOT CHORD 1-3-0 •, �� ^ •_A�
d • !,
'®A'°c a • 3 S C1 • �jo
e
0
PLATE: AUTOMATIC ST
SOUTHERN
TRUSS
COMPANIES
2590 N. Icings Highway
Fort Pierce, Fl. 34951
(772)464-4160 Fax:(772)318-0015
2x4
6-0-0
6-0-0
6-0-0
6-0-0
PING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTI
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
I. Connector plates are fabricated from 20 gauge ASTH A6531653M Grade A or better
hot -di ped galvanized steel.
2. Connector plates are applied to bath faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
indicated by circles (a).
3. Cutting anj fabripr iqn shall bde acCcomDvlished using equipment producing snug
fitting 10 nts an u Iy embed ed plates.
4. Unless otherwise noted, compression top chord to be continuously braced by the
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing9 plan far the roof structure or as a plan
for the attachment of the roof to the bul7ding.
causg damage and personinjury njury if impropperly
Bracing shown on this drawng is NOT ERECTION
Institute (TPI) publication 'BCSI 2008 BUILDING
de to good practice for handling installing
ss- TPI ps located at: 218 North Lee Street
a eahone: (103) 683-1010. E-mail: info@tpinst.org
1.5x4 II
2
1.5x4 II
CONTRACTOR
cv
1C 0.62
BO 0.41
we 0.00
(Netri+)
LOADING
TYPE: MV6A
OfFL fa oea) I/den t/d PLATES GRIP
999
VaM(d ,t(7 n/a 999 AS20 246/105
H• OQ 0.00, n/c n/a ASISH 246/19S
-DATE: 19 Mar 2010
dean ,�ATar�, Version: 10.1a
LOADING fPsf) SPACING 2-0-0
TCLL 3o.0 Plates Increase 1.00
TCOL 10.0 Lumber Increase 1.25
BCLL 0.0 Rep Slross Incr YES
BCDL 10.0 Code FBC2007/IPI2002
ARCE ENGINEERING ,o`` l . Ft�c3 es 8932 QTY.
LUMBER BRACING i •' • • y P NOTES P ( gust):, h�27ft; TCDL=6.0 sf; BCOL=6.0 sf; Category II; Exp C; enclosed; MWFRS (low—rise);
TC 2 X 4 SYP No.3 TOP CHORD 4d StrMturpl w�d� .. n i-11; aP 'Sq�-0—O 1 Wind: ASCE 7-05. 140m h 3—secondp P 9 �Y
BC 2 X 4 SYP No.3 ® u[fink except end v icals. s' Lumber OOL=1.33 plate grip DOL=1.33.
WB 2 X 4 SYP No.3 SOT CHORf�id'Ag direcU �li or 1 �0, oc 2) This truss has been designed fora 10.0 psf bottom chord live load nonrnnaurtent with any other live Toads.
h' ` ieQ. 33 Gable requires continuous bottom chord bearing.
REACTIONS (Ib/size) 1-188/8-0-0. 3� 159/8-0-0, 5-593/8-0-0, 4--54/8-0— , : — 4 Bearing at joint(s) 3 considers parallel to groin value using AN51/TPI 1 angle to grain formula. Building designer should
Mox Hors 1�169(LC 3)) verify capacity of bearing surface.
Max Uplift 1a-74(LC 3), J=-159(LC 1) 5=-408(LC 3), 4=-108(LC 2) e (fj a 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at Joint 1, 159 lb
Max Croy 1-188(LC 1). 3-178(LC 3), 5-593(LC 1) ` e upliftat Joint 3, 408 lb uplift at Joint 5 and 108 Ito uplift at joint 4.
FORCES (Ib) — First Load Case Only 0 . • r / a LOAD CASE(S) Standard
TOP CHORD 1-2=-61,2-3-32.2-5=282 'Q
• ^
SOT CHORD 1-s=D, a—s=o a •'o r.6�
ice,'°•° 7 A •°• /> �p
eW "'fin VNu %%
a-0-0
8-0-0
i F)Y4 II
8-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better .
hot -di ped alvanized steel.
* Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint.or as
'199abh'- ipnditcated dbdy circles t (o). bb
SOUTHERN fitting lointsbartai Sysembeddedaplates�shed using equipment producing snug
TRUSS C. Unlesof sheaterwlyse noted. compression top chord to be continuously braced by the
COMPANIES s• The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing plan for the roof structure or as a plan
for the attachment of the roof to the building.
2590 N. Kings Highway Trusses can be dangerous and can -cause damage and tersooal injury if improperly
Fort Pierce, Fl. 34951 handled installed and/or braced. Bracing shown on his raw ng is NOT ERECTION
(772)164-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
• of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street
Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org
Read all manufacture's WARNINGS enclosed with drawingacka e.
TYPE: NN8A
cs
00C)
1/d"
PLATES GRIP
0.78
BC 0.50
VC((LL)) /
VertM n/a —
n/e
n/°
see
so9
AS20 "246/195
we 0.00
Horz(1L) -0. J
n/a
n/a
AS1BH 246/195
LOADING
DATE: 19 Mar 2010
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
Version: 10.1a
LOADING (Psf)
SPACING
2-1-0
TCLL 20.0
Plates Inereaee
1.00
TCDL 10.0
Lumtrer Inerease
I.25
BCLL 0.0
Rep Stress Incr
YES
8CDL 10.0
Code FEC2007/TPI2002
Lf9
ARCE ENGINEERING
09
es
.3
LUMBER
BRACING ,v r (� 1 j • • y `'°
TOP CHORD o Si�clufal i�o sheathin directlygp oV6-0-0
NOTES
1) Wind: ASCE 7-05: 14omph (3-second gust); h=27ft; TCDL=6.Opsf; BCOL=6.Opsf; Category II; Exp C: enclosed; MWFRS (low-rise);
TC 2 X 4 SYP Na.2
BC 2 X 4 SYP No.2
WB 2 X 4 SYP No.3
'e puri'ns�, except an
BOT CHOftZ9id �ing dime p
'cols, a
r �0 o aA
Lumber DOL=1.33 plate grip DOL=1.33.
2 This truss has bean designed or 10.0 psi bottom chord live load noncancurtent with any other live loads.
8 to using ANSI/TPI 1 angle to grain formula. Building designer should
OTHERS 2 X 4 SYP No.3
1 - Ply
w ne
•
33 Bearing of joint(s) considers parallel grain value
verify capacity of bearing outface.
4) Provide mechanical connection by others) of truss to bearing plate at joint(s) 8.
142 lb uplift at joint 6 and 291
REACTIONS (lb/size) fi=349/0-8-0, 8m376/0-2-12
fyr
° (i) �•
5 Provide mechanical connection (6y others) of truss to bearing plate capable of withstanding
Max Hors 6-216(LC 3)
Max Uplift 6--142(LC 3), 8=-291(LC 3)
` m
O `
lb uplift at Joint B.
/�.
^ • ' r / q
LOAD CASE(S) Standard
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=67, 2-3=-50, 3-4=-0, 5-8=-58, 7-8-111. 3-7=111. 1-6-98 0 'Q
o a
BOT CHORD 5-6--163
.0 C:b
WEBS 2-5-210
1O
SBA, /• � 3�,/�p•�..
V I V ` �®
BBaI%
4-7-12 9-0-0 9-3-12
4-7-12 4-4-4 0-3-12
1.5x4 II
4
`,
2x6 II 5x4 =
4-7-12 .9-3-12
4-7-12 4-8-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CO
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -dipped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
indicated by circles (o).
3. CCptting andd fabri att.up sha11 be accomplished using equipment producing snug
SOUTHERN fitting oints anrd fully embedded plates.
TRUSS a. Unless otherwise noted, compression top chord to be continuously braced by the
roof sheathing.
COMPANIES 6- The permanent structural restraint shown is to prevent buckling of individual truss
ferbereaattechnot intendof edri atbracino theguplan f r the roof structure or as a plan
2590 N. Kings Highway Trus es can be d ngerous and c n caus damage and persoqal Injury
Fort Pierce, F1.34951 handed installead and/or bracead .Brac�ng shown on this drawing is
(772)464-4160 Fax:(772)318-0015 BRACING . Refer to the Truss Plate Institute (TPI) publication 'BCS
COMPONENT SAFETY INFORMATION. Guide to good practice for handling
of'metal wo
plate cognec% ad trusses'. TPI is located at: 218Nor
Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail:
Read all manufacture's WARNINGS enclosed with dram
7 3x4 =
3x4
8
I
R
TYPE: MT3
rsl
o[Ft In (I-)
I/d.0
Vd
PLATES GRIP
TO a.84
Be 0.34
VeA((LL)) _. 5-8
Varl(1L) -014 5-6
>BBB
>435
360
24
AS20 248/195
we 0.13
(Yatdx)
Norsrs((11LL)) -0.01 a
NLrd(LL) -0.02 5-6
>BGB
240
A518N 246/195
LOADING
DATE: 19 Mar 2010
Version: l0.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
LOADING (psf)
SPACING
2-0-0
TCLL 20.0
Plot_ Inerease
1.00
TCDL 10.0
Lumbar lncrea'.
1,25
BCLL 0.0
Rap Stress Iner
YES
BCOL 10.0
Coda FBC2007/rP12002
ARCE ENGINEERING ,� ` r`
�( �s H'ornes 8932 QTY. 1
LUMBER q% ('� 1 �' r NOTES
TOPCCHORD 0 5(Dacturdl wood-4V=I's,�
�dwr�-0-0 1) Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDLm6.Opsf; BCDL=6.Opsf; Category II; Ex C; enclosed; MWFRS (low-rise);
TC 2 X 4 SYP No.2 q Art
`F
SC 2 X 4 SYP Na.2 ® +�, einls\ xcepd Lumber DOL=1.33 plate grip DOL=1.33.
WB 2 X 4 SYP No.3 SOT CHOR� �igl� ng dirce® 2 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
OTHERS 2 X 4 SYP No.3"'33 Roaringatjoint(.)8considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should
1 - PI r_•!verify capacity of bearing surface.REACTIONS (Ib/.Ize) 6=349/0-8-0, 8=355/0-2-12 4) Provide mechanical connection (by others) of trussto bearing plate at joints) 8.
Max Harz 6=211(LC 3) (n5Provide mechanical connection byothers) of truss to bearing plate capable of withstanding 145 Ib uplift at jolnl 6 and 276
Max Uplift 6--145(LC 5), 8--276(LC 3)Ib uplift at Joint 8.
FORCES (lb) - First Load Case OnlyLOAD CASES) Standard
TOP CHORD 1-2-74, 2-3=-42. 3-4--0. 5-8=-57, 7-8=88, 3-7=88, 1-6-101 a®
BOTCHORD 5-6=-163 •. : • ?�0
WEBS 2-5-209 rr:: )b c)�C
®d e•• .7 l.•��eq
O
e�si�d� e� I Vale
4-7-1 9-0-0 973-12
4-7-12 4-4-4 0-3-12
1.5x4 II
3 4
7 3x4 =
3x4 -
8
2x6 II 5x4 =
4-7-12 9-3-1:
4-7-12 4-8-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: HH9A
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
m
1C
In 0.1 I'd.,
Ud
3sa
PLATES GRIP
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
Be o.0
venpLl 0.01 s-6 >435
/e
n4.
/a
i4o
Aszo 248/195
AS18H 246/195
hot -di ped galVani zed steel.
a. Connector plates are applied.ta both faces of truss at each ,joint. Where
(we
w
(ue6.)
0.01 6
waelW -0.02 s-. >uee
LOADING
DATE: 19 Mar 2010
dimensiogs are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (o).
3. CI1tttt'ng qnd fabritatiu shall be.acgm lished using equipment producing snug
fully
Version: l0.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
fitting ]aints an embedded platees,
a. Unless otherwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
s• The permanent structural restraint shown is to prevent buckling of individual truss
LOADING (pet) SPACING 2-0-0
TOLL 20.0 PlatesIncreaae 1.00
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
0u11d1ng.
TCDL 10.0 Lumber lncreaee 1.25
RepStressFeeioa7/1Plzaoz
for the attachment of the roof to the
eCLL 10:o
CAUTION:
2590 N. Kings Highway
6 B y
Trusses an b daangerous and can cause damage and perso al injury if impronperl
�nsta�led 0rawing is NOT ERECT10
Fort Pierce, F1.34951
handled and/or braced. Bracing shown on this
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
(772)464-4I60 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
ps
of metal plate connected wood trusses'. TPI located at: 218 North Lee Street
E-mail: info@tpinst.org
'
suite 312, Alexandria VA 22314. Telephone: (703) 683-1010.
Read all manufacture's WARNINGS enclosed with drawing package.
ARCE ENGINEERING
LUMBER
TC 2X4SYP No.2
BC 2 X 4 SYP No.2
WB 2 X 4 SYP No.3 •Except- W4 2 X 4 SYP No.2
1 - Ply
REACTIONS (Ib/size) 5-957/Mechanical, 7-489/0-8-0
Max Harz 7-163(LC 3)
Max Uplift 5--759(LC 5), 7�-285(LC 5)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2-289. 2-3-276. 3-4-273. 4-5-622. 1-7-209
BOT CHORD 6-7=-325, 5-6=-13
WEBS 2-6=41.3-6-383. 4-6=-507
lames i
BRACING 0v~�• r(� 'j J ' •�� ' "
TOP CHORD : S�aturdld4heaihi� directly'mP i-0-
g e��err•dytTin' xcept end v 'cols. S
BOT CHOR�Cv 1;Igid 6�N ng directlor 8- -•�0 a
o j�rgj.1�. s
♦ rr- �N � � a m
d ! 0
vsosb� e a a Ve
3-8-3
1 4
GO
I
I
3-8-3
NOTES
1) Wlnd: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL-6.0psf; BCDL-6.0psf; Category II; Exp C: enalosed; MWFRS (low-rise);
Lumber DOL=1.33 plate grip DOL-1.33.
2 Provide adequate drainage to present water ponding.
3 This truss has bean designed fora 10.0 psf bottom chord live load nonconeurtent with any other live loads.
4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 759 lb uplift at joint 5 and 285
Ib UPI.)
joint 7.
5) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 247 Ib down and 335 Ih
up at 7-0-0, and 118 Ib down and 166 Ib up at 9-2-0 on top chord, and 348 Ib down and 173 Ih up at 7-0-0, and 87 It, down
at 9-2-0 on boftom chord. The design/selection of such connection device(s) Is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular. Lumber Increase-1.25, Plate Increase-1.00
Uniform Loads (plf)
Vert• 1-3-60, 3-4--60, 5-7--20
Concentrated Loads (lb)
Vert: 3= 247(B) 5--54(8) 6=-305(8) 4= 11 B(B)
7-0-0
3-3-13
9-3-12
2-3-12
4x4 = 3x4 -
A nn 171-5- 3 4
3x4 II
3x8 - 1.5x4 II
7-0-0
9-3-12
7-0-0
2-3-12
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
TYPE: HH7A
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
TC 0.57
Dfft n floc) 1/aa1 L/d PLATES GRIP
VeActLL -0.04 5-7 >Yi0 360
6-7 >299 2aa 246/195
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
BC 0.e5
we °z6
vettlL� -0.09 A$20
I�(J 0.01 s /e /e ASIBH 246/195
240
hot di ped galvanized steel.
2. Connector plates are applied to both faces of truss at each joint. Where
tyew)
wu d(W 0.04 s-7 >999
dimensions are not shown, plates are symmetrically placed about joint or as
LOADING
DATE: 19 Mar 2010
SOUTHERN
indicated by circles (o).
3. CCuttjng and fabri ati shall be ac omplished using equipment producing snug
fitting Inn fuQSy embedded pates.
CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: l0.la
TRUSS
01nts
d• Unless oherwtse noted, compression top chord to be continuously braced by the
roof sheathing.
LOADING ``ps()
SPACING 2-0-0
1.00
COMPANIES
s. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing plan for the roof structure or as a plan
TCL 30.0
TCDL 10.0
BCL 0.0
plates In
Lumber Inc ease 1.25
Rep Stets lner YES
for the attachment of the roof to the ulldi ng.
CAUTION'
BCDL 10.0
Cade FBr2OO7/TP12002
2590 N. Kings Highway
Trusses can be d ngerous and can cause damage and ers0 al Injury if impp o erly
braced Bracing shown on his �rawing is NOT ERrEC�ION
Fort Pierce, F1.34951
handled Installe� and/or
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide t0 good practice for handling installing
wood trusses'. TPI s located at: 218 North Lee Street
Z
of metal plate connectedd
Suite 312, Alexandria YA 22314. Telephone: (703) 683-1010. E-mail_ info@tpinst.org
ARCE ENGINEERING
ti°° 1 s 46 nes 8932
QTY. 2
LUMBER
BRACING 00 Q � �'. 'o
TOP CHORD V S♦.v lyf l �d sheathin iree0y 41p r.6-0-0
NOTES
1) YBnd: ASCE 7-05; 140mph (3—second gust); h=27ft; TCOL=6.Opsf; BCDL=6.Ops(; Category II; Exp C; enclosed; MWFRS (low—rise):
TC 2 X 4 SYP No.2
BC 2 X 4 SYP No.2
WB 2 X 4 SYP No.J
o p�l}}'��s\� except a icals. r
BOT Cl id U;n. direc �0 oc 6•
71(
end vertical left exposed; Wmber DOL=1.33 plate grip DOL=1.33.
2 This truss has been designed fora 10.0 pef bottom chard live load nonconcufrent with any other live loads.
(by of truss to bearing plate capable of withstanding 324 lb uplift at joint 5 and 134
b
j�ffflll
• �'
d
3 Provide mechanical connection others)
It, uplift at joint 3.
REACTIONS (Ib/size) 5:349/0-8-0, 3-117/Mechanical, 4-46/Mechanical
Max Hors 5-250(LC 5)
Max Uplift 5=-324(LC 3), 3=-134(LC 5)'
a
`.1{A1d1
A
c
LOAD CASE(S) Standard
Max Cray 5-349(LC 1). 3�117(LC 1), 4-88(LC 2)
/� • m m
FORCES (lb) — First Load Case Only
. TOP CHORD 2-5=111, 1-2=8, 2-3=-29
BOT CHORD 4-5=0
'• Cv'Q ^ •� ��0
O ° 6 .J
SIt
p• : � 00
V0N9 %%%
®1
—2-0-0
5-0-0
2-0-0
5-0-0
5-0-0
5-0-0
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
T. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -di ped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
TO ERECTION CONTRACTOR
TYPE: J5F
IE brfl m <«) I/a•a t/e PLATES GRIP
TC a.5f VMc(LL)' -0.1n 4) >6°9 360
ec dso ven(1U '.os 11 1.. 2. As2o 24a/19s
(Ne trii'00 1raaLL o:w 4-55 >ee's 2{0 A51 aH 246/195
LOADING
DATE: 19 Mar 2010
SOUTHERN
indicated by circles (o).
D. Cutt{ng and gqabri atti tI shall ye ac omplished using equipment producing snug
fuQSy pates.
Version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
fitting oints anrd embedded
4• Unless o herwise noted, compression top chord to be continuously braced by the
2-0-0
TRUSS
roof sheathing.
5. The structural restrai t shown is to prevent buckling of individual truss
LOADING (pet) SPACING
TCLL zO.o Plotaslnerease 1.00
1.25
COMPANIES
permanent
member and is not intended as a ?law for the roof structure or as a plan
TCDL 10.o Lumber lncreaee
BCD o.a Rep SUws l02ner YES
oracing
for the attachment of the roof to the building.
ecOL 10.o cave reczoO7/tPlzao2
CAUTION'
2590 N. Kings Highway
Trusses can he dangerous and can cause damage and persogqal Injury if impropperly
Fort Pierce, F1.34951
handled installed and/or bracead Bracing shown on this drawng is NOT ERECTION
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
(772)364 4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to goad practice for handling installing
ps
53
•
of metal plate connectel wood trusses'. TPI located at: 218 North Lee Street
Suite 312. Alexandria V 22314. Telephone: (703) 683 1010._ E-mail: info@tpinst.org
ARCE ENGINEERING
LUMBER
TO 2 X 4 SYP No.2
BC 2 X 4 SYP Na.2
WB 2 X 4 SYP N9.3
1 - PlyREACTIONS (lb/size)
5-290/0-8-0, 3-45/Mechanical. 4-17/Mechanical
Max Harz
5=203(LC 5)
Max Uplift
5--313(LC 3), 3--61(LC 4), 4--2(LC 4)
Max Gray
5-290(LC 1). 3-45(LC 1). 4-49(LC 2)
FORCES (lb) - First Load Case Only
TOP CHORD 2-5=79,
1-2-8, 2-3= 1B
BOT CHORD 4-5=0
es
BRACING
TOP CHORD oct jal���ggood.Chedth direall9,p - o —D-
uriinEi'�cept and v icals. a.
SOT CHORD. ,idl * in dirccUy par 10- '0 oc
� r`br�ci� iT' m
� aJTJJ o
� • m
o� /7
! • rU� \ • o
'0d • 3 S :: • • \ O�
oss�o6;.L e d N�®e®�v
dg®�BlB !)B9B��
-2-0-
2-0-0
1.5x4 11
QTY.
NOTES
1) Wind: ASCE 7-05; 140mph (3-secand gust); h=27ft; TCDL-6.0psf; BCDL-6.0psf; Category 11; Exp C; enclosed; MWFRS (low-rise);
and vertical left exposed; Lumber DOL-1.33 plate grip DOL=1.33.
2) This Wsa has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 lb uplift at joint 5, 61 lb
uplift at joint 3 and 2 lb uplift at joint 4.
LOAD CASE(S) Standard
3-
3-0-0
3-0-0
3-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOF
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
i. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better
hot-diged galvanized steel.
2. Connector plates are applied to both faces of truss ateach
caboutnt Whernt e
dimensio s are not shown, plates are symmetrically placed
indicates by circles (0).
3. Cptting dodd ffabri attiVpp shall be acctompplished using equipment producing snug
SOUTHERN fitting oints anrd fully embedded plates.
TRUSS 4. Unless otherwise noted, compression top chord to be continuously braced by the
roof sheathing.
COMPANIES s. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing plan far the roof structure or as a plan
for the attachment of the roof to the building.
2590 N. Kings Highway Trusses can b dangerous and can cause damage and erso al injury if im ronnerly
Fort Pierce, F1. 34951 handled insta�led and/or braces Bracing shown on his drawing is NOT E�ECTI0
(772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate If
(TPI) publication 'BCSI 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal plate conn¢cted wood trusses'. TPI is located at: 218 North Lee Street
Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org
TYPE: J3F
ce
DEFL
m (lee) 116.4
-a.00 4-s >999
L/d
360
PLATES GRIP
Tc 0.56
ec o.oe
veA(LL)
ven(((f77LLL)JJ
-.0.01 4-s >099
240
AS20 246/195
A518H 246/195
YWi:)
Knd(l!a
0.00 4-5 >099
2A0
LOADING
DATE: 19 Mar 2010
.......
Version: 10.1a
LOADING (psf) 2- SPACING 0-0
TCLL 20.0 Plates Increase 1.00
TCDL 10.0 Lumbar lncreaea 1.25
BCU_ 0.0 Rep Stress I YES
BCDL 10.0 Coda FBC2007/TP12002
S`�
LA RCE ENGINEERING
BER
TO 2X4SYP No.2
BC 2 X 4 SYP No.2
WB 2 X 4 SYP No.3 •Excapt- W3 2 X 4 SYP SS
1 — Ply
REACTIONS (Ib/size) 8-613/0-11-5, 4e189/Mechanical, 5-272/Mechanical
Max Hort B-295(LC 5)
Max Uplift 8--623(LC 3). 4--202(LC 3). 5s-161(LC 4)
Max Grav 8-613(LC 1). 4-189(LC 1). 5-301(LC 2)
FORCES (lb) — First Lead Case Only
TOP CHORD 2-8=219, 1-2=8, 2-9=301, 3-9=300, 3-10-4. 4-10--37
BOT CHORD 8-11=0, 11-12=0, 7-12=0, 7-13=0, 6-13=0, 5-6=0
WEBS 3-7-78,3-6-411
—2-9-15
2-9-15
C
I
M
PLATE: AUTOMATIC STAMPING
SEALING OFTR
1. Connector plates
hot -dipped alva
1. Connector plgates
dimensionrIs are n
indicatetl by cir
SOUTHERN ' fittang odntsba
TRUSS unless o iherwise
roof sheathing.
s. The permanent st
COMPANIES
membeF and'is,nD
2590 N. Kings Highway
Fort Pierce, Fl. 34951
(772)4644160 Fax:(772)318-0015
N��JU�441'a tees (893
BRACING 0� ``11,, V —'
TOP CHORDO etura�wTabd sheaths Irectiy�ap ed
gdrryy��s, except v 'eels, d'
BOT CHORD. -g cAeiLng direc 5°o a�ra�g.
r „a
Cn
'�O a 3 S, o
�gBBBBB" B@®D0�
4-10-10
4-10-10
1
NOTES
ed• MWFRS l
1) Wind: ASCE 7-05; 140mph (3—second gust): h=27ft: TCDL=6.0psf; BCOL=6.0psf; Category II; Exp C; enclos (aw—rise ).
and vertical left exposed; Wmber DOL=1.33 plate grip OOL-1.33.
2 This truss has been designed or
psf bottom chord live .load nonconcument with any other live loads.
3; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 623 lb uplift at joint 8, 202 Ib
uplift at joint 4 and 161 Ib uplift at joint 5.
4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 lb up at 4-4-0, 28
It, up at 4-4-0, and 57 lb down and 101 lb up at 7-1-15, and 57 lb down and 101 lb up at 7-1-15 on top chord, and 9 lb
down and 14 lb up at 4-4-0. 9 lb down and 14 lb up at 4-4-0, 48 lb down at 7-1-15. 48 lb down at 7-1-15, and 33 lb up at
1-6-1, and 33 lb up at 1-6-1 an bottom chord. The design/selection of such connection device(s) is the responsibility of
others.
5) In the LOAD CASE(S) section, loads applied to the face of the truss arc noted as front (F) or back (B).
LOAD CASES) Standard
1) Regular. Wmber Inerease-1.25, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-2--60, 2-4--60, 5-8--20
Concentrated Loads (Ib) -
Vert: 9-29(F=15, 8=15) 10--113(F=-57, B-57) 12-6(F=3, B-3) 13--53(F=-26, 8=-26)
9-9-5
4-10-11
3x5 II
1x4 II 3x4 =
4-10-10
4-10-10 4-10-11
FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOF
DESIGN BASED UPON THESE DESIGN CRITERIA:
abricated from 20 gauge ASTM A663/653H Grade A or better
steel.
pplied to both faces of truss at each joint.Where
o": platebs are symmetrically placed about joint or as
�yshalld edaplatpesished using equipment producing snug
compression top chord to be continuously braced by the
al restraint shownisto prevent buckling of individual truss
thedras atarthenbuildingor the roof structure or as a plan
can be d ngerous and can .cause damage and Dersc
installee and/or braced Bracing shown an this
Refer to the Truss Plate Institute (TPI) publi
T SAFETY INFORMATION. Guide to good practice fc
ply a connected wood trusses'. TPI is located
2, Alexandria VA 22314. Telephone: (703) 683-11
manufacture's WARNINGS enclosed 1
NG
TYPE: CJ7F
csl
DtsL
m 0aa) 1/ean
PLATES GRIP
TC 0.93
Do 0.71
V ,41W
VMrsr:((tiLR1L))
-0.07 6-7 >Y08
-010 6-7 >586
380
3
240 AS20 246/195
Wb'v)�
wind(W
D.1J 6-7 >a8/54
2�0 AS1BH � 246/195
LOADING
DATE: 19 Mar 2010
___.,
....,... I. —TV.
Version: 10.1a
LOADING (paf) SPACING 2-0-0
TCLL 0.0 Platen Inereaae 1.00
TCDL f0.0 Wmber lnenase 1,25
BCLL 0.0 Rep Streaa Inc, NO
BCOL 10.0 Coda F13C2D07/1PI2OO2
15
ARCE ENGINEERING
QTY. 2
LUMBER
TO 2 X 4 SYP No.2
BC 2 X 4 SYP No.2
WB 2 X 4 SYP No.3
1 — Ply
REACTIONS (lb/size)
5-421/0-8-0, 3-178/Mechanical, 4-74/Mechanical
Max Harz
5-298(LC 5)
Max Uplift
5=-351(LC 3), 3--199(LC 5)
Max Orav
5-421(LC 1). 3-178(LC 1), 4-127(LC 2)
FORCES (lb) — first Load Case Only
TOP CHORD 2-5=144, 1-2=8. 2-3--40
BOT CHORD 4-5-0
ING
TOPCHORD0 �Gdlg�d-dVnd
��-0-
Irb, Lrxcep
BOT CHOR� Rilgid a "ng direeCD
��
s®�•�' ESN ���e
1, aA .�
�"A 0 Vg pt! 9 ®��®®40
-2-0-0
2-0-0
2.5x6 II
NOTES
1) Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCDL=6.0psf; BCDL=6.0psf; Category 11; Exi, C; enclosed; MWFRS (law —rise);
end vertical left exposed; Lumber DOL=1.33 plot, grip DOL=1.33.
2 This truss has been designed for a o)L psf bottom chord live load nonconcurrent with any other live toads.
3; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 It, uplift at joint 5 and 199
lb uplift of joint 3.
LOAD CASE(S) Standard
7-0-0
7-0-0
7-0-0
7-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot-diged galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
dimensions are, not shown, plates are symmetrically placed about joint or as
indic1ated by circles (o).
SOUTHERN 3 fitting gnintsbenaatilN shall bedacTomplatesished using equipment producing snug
TRUSS 4. Unless o herwise noted, compression top chord to be continuously braced by the
roof sheathing.
5. The permanent structural restraint shown is to prevent buckling of individual truss
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
for the attachment of the roof to the building.
2590 N. Kings Highway CAUTION:
B B Y Trus es can he dangerous nd c n cause damage and ersoaal injury if 1mpro erly
Fort Pierce, F1.34951 handled installed and/or ,races Bracing shown an his drawing is NOT EREC�ION
(772}464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) his
'SCSI 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal pl to connec% xood trusses% TPI is l]ocated at: 221B North Lee Street
Suite 312, Ilexandria VA 22314. Telephone: (703) 683 1010. E-mail: infD@tpinst.org
Read all manufacture's WARNINGS enclosed with drawing acka e.
Cs1
1C O.ELT
00 0.41
we 0.00
(Mew)
LOADING
TYPE: J7F
D�EF�L(LLin (wc) I/dan t./d
V>947 I PLATES GRIP
et 1 0..224 5 4—>341 240 AS20 246/195
Hor —0.12 3 n/a /o AS18H 246/195
wind LL 0.13 4-5 >625 240
LOADING fpsf) SPACING 2—D-0
TCU. 30.0 Plates In.— 1.00
TCDL 10.0 Lumbar lncreaoa 1,25
BC0.0 Rep Sbnss Iner YES
BCDL 10.0 Code FBC2007/TPI2002
4
DATE: 19 Mar 2
Version: 10.1a
EC
ARCE ENGINEERING
LUMBER
TC 2 X 6 SYP No.2 *Except* T2 2 X 4 SYP No.2
BC 2 X 4 SYP No.2
WB 2 X 4 SYP No.3
WEDGE
Left: 2 X 4 SYP No.3
1 - Ply
REACTIONS (Ib/size) 4-BB/Mechanical, 2-457/0-8-0. 5-24/Mechanical
Max Hart 2-271(LC 5)
Max Uplift 4=-124(LC 5). 2--599(LC 3)
Max Gr- 4=88(LC 1). 2=457(LC 1). 5=154(LC 3)
FORCES (lb) - First Lead Case Only
TOP CHORD 1-2-12. 2-3=-9,3-4-12
BOT CHORD 2-6=-17.5-6-0
WEBS 3-6_19
I
I
I
I I
rn
I
0
>°`z, '4,41 . es (8932
BRACINGBRACING p°' ��(�(��
TOP CHORD yy�'���lurAlly d`shealhin directly ap •.5-0-0
♦ S6W6nN°
BOT CHOR� gib c&g directly III or 6- (7 oc bbrroem.
eM a
0�� ' a
A�®�4 �� • d 1 `r ` • �BeO`®O
®BO►eel i88®B0
-3-0-0 2-0-0
3-0-0 2-0-0
3x7 II
QTY. 27
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05: 140mph (3-secand gust); h-27ft; TCOL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
Lumber DOL=1.33 plate grip DOL=1.33.
3) This W ss has been designed far a 10.0 psi bottom chard live load nonconcurrent with any other live Toads.
4 Provide mechanical connection (by other) of trues to bearing plate capable of withstanding 124 lb uplift at joint 4 and 599
lb uplift at joint 2.
LOAD CASE(S) Standard
5-0-0
3-0-0
2-0-0 3-9-13 5-0-0
2-0-0 1-9-13 1-2-3
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
t. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot-diuped alvanized steel.
z: Connector pates are applied tD bath faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
indicated by circles (a).
3. Cutting and pabriccattlqoo shall be accomplished using equipment producing snug
SOUTHERN fitting 1�ints and fully embedded plates.
TRUSS 4. Unless otherwise noted, compression tap chord to be continuously braced by the
roof sheathing.
5. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing plan for the roof structure or as a plan
COMPANIES
for the attachment of the roof to the building.
2590 N. Kings Highway CAUTION:
S 8h Y Trusses can be dangerous and can .cause damage and personal Injury if improperly
Fort Pierce,Fl.34951 handled installed and/or braced: Bracing shown an his draw ng is NOT ERECTION
(772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal plate cogec% woad trusses'. TPI is located at: 218 North Lee Street
Suite 312, Alexandria VA 22314. Telephone: (703) 683 1010. E-mail: info@tp(nst.org
Read all manufacture's WARNINGS enclosed with drawing acts e.
ECTION CONTRACTOR TYPE: J5
cs
DEFL m (Ioe) 1/d°n L/d
PLATES GRIP
7C 0.5e
Be 0.34
VM(L� -0.02 2-6 >909 360
Vart(1L) -0.07 2-4 >825 240
A520 246/195
we 0.06
l!lbersrs((TTllJJ 0.00 5 n/a /a
AS18H 244 /195
(Md_)
WlndM -0.05 2-6. >999 240
LOADING
DATE: 19 Mar 2010
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
Version: 10.1a
LOADING fPs1) SPACING 2-0-0
TCLL 30.0 Plaice Inueaee 1.00
TCDL 10.0 Lumber lnereoes 1.25
BCLL 0.0 Rep Stress I- YES
BCDL 10.0 Code FBC2007/1P12002
ARCE ENGINEERING
LUMBER
TC 2 X 6 SYP No.2 *Except* T2 2 X 4 SIP SS
BC 2 X 4 SYP No.2
WB 2 X 4 SYP No.3
WEDGE
Left: 2 X 4 SYP Na.3
1 - Ply
REACTIONS (lb/slze) 4-28/Mechanical, 2=433/0-8-0. 6--51/Mechanical
Max Harz 2-188(LC 5)
Max Uplift 4--41(LC 5). 2=-717(LC 3). 6=-51(1-C 1)
Max Grw 4=28(1-C 1). 2=433(LC 1). 6=236(LC 3)
FORCES (lb) - Frst Load Case Only
TOP CHORD 1-2-12. 2-3--4. 3-4-4
BOT CHORD 2-6--21.5-6-0
WEBS 3-6-34
PLA'
I
I
uJ
I
I
I
0
1
cV44dul es I
BRACING (('�� -I
TOP CHORD oOS�Otu'aT rl�d3heathln irectly tlp < 0-
* S:l t rul
SOT CHORa� l.[t1gI cFil�ng d
i
r
etl 8 , to graces.
7( s
(09 /� , m
0 lo
Ve efq\
-3-0-0
3-0-0
.22
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05: 140mph (3-second gust); h-27ft; TCDL=6.0psf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
Lumber DOL=1.33 plate grip DOL=1.33.
3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
43 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint 4, 717 lb
uplift at joint 2 and 51 lb uplift at joint 6.
LOAD CASE(S) Standard
2-0-0 3-0-0
2-0-0 1-0-0
7.00 FTY
3x7 II
2-0-0 3-0-0
2-0-0 1-0-0
MATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION
SOUTHERN
TRUSS
COMPANIES
2590 N. Kings Highway
Fort Pierce, Fl. 34951
(772)4644160 Fax:(772)318-0015
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -dipped galvanized steel.
, Connector plates are applied to both faces of truss at each joint. Where
dimeneteasbi are
not
eshown, plates are symmetrically placed about joint or as
indic3. fitting andnfabts enrdatl?l seabeddeecTomesjshed using equipment producing snug
4. Unlesof s
he wise noted, compression top chord to be continuously braced by the
s. The permanent structural restraint showgn is to prevent buckling of individual truss
member and
nottintendof edraafatoracinthebuilan for the roof structure or as a plan
g.
CAUTION:
Trusses can by dangerous and can causT damage and grsagal Injury 1� imo erly
handled insta led and/or braced. Brac ng shown on his Udraw ng is N T EerECpfION
aadrINr aafa,� 4a thn Truss Plate Institute (TPI) oubliCation 'BCSI 2008 BUILDING
cted hood trusses'.aTPI is located at 21B Nor
a VA 22314. Telephone: (703) 683-1010._ E-mail:
c51 I DOM N (be) Vdan
TC 0.50 vea -a.00 2-B >Bse
BC 2.8 VeA(((11TLLL))) -0.01 2-6 >B90
we 0.04 Matrix) Wu�id(t1) 0.00 6 -I,"
LOADING
LOADING (psi) SPACING 2-G-0
TCLL §0.0 Plates I..- 1.00
TCDL 10.0 Lumbar Increase 1.25
BCLL 0.0 Rap Stress [nor YES
BCDL 10.0 Code FBC2D07/TP12002
TYPE: J3
PLATES GRIP
240 AS20 246/195
AS18H 246/195
240
DATE: 19 Mar 2010
Version: 10.1a
99
QTY.
ARCE ENGINEERING
TC 2 X 4 SYP No.2
BC 2 X 4 SYP No.2
WB 2 X 4 SYP No.3
1 — Ply
REACTIONS (lb/size)
5-575/0-8-0. 4--02/Mechanical, 3=-237/Mechanical
Max Harz
5-138(LC 3)
Max Uplift
5--910(LC 3). 4--82(LC 1), 3--237(LC 1)
Max Grav
5-575(LC 1). 4-132(LC 3), 3-423(LC 3)
FORCES (lb) — First Load Case Only
TOP CHORD 2-5=152,
1-2=12,2-3=21
BOT CHORD 4-5-0
I
I
I
1
�-7
TOP CCHORD O%5}ryleLural pgp 9 ea'lhiri9 direc�ly p —0-0
rlin Llcept end v 'cals. R.
BOY CHOR.:� �4y14;p-' n directly Cali or 10— oe �
arJ o
natin
m
s,® e e \ O®
oB���B VG� D Ba
—3-0-0
3-0-0
NOTES
1) Wind: /SCE 7-05; 140mph (3—second gust); h=27ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise);
end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 910 lb uplift at joint 5, 62 lb
uplift at joint 4 and 237 lb uplift at joint 3.
LOAD CASE(S) Standard
3x7 11
1-0-0
1-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: A
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ast 110-z In ("°) I/da0 Ud PLATES GRIP
TC 0.95 Venr�(LL 0.aa 5 >BOB 360
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better B0 0.19 ven(n3 a.Bo 5 >see zoo A920 246/195
hot di ped al vans zed steel, t 0.00 H—(1�� 0.01 3 /a /a AS1BH 246/195
z. Connec�or pates are applied to bath faces of truss at each joint. Where (ua =) wae(ty o.oa 4 s >e99 i�a
dimensions are not shown, plates are symmetrically placed about joint or as LOADING DATE: 19 Mar 2010
indicated by circles (o). Version: 10.1a
3.-Cutt' qndd fabripa M shall be acgmplished using equipment producing snug CRITERIA: ANSI/TPI 1-2002 (MATRIX) _
SOUTHERN fitting oints and fully embedded plates.
TRUSS a. Unless o herwise noted, compression top chord to be continuously braced by the
roof sheathing. LOADING Pei) SPACING 2-0-0
COMPANIES s. The permanent structural restraint shown is to prevent buckling of individual truss rCLL �o.o plot. Increase 1.00
member and is not intended as a bracing plan for the roof structure or as a plan TCDL 10.0 Lumberinueaa. 1.25
for the attachment of the roof to the building. BCOL 0.0 Rep sires FBC2 YES
CAUTION: ecDL 1a.o code Feczoo7/rPlzo02
2590 N. Kings Highway Trusses can be dangerous and c n cause damage and ers0aal Injury if imuroperly
Fort Pierce, F1.34951 handled installed and/or bracead Bracing shown on his drawing is NOT ERECTION
(772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate -Institute (TPI) publication 'BCSI 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of meta plate connected wood trusses'. Tod
Is located at: 218 North Lee Street
Suite 3�2, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org
Read all manufacture's WARNINGS enclosed with drawingpackage.
ARCE ENGINEERING
,,°°`,N 1 �-4&wes 8932
QTY. 5
LUMBER
TC 2 X 6 SYP No.2 •Except• T2 2 X 4 SYP Na.2
BC 2 X 4 SYP Not
BRACING 0 . • ('� • o r .N
TOP CHORD 9(�4ttura'I �yd'4heathm directlywip d•6,9-0-0
-¢ s, .0
L� yilin
NOTES
1)) Unbalonced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL-6.Opsf; BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS (low-rise);
DOL=1.33.
WB 2 X 4 SYP No.3
SLIDER Left 2 X 4 SYP No.3 2-6-0
BOT CHORZ ^YiT9id &. ng dime p�l or 0•: c yraFdn9.
e. vJ Yr .a
Lumber DOL=1.33 plate grip
3)) This truss has been designed fora 10.0 psi bottom chord live load noneoncurrent with any oNer live loads.
132 lb upiift at joint 5 and 670
e , !�„
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding
1 -Ply
REACTIONS (lb/size) 5-98/Mechanical, 2-571/0-11-5, 7-39/Mechanical
^
CD a
lb uplift at joint 2.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 19 lb down and 32 lb up
Max Harz 2m269(LC 5)
Max Uplift 2-269( (LC 5), 2�-670((LC 3)
Uplift
). 2--LC
_` o v
at 4-3-15. and 19 lb down and 32 lb up at 4-4-0 on top chord, and 18 Its up at 4-3-15. and 18 lb up at 4-4-0 on bottom
device(s) is the responsibility of others.
Max 5=98(LC 1), 1), 7=128(LC 2)
0 • (�r
m
chord. The design/selection of such connection
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=12. 2-3-0. 3-4--37, 4-B=O, 5-8-15
BOT CHORD 2-9�23. 7-9-23. 6-7-0
® �� o a m
• r r�
oo 76 'J ♦
•oo /� 0
ov'/
LOAD CASES Standard
( )
1) Regular. Lumber Increasea1.25, Plate Increase-1.00
Uniform Loads (pif)
WEBS 4-7=-24
�4P TY
��
Vert: 1-4�-60, 4-5�-60, 2-6--20
00
•_ `
Concentrated Loads (Ib)
...... o q DO
®',�' �`0
Vert: 8-64(F=32, 8=32) 9=36(F-18, 8-18) ,
as®i9lfe
BBQB®�
-4-2-15 2-9-15
6-11-5
4-2-15 2-9-15
4-1-6
PLATE:
0
I
I
I
I
2-9-15 6-11-5
2-9-15 4-1-6
TIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOF
SOUTHERN
TRUSS
COMPANIES
2590 N. Kings Highway
Fort Pierce, FI. 34951
(772)4644160 Fax:(772)318-0015
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot-diuped galvanized steel.
z. Connector plates are applied tD both faces of truss at each joint. Where
dimensions arenot shown, plates are symmetrically placed about joint or as
indicated by circles (a).
a. C4tting ani fabriSatiq shall 6e ac omplished using equipment producing snug
fttt ng ]o nts an full y embedded piates.
4. Unless otherwise noted, compression top chord to be continuously braced by the
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing plan for the roof structure or as a plan
for the attachment of the roof to the building.
ous and caan cause AdAzmaige and ersogal njury if im o erly
/Tor russaP1ateBInstituteo(TPI) pubIicationg'BCSI02008�BUILLDING
RMATION. Guide to good Practice for handling installing
tod wood trusses'. TPI is located at: 218 North Lee Street
VA 22314. Telephone: (703) 683-1010. E-mail: infoRpinst.or
re,
a WARNINGS enclosed with drawing package
cs1
TO 0.88
Be 0.44
we 0.07
(uotdx)
LOADING
TYPE: CJ5
DEFL in (I- t/eon L/d I PLATES GRIP
MOvertu2-7 >soe 0
VN11eeorrrt::({{i) iiLL) Uoo 2-7 >>3440 2440 AS20 240/195
WiadiLU 0.0o 7 240 A518H 246/195
LOADING (pal) SPACING 2-0-0
TCLL 20. Plates Ineroose 1.00
TCDL 10.0 Lumbar Incrcaee 1.25
BCUL 0.0 Rep Stress I_ NO
BCDL 10.0 Code FBC2007/rPI2OO2
DATE: 19 Mar 2010
Version: 10.1a
60
ARCE ENGINEERING ,o`' • �ixlal - es 8932 QTY. I
LUMBER BRACING p�' ^ ' n(� 1 J '• °A NOTES
TC 2 X 4 SYP No.2 •Except• TI 2 X 6 SYP No.2, T7 2 X 6 SIP No.2 TOP CHORD cturdl v��DDppQheat,fTA d;rectlyop e$t 1 Unbalanced roof live loads have been considered for this design.
BC 2 X 4 SYP No.2 O : 4`Qc`¢urlins. P 23 Wind: ASCE 7-05; 140mph (3—second gust); h=27ft; TCOL=6.Opsf; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise);
WB 2 X 4 SYP No.3 BOT CHORa gid�1y ng directl dpJ or 6— • -111 oc Lumber DOL=1.33 plate grip DOL=1.33.
WEDGE y ry,r�b• J' ^ , it ,• 3 Provide adequate drainage to prevent water ponding.
Left- 2 X 4 SYP No.3, Right, 2 X 4 SYP No.3 tw
�j 4 Thie Wss has been designed !or a 10.0 par bottom chard live load nonconeurrent with any other live loads.
1Ply 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 971 Ib uplift at joint 2 and 986
REACTIONS (Ib/slze) 2-1046/0-8-0. 8=1046/0-8-0Ib uplift at Joint 8.
Max Harz 2-126(LC 5)LQAD CASES) Standard
Max Uplift 2--971(LC 5), 8=-986(LC 4) 0\ 1) Regular. Lumber Increase-1.25, Plate Inereasa=1.00
FORCES (Ib) — First Load Casa Only mUniform Loads (plf)
® Vert: 1-3�-60, 3-4�—fi0, 4-6--60, 6-7--60, 7-9--60, 2-8m-20
TOP CHORD 1-2=12, 2-3=-1021, 3-4=-1072, 4-13-0. 5-13--964, 5-14=0, 6-14, 7-8=—r10& 9-36Concontrated Loads (Ib)
BOT CHORD 2-12=824, 12-15=1181, 15-16=1181, 11-16=1181, 11-17=11B7, 10-1848 ) •� 0 Vert: 4--66(8) 6--66(B) 12--39(8) 5--28(8) 10--39(B) 13--28(B) 14--28(9) 15--4(8) 16--4(8) 17--4(8)
WEBS 3-12=132, 4-12=306, 5-12--272, 5-10=-227, 6-10=267, 7-10=14b ✓ .p4, ••• _ `� •.�� p0m
Ae®�A 6 . • • �Sa�ol. �` ®��® .
®,a�3 lo�yHMe® �®
-3-0-0 2-0-0 1 5-0-0 1 9-0-0 13-0-0 16-0-0 18-0-0 1 21-0-0
3-0-0 2-0-0 3-0-0 4-0-0 4-0-0 3-0-0 2-0-0 3-0-0
7.00
4x4 =
4
3x4 -
5
4x4 —
6
3x9 II 3x8 = 3x5 = 3x8 = 3x9 II
5-0-0
13-0-0
8-0-0
18-0-0
5-0-0
I
I
I
I
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H5D
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
cs'
7e a.66
US
DtTL ^ (°°) '/eaFl
1E9 -0.131a-11 >999
Ud
380
PLATES GRIP
1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better
9G
v.n(n)-0.32,o-12 >eu
Has(n 7 o.m a /a
24o
/.
AS20 246/195
hot di ped galvanized steel.
Connector are applied to both faces of truss at each joint. Where
we o.16
(ua1d.)
xae(ty o.aa,o-lz >999
240
ASM 246/195
LOADING
DATE: 19 Mar 2010
z. plates
dimensions are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (o).
3. Mpt1'ng andd fabri ati n shall 6e accomplished using equipment producing snug
Version: l0,la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
TRUSS
fitting Joints anrd fuQ4y embedded plates.
4. Unless o herwise noted, compression top chord to be continuously braced by the
roof sheathing.
LOADING (par) SPACING 2-o-0
s. The permanent structural restraint shown is to prevent buckling of individual truss
TOLL 20.0 Plaleslnam.. 1.00
COMPANIES
member and is not intended as a bracYng plan for the roof structure or as a plan
TCOL 1D.o Lumbar lnenaee 1.25
9cLL G.o R.,Streaelner No
for the attachment of the roof to the building.
BCDL 10.o coda FBC2007/TP12002
CAUTION:
2590 N. Kings Highway
Trusses can be dangerous and can Injury if impronnerly
Bracing this drawng is NOT ERECTION
Fort Pierce, FL 34951
handled installed and/or braces. shown on
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
(77264 4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal plate connected wood trusses'. TPI is locate6d at: 218 North Lee Street
83 1010. E-mail: infopinst.9rg
Suite 112, Alexandria VA 22314. Telephone: (703)
Reed all manufacture's WARNINGS enclosed with drawing@tacka e.
'
ARCE ENGINEERING .,�`' �1 J s :-{ f es 8932 QTY. 1
LUMBER BRACING .' • (1 1 �p NOTES
TC 2 X 4 SIP No.2 -Except- T1 2 X 6 SYP Not, T1 2 X 6 SYP N0.2 TOP CHORD o 4Q4ctural d'Sheathin direedy^gp eO-0-0 1) Unbalanced roof live loads have been considered for this design.
op
BC 2 X 4 SIP No.2 m Jinl, 2) Wind: ASCE 7-05; 140mph (3-second gust);. h-27ft; TCDL-6.Opsf; SCOL=6.Opsf; Category 11; Ex C; enclosed; MWFRS (low-rise);
WB 2 X 4 SIP No.3 BOT CHOR� �g16 �e ing direct p r -'. a� s. Lumber DOL=1.33 plate grip DOL-1 "33.
WEDGE .. �rgc' g. op 3 Provide adequate drainage to prevent water ponding.
• 0 live load nonconcurrent with any other live loads
Left. X 4 SYP Na.3, Right: 2 X 4 SYP No.3 4 This truss has been designed for 10.0 psf bottom chord , y
1 - Ply 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 673 lb uplift at joint 2 and fi73
e
REACTIONS (Ib/slze) 2=893/0-8-0, 8=893/0-8-0 .�, c U) lb uplift at joint 8.
Max Hors 2-157(LC 5)
Max Uplift 2--673(LC 5), 8 673(LC 6) LOAD CASE(S) Standard
FORCES (Ib) - First Load Case Only v ' `aI I Z
TOP CHORD 1-2=12. 2-3=-601, 3-4--605, 4-5--565, 5-6= 565, 6-7=-581. 7-8- -936 r C(1 r�� : m
BOT CHORD 2-10:493. 8-10-701 � �., !6 �nr) ^�0
WEBS 5-10-181, 3-10-72.7-10--138 op . ! • '/�
0
�a9®BAI BBBa�e "
-3-0-0 2-0-0 1 7-0-0 1 9-0-0 11-0-0 16-0-0 18-0-0 21-0-0
3-0-0 2-0-0 5-0-0 2-0-0 2-0-0 5-0-0 2-0-0 3-0-0
I
1
I I
11
7 nn rig
3x4
1x4 II 3x4
4 5 6
3x9 5x8 - 3x9 II
9-0-0 18-0-0
9-0-0 9-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO E
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -di ped galvanized steel.
2. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (o).
3. CYtt1'ng 4nd fabri att1 shall be ac omplished using equipment producing snug
fupSy pates.
TRUSS
fitting joints andc embedded
4. Unless erwgse noted, compression top chord to be continuously braced by the
roof
5• The permanent structural restraint shown is to prevent buckling of individual truss
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
for the attachment of the roof to the building.
CAUTION:
2590 N. Kings Highway
8 M y
Trusses can be dangerous and can cause damage and personIIal injury if impprouuerly
is NOT ENECTION
Fort Pierce, F1.34951
handled installed and/or braced Bracing shown on this drawing
'SCSI
(772)4644160 Fax:(772)318-0015
BRACING. Refer to the Truss Plate Institute (TPI)publication 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal plate connected wood trusses'. TPI is located at: 216 North Lee Street
'
Suite 312, Alexandria YA 22314. Telephone: (703) 6B3-1010. E-mail: infoetpinst.org
Read all manufacture's WARNINGS enclosed with drawing package.
ON CONTRACTOR
TYPE: H7D
rsl
DEFt
10 (wa) 1/,14
L/d
PLATES GRIP
TC 0.58
B0 0.44
we 0.59
Yerl
Yzk
Hors(7L)
-0.06 e-lo >e99
-013 8-10 >91s
0,02 9 4n/a
360
2M1
A520 246/195
A51 &1 246/195
(Matrix)
wud(Lla
-0.04 2-10 >999
240
LOADING
DATE: 19 Mar 2010
Version: 10.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
LOADING (Psf) I SPACING 2-0-0
TCLL 20.0 Plot. Incr . 1.00
TCOL 10.0 Lumber Incmaea 1.25
BCLL 0.0 Rep Stress Iner IFS
BCDL 10.0 Code FBC2007/TPI2002
ARCE ENGINEERING
89321 QTY. 1
LUMBER
TC 2 X 4 SYP No.2 -Except• Ti 2 X 6 SYP No.2
\tl�'J•
BRACING i� /\ , • * n 1 (Y `0
TOP CHORD V turdl wdpd�dheath direcUy'm ,o
tovc`ISurlins, ex and Ve Is. J
BC 2 X 4 SYP No.2
WS 2 X 4 SYP No.3 •Except• W3 2 X 6 SYP No.2
WEDGE
0
BOT CHOR� ^`i�jgid� "Ing direcU p}�N
°• aAJ
or 7- 2•:c Ef�g.
Left: 2 X 4 SYP No.3
�`�,a
en
REACTIONS (lb/size) 2-917/0-8-0, 7-678/0-8-0
Max Hors 2-301(LC 4)
6)
Max Uplift 2=-701(LC 5). 7--330(LC
no
FORCES (lb) - First Load Case Only o �� if
TOP CHORD 1-2=12, 2-3=-622, 3-4--517, 4-5--454, 5-6=-1049, 6-7=-510 ° 6�
a
BOT CHORD 2-8-531. 7-8-968
WEBS 3-8-41,4-8-249,5-8--485
a
^-Z-0
PLA
rip 1, o•AQ� p
'Bo�e�3 e a � doMea s0o
-3-0-0 2-0-0 9-0-0
3-0-0 2-0-0 7-0-0
NOTES
1)) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05. 140mph (3-second gust); h-27ft; TOOL-6. BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
Lumber DOL=1.33 plate grip DOL-1.33.
3) This Was has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of.tmss to hearing plate capable of withstanding 701 lb uplift at joint 2 and 330
lb uplift at joint 7.
LOAD CASE(S) Standard
16-0-0
7-0-0
4x6 —
4
v^3x9 11 5x8 -
9-0-0 18-0-0
9-0-0 9-0-0
AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOF
.SOUTHERN
TRUSS
COMPANIES
2590 N. Kings Highway
Fort Pierce, FI. 34951
(772)464-4160 Fax:(772)318-0015
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -di ped alvanized steel.
2. Connector plates are applied to both faces of truss at each joint. Where
dimensio s are not shown, plates are symmetrically placed about joint or as
indicate by circles (o).
3. Cgtting an4 fabriCati shall be ac omplished using equipment producing snug
fitting joints and fully embedded plates.
a. Unless otherwise noted, compression top chord to be continuously braced by the
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracin8 plan for the roof structure or as a plan
for the attachment of the roof to the utlding.
CAUTI9N: -
Tm—c ran he dannnrnns and can cause amaae and personal injury i,f improgerl,y
de"to'good racfice for handling
eleohone: 03)D683-1010. Elma11:
18-0-0
2-0-0
TYPE: T4
a7
DEFL
is (lec) VV
L/d
PLATES GRIP
TC 0.75
Bc 0.48
Veernt((LL))
Vsrt(TL)
-0.07 2-8 >ssa
—030 2-6 >se9
360
2w
AS20 246/195
ws 039
(uevia)
Hers((i1LL))
Wex N
o.w 7 /°
0.07 2-6 >099
/°
240
A51eH 246/195
LOADING
DATE: 19 Mar 2010
Version: 10.1a
LOADING (psi) SPACING 2-0-0
TCLL 20A Plotes In.ro 1.00
TCDL 10.0 Lumber Increase 1.25
BCLL 0.0 Rep St — Incr YES
BCDL 1 0. 0
Cods FBC2007/TP12002
6
ARCE ENGINEERING
es 8932
QW. 37
LUMBER
TC 2 X 6 SYP No.2 *Except* T2 2 X 4 SYP No.2
X 4 SYP No.2
BRACING O /� �'. u +°p
TOP CHORD O�fr}LcturW kop�eath direc{lyg o�6 0-0
V c rtiri V -
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (law -rise);
BC 2
WB 2 X 4 SYP No.3
SOT CHORDi•O . fist '"( directly yli
a ^ v Y
or 6-0• oc braang.
'� �- �°
Lumber DOL-1.33 plate grip DOL=1.33.
3 This truss has been designed fora 10.0 psf bottom chard Iive load nonconcurrent with any other live loads.
WEDGE
Left- 2 X 4 SYP No.3
uJ ,�
„"a
4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 4 and 538
1 - ply
^ �
.,.
lb uplift at joint 2.
REACTIONS (Ib/size) 4-148/Mechanical, 2-515/0-8-0. 5-66/Mechanical
a
LOAD CASE(S) Standard
Max Horz 2-355(LC 5)
Max Uplift 4--208(LC 5), 2=-538(LC 3)
(1� • m
Max Grav 4-148(LC 1). 2=515(LC 1). 5-132(LC 2)
!-n
FORCES -First Load Casa Only
TOP CHORD 1-2a2-3--29, 3-4=20
i r� Tj \ V
•
C'12,
BOB CHORD 2-60-0,5-6=0
WEBS 3-6=1
O •°°
4® � S `tl '•
j � ` 0®
AAA V. •�• .° •°,w� 0
t®0
®°0°�g►e
deMeO�
-3 0 0 - - 2-0-0
7-0-0
3-0-0 2-0-0
5-0-0
I
I
I
I �
0
30 11 3x4 =
2-0-0 3-9-13 7-0-0
2-0-0 1-9-13 3-2-3
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
I. Connector plates are fabricated -from 20 gauge ASTM A6531653M Grade A or better
hot dipped galvanized steel.
2. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
TO ERECTION CONTRACTOR
csl
To 0.56
ec 12
ws a..
(uewx)
DrtL la (wal
V• -0.10 6
vre -0.3a 6
H..(1L� 0.01 4
ENE, -0s1 6
I/a°n
>704
>z64
/a
>376
TYPE: J7
tle PLATES GRIP
360
zoo AS20 24e/195
/° ASISH 246/195
i4o
LOADING
DATE: 19 Mar 2010
SOUTHERN
indicated by circles (o).
3. CQtt1'ng qnd fabri ati pshall be ac omplished using equipment producing snug
fitting Dints andc fu y embedded pates.
Version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
TRUSS
4. Unless oiherwjse noted, compression top chord to be continuously braced by the
LOADING
SPACING
2-0 0
roof sheathing.
6• The permanent structural restraint shown is to prevent buckling of individual truss
20.0
TCLL 20.o
Plateslncroaee
1.00
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
guplding.
TCDL 10.0
0= 0.0
Lumlwr Increase
Repsvesslner
1,25
TES
for the attachment of the roof to the
ecDL 10.o
Code FBC2007/rPI2D02
CAUTION:
2590 N. Kings Highway
Trusses tan be dangerous and cause damage and al injury if imppro erly
�rawing
Fort Pierce, F1.34951
grso
handled installed and/or braced. Bracing shown on this is NOT EREC�ION
(772)4644-160 Fax:(772)318-0015
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
(_I/
of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street
Suite 312. Alexandria V 22314. Telephone: (703) 683-1010. E-mail: I fo@tpinst.org
'ARCS ENGINEERING
QTY. 1
LUMBER
TO 2 X 6 SYP Na.2 •Except• T2 2 X 4 SYP No.2
SC 2 X 4 SYP No.2
WS 2 X 4 SYP No.3
WEDGE
Left: 2 X 4 SYP No.3
1 — Ply
REACTIONS (Ib/size) 6-191/Machanicai, 2-515/0-8-0, 7-23/Mechanical
Mox Hort 2-355(LC 5)
Max Uplift 6=-169(LC 5). 2--538(LC 3)
Max Grav 6-191(LC 1). 2-515(LC 1). 7-45(LC 2)
FORCES (lb) — First Load Casa Only
TOP CHORD 1-2-12,2-3=-106, 3-4--96,4-5--24,5-6-44
SOT CHORD 2-9:63, 8-9-79. 7-8-0
WEBS 4-912, 4-8--58,5-8-86
PLATE: AUTOMATIC STAMPING
SEALING OF TI
1. Connector plate
hot -di pad galy
z. Connector plate
dimensions are
indicated by ci
SOUTHERN
3. Cuttt'ng n fab
fitting o nts
TRUSS
herwis
4. Unless o thing.
roof sheathing.
COMPANIES
s. The permanent s
member and is n
for the attachn
2590 N. Kings Highway
Trusses can be
Fort Pierce, Fl. 34951
handled install
(772)4644160 Fax:(772)318-0015
BRACING. Refer
COMPONENT SAFET
of metal plaate
Suite 312, A10
Read all mane
i es
r
BRACING e� ' " ' Vrcltly
—IO' .'• NOTES
TOP CHORD y S�Gturgl w�d`sfit��-0-0 1 Unbalanced roof live loads have been considered for this design.
® , n�i 1 Wind; ASCE 7-05; 140mph (3—second gust); h-27ft; TCDL=6.Opsf; BCDL-6.Opsf; Category 11; Exp C; enclosed: MWFRS (low-rise);
BOT CHOR(t 'Rigid'r ji 'ng dirocD Lumber DOL=1.33 plate grip DOL-1.33.
3 This Wss has been designed for a 10.0 psf bottom chord live load nonconcurrant with any other live loads.
ti re.4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 Ib uplift at joint 6 and 53B
Ib uplift at joint 2.
LOAD CASE(S) Standard
'Tl
B�OBdD 984���
-3-0-0 2-0-0 2-8-P 4-8-0 1 7-0-0
3-0-0 2-0-0 0-8-0 2-0-0 2-4-0
4X4 i V.VV I IL
30 II
2-8-0 , 4-8-0 7-0-0
2-8-0 2-0-0 2-4-0
FURNISH A COPY OF THIS TRUSS DESIGN
IUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
s are fabricated from 20 gauge ASTM A6531653M Grade A or better
anized steel.
s are applied to both faces of truss at each joint. Where
not shown, plates are symmetrically placed about joint or as
TO ERECTION CONTRACTOR
TYPE: J7C
es oLTL In (I-) I/den L/a PLATES GRIP
TC am VertccLL)) -0.08 a >099 380
ec 0.24 Ven(nt -aso 9 >396 240 Assn 246/195
we 0.10 � a•� 7 /• /a A518H 246/195
(ueux) lrva(W o.n a >4as zoo
LOADING
DATE: 19 Mar 2010
rcles (o).
ripti shall be accomplished using equipment producing snug
anfuQloy embedded plates.
version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
e noted, compression top chord to be continuously braced by the
ENDING (psf) SPACING 2-0-0
tructural restraint shown is to prevent buckling of individual truss
at intended as a bracing plan for the roof structure or as a plan
Tcu 20.0 Plet.Inareaea 1.00
TCDL 10.0 turmber mere... 1.25
BCLL 0.0 Rep St— lncr YES
ent of the roof to the budding.
CAUTION:
if imppro
SCOL 10.0 Code FEC2007/1P12002
dangerous and can taus damage and persooal Injury erly
ed and/or braced. Brac�ng shown on this rawng is NOT ERECpfION
'SCSI BUILDING
to the Truss Plate Institute (TPI) publication 2008
installing
�s
Y INFORMATION. Guide to good practice for handling
trusses'. TPI is located at: 218 North Lee Street
connectedd wood
andria vA 22314. Telephone: (703) fi83-1011). E-mail: info@tpinst.org
Fsctum's WARNINGS enclosed with drawing package.
ARCS ENGINEERING
o`i SA�, � .,41 r es 8932
QTY. 4
LUMBER
TC 2 X 6 SYP No.2 •Eixcept• T2 2 X 4 SYP No.2
BRACING q� ^ ' nf� ''jj -j •' • p
TOP CHORD OOS( turpr wr6d`al5eafhitlt� Ireetly'e�p gray-O-O
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL=6.Opsh BCOL=6.Opsf; Category 11; Exp C; enclosed; MWFRS (low-rise);
SC 2 X 4 SYP No.2
WE 2 X 4 SYP No.3
WEDGE
® o i'pU�ltns� p�
BOT CHORD'm id.c Ie9 g directly or 6- •o c braetrt�g.
y •)}-
Lumber DOL=1.33 plate grip DOL=1.33.
3)) This truss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads.
to bearing capable of withstanding 611 lb uplift at joint 2, 7 lb
Left-2 X 4 SYP No.3
_ :
4) Provide mechanical connection (by others) of truss plate
uplift at joint 7 and 150 lb uplift at joint S.
1 - Ply
REACTIONS (lb/size) 2-453/0-8-0, 7-21/Mechanical, 6-3/Mechanical, 5-84/Meth
Cn a
5) Gap between inside of top chard bearing and first diagonal or vertical web sha ll not exceed O.SOOin.
Max Harz 2-266(LC 5)
Max Uplift 2= 611(LC 3), 7--7(LC 6). 5=-150 LC 5)
0 :
LOAD CASE(S) Standard
Max Gray 2-453(LC 1). 7=251(LC 3). 6-5(LC 2S, 5=84(LC 1)
•
FORCES (lb) - First Load Cass Only
••• Cv QLJ
TOP CHORD 1-2�12, 2-3=-41, 3-4--32, 4-5-15
2-8:10, 7-8-22. 6-7-0
6 v
•
•����
SOT CHORD
WEBS 5-7=-8, 4-8-37, 4-7--14
�+
�® • S' ` ; '
O
fill
-3-0-0 2-0-0
, 5-0-0 I
3-0-0 2-0-0
3-0-0
3x4 II
3x7 11
2-8-0 4-8-0 5,-0 ;0
r-
2-8-0 2-0-0 0-4-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE:`J5C
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
TC OSB
DEn. 'a (1-) '/den
Va -0.00 2_8 >999
L/d
360
PLATES GRIP
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
Be 0.2d
w8 0.o6
ven -0.o0 2-8 >999
N (n 0.00 7 /a
240
A
zoo
AS20 246/195
A51aH 246/195
hot dluped galvanized steel.
2. Connector plates are applied to bath faces of truss at each joint. Where
(uaulx)
woof G.00 a >oes
LOADING
DATE: 19 Mar 2010
dimensions are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (o).
3. Cutting and fabricati? shall be actamplished using equipment producing snug
fulSy
Version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
TRUSS
fitting joints anU embedded plates.
4. Unless otherwise noted, compression top chord to be continuously braced by the
LOADING (psf) SPACING 2-0-0
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
TCLL 20.0 Plot-Inrease 1.00
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
TCDL 10.0 Lumber Increase 1.25
BCt1 0.0 Rep Stress lncr YES
for the attachment of the roof to the uilding.
BCDL 10.0 Cade FBC2007/TP12002
CAUTION:
2590 N. Kings Highway
Trusses an be dangerous and can cause damage and persogqal injury if improperly
r{nstallea ERECTION
Fort Pierce,F1.34951
handled and/or braced. Bracing shown on this drawing is NOT
'BCSI
(772)464AI60 Fax:(772)318-0015
BRACING. Refer to the Truss Plate Institute (TPI) publication 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal pl to coqnetted wood true es'. TPI is located at: 218 North Lee Street
�lexanaria 683-1010. E-mail: info@tpinst.org
•
Suite 312. VA 22314. Te ephone: (703)
Read all manufacture's WARNINGS enclosed with drawin acke e.
ARCS ENGINEERING
LUMBER
TC 2 X 6 SYP Na.2 -Except- T2 2 X 4 SYP No.2
BC 2 X 4 SYP No '2
WB 2 X 4 SYP Na.3
WEDGE
Left- 2 X 4 SYP No.3
1 - Ply
REACTIONS (Ib/size) 527/Mechanical, 2-432/0-8-0. 6-3/Mechanical
Max Harz 2-188(LC 5
Max Uplift 5--27(LC 1). 2=-711(LC 3)
Max Gmv 5-235(LC 3). 2-432(LC 1), 6=5(LC 2)
FORCES (lb) - First Lead Case Only
TOP CHORD 1-2-12, 2-3--23, 3-4-1. 4-5-3
BOT CHORD 2-8--5, 7-8-0, 6-7-1
WEBS 4-7=-5,3-8-40
;0``1a1as+, H'elrpes (8
BRACING n
TOP CHORD o a$t�rpp 4bw d�ehedthi7l directlyuon-0-0
B0T CHORD ^ id, �li'ng directly or 6- 0... braGl�yg.
Q• : 1 1� �
mz
0. �'J� • �� � e•� 0
H M e�
�B'flog snags°
®�
-3-0-0
3-0-0
.4
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL=6.Opsf; BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS (law -rise);
Lumber DOL-1.33 plate grip DOL=1.33.
3) This truss has been designed fora 10.0 psf bottom chard live load nonconcunent with any other live loads.
4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 Ib uplift at joint 5 and 711
lb uplift at joint 2.
LOAD CASE(S) Standard
2-0-0 3-0-0
2-0-0 1-0-0
7.00 12
1Y4 II
3X9 II
2-8-0 �-O-P
2-8-0 0-4-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: J3C
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
CSI
TC 0.58
DErt m («) I/een
Verlc(uu a.al B ' >90B
Vd
360
PLATES GRIP
t. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
Be o.ss
wa o.12
veH(n� a.02 2-8 >909
Her:(1L� o.ot 6 n/a
240
/a
AS2o 246/195
24s/ts.9
hot -dipped al vani zed steel.
z. Connector plgates are applied to both faces of truss at each joint. Where
(uatd.)
wne(ty o.02 2 e >aee
i4o
AS1BH
LOADING
DATE: 19 Mar 2010
dimensio s are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicate by circles (o).
3. Cutting and fabripti oo shall 6e ac amplished using equipment producing snug
fuQly pates.
Version: l0.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
fitting joints anrd embedded
4. unless o herwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
LOADING (per) SPACING 2-0-0
COIlAPQ�1111ES
s. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing plan for the roof structure or as a plan
TOLL 30.o Plot -Increase 1.00
TCDL 10.0 Lumber Increase 1.25
YES
for the attachment of the roof to the uildi ng.
BCLL 0.0 Rep SWee lncr
BCDL 10.0 code FBC2007/TP12002
CAUTION:
2590 N. Kings Highway
Trusses can be dangerous and can cause damage and Uersogqal Injury if improuerly
ERECTION
Fort Pierce, F1.34951
handled installed and/or braces Bracing shown on this drawing is NOT
'BCSI
(772)164 4160 Fax:(772)318-0015
BRACING. Refer to the Truss Plate Institute (TPI) publication 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to goad practice for handling installing
F y
•
of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street
683-1010. E-mail: info@tpinst.org
v
Suite 312, Alexandria YA 22314. Telephone: (703)
Reed all manufacture's WARNINGS enclosed with drawing package.
'
ARCE ENGINEERING @N_s I, �A A�1 ,kip es 8932
QTY. 2
LUMBER BRACING 0,,l�' (� -I • • y I
TC 2 X 6 SYP No.2 •Except• T2 2 X 4 SYP Na.2 TOP CHORD �cyvF uixil yd'4heathin direcllyV t 0-
SC 2 X 4 SYP Not , ¢G
WB 2 % 4 SYP No.3 BOT CHOR� ^^'gis C ng directi r 8 O,oc br 6g.
SLIDER Left 2 X 4 SYP No.3 1-5-7 w �J 7�" p
1 - ply
REACTIONS (lb/size) 7-193/Mechanical, 2-678/0-11-5, 8-135/Mechanical
Max HarUplift
7-- 28( 5) ^ 7
Max Uplift 7�-228(LC 5), 2=-722(LC 5), 8--112(LC 4) \ o
FORCES (Ib) - First Load Case Only yy�� 0 /� '
TOP CHORD 1-2-12,2-3=0,3-4=-329,4-5=-325,5-11=0,6-11--20,6-12-0,7-l%-
BOT CHORD 2-10=304, 10-13-291, 9-13=297. 9-14=0, 8-14=0 0 •. rr;6�� (�
WEBS 5-10-51.5-9--314, 6-9--17 0
°"filll 11110 1
o-c .
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05. 140mph (3-second gust); h-27ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
Lumber OOL=1.33 plate grip DOL=1.33.
3)) This truss has been designed for a 10.0 psf bottom chord live load nonconeument with any other live Toads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 7, 722 lb
uplift at joint 2 and 112 lb uplift at joint 8.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 47 lb down and 13 lb up
at 4-4-0. and 68 lb down and 133 lb up at 7-1-15. and 68 lb down and 133 lb up at 7-1-15 on top chard, and 35 lb up at
4-4-0, 35 lb up at 4-4-0. and 35 lb up at 7-1-15. and 35 lb up at 7-1-15 an bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular. Lumber Increase.1.25. Plate Increase-1.00
Uniform Loads (plf)
VerL•1-4--60,4-7--60,2-10�-20, 9-toe-20,8-9--20
Concentrated Loads (Ib)
Vert 11-13(8) 12--56(F= 28, B=-28) 13=35(F=17, 8=17) 14=35(F=17, 8=17)
-4-2-15 2-9-15 �-7-1? 6-5-11 9-9-5
4-2-15 2-9-15 0-9-13 2-9-15 3-3-10
4x4
4x4 s `F•/`i I I c
3-7-12 6-5-11 ,_ 9-9-5
3-7-12 2-9-15 3-3-10
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: cs1
1. Connector plates are fabricated from 20 gauge ASTN A653/653M Grade A or better we :.4
hot -di ped galvanized steel. Me °'1a
z. Connector plates are applied t0 both faces of truss at each joint. Where (�°«')
dimensio s are not shown, plates are symmetrically placed about joint or as LOADING
indicate by circles (o).
SOUTHERN a. Cutting Ind fabr1,p11?�l shall pe accomplished using equipment producing snug CRITERIA: AI
fitt ng Dints ar fu y embedded plates.
TRUSS 4. Unless o herwise noted, compression top chord to be continuously braced by the
roof sheathing. LOADING (psf)
�+OII��A���� s. The permanent structural restraint shown is to prevent buckling of individual truss TCLL 20.0
member and is not intended as a bracing plan far the roof structure or as a plan TCOL 10.0
for the attachment of the roof to the Dullding. SCOL 0.0
BCDL 10.0
2590 N. Kings Highway Tru as can be d ngerous and can cause damage and personal Injug if im ro erly
Fort Pierce,Fl.34951 hansdted installe� and/or braced. Bracing shown on his draw ng s NOT E�ECpf10N
(T72}464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good ppractice for handling installing
of metal plate connected woad trusses'. TPI Is located at: 218 North lee Street
Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: infoetpinst.Org
Read all manufacture's WARNINGS enclosed with drawing Rocks a.
TYPE: CJ7C
DEFL
1. (we) 1/dan
L/d
PLATES
GRIP
v:,tm
Vert
.19 9-10 >609
-0-039 9-10 > 05
3W
2440
AS20
248/I's
Hors(1�
-0.Ofi 8
A51t1H
246/195
WIM t( 1�
0.48 9-10 >242
240
GATE: 19 Mar 2010
a1 1_gnng rMAT0rv1
Version: 10.1a
SPACING 2-0-0
Plates Increase 1.00
Lumber Inereaee 1.25
Rep Stroes Incr NO
Code rBC2007/iPI2002
ARCE ENGINEERING `Upmes (8932) QTY. I
LUMBER
TC 2 X 4 SYP SS *Except* T3 2 X 4 SYP No.2, T4 2 X 6 SYP No.2
BC 2 X 4 SYP SS *Except* 81 2 X 4 SYP No.2, 84 2 X 4 SYP No.2
W22X4STIR No.2, W22 X 4 STIR No.2, Wl 2 X 4 SYP Na.2
W2 2 X 4 SYP No.2, Wl 2 X 4 SYP No.2, W2 2 X 4 SYP No.2
WS 2 X 4 SYP No.3 •Except• W1 2 X 4 SYP No.2
WEDGE
Right: 2 X 6 SYP No.2
1 - Fly
REACTIONS (lb/size) 21=2341/0-8-0.10=2444/0-8-0
Max Hors 21=-359(LC 6)
Max Uplift 21=-1906(LC 4). 10=-1907(LC 4)
FORCES (lb) - Rrst Load Case Only
TOP CHORD 1-21-1655. 1-22-1794. 22-23-1794, 2-23-1794. 2-24-
4-5-4225, 5-28-4225, 28-29-4225, 6-29-4225, 6-30=1
BOT CHORD 21-32-315. 32-33-315. 20-33-315. 20-34-0. 34-35-0,
16-39=0, 16-40=0, 40-41=0, 15-41=0, 14-15=-2604,
WEBS 4-18=1908. 4-17= 1535, 7-15--790, 7-14=-642, 8-14
3-19-69.3-18--667, 6-17--208, 6-16=63, 6-15=1 195
BRACING ®1- �'% , . ^ -'1. • `: ',.
TOP CHORD hrml'tv��a4,9hedthindireetlgo
N udinq,. Ykaapt end 'Aucols.
BOT CHOROZo iQ•cailietg directly p� or 3-2 8 oc braetng.
WEBS ryw Pow�xeeR! midpt-,(
p
• (� m'
(n a
r; O
24-25-179' 25?J94, 3-2b3 11, 26-2$=�4i1 3411,
10-31=3001, t f-7-8=37799,, �c1 e9 1��0����� 1, 10-11=7
i-0, 19-36-0, 37-0 1 7-Oj 7d10 aY3189-=0, 38-39=0
=-1853, 12-13-�I 2-=►4i58r • ° , %
i3.8 -73=967, 9-11� 2� a�.33aA-2020=1425,
,filla91f YB119�6 i
NOTES
1) Wind: ASCE 7-05: 140mph (3-second gust); h-27ft; TCDL-6.Opsf. BCDL-6.Opsf: Category 11; Exp C; enclosed; MWFRS (low-rise);
Lumber DOL-1.33 plate grip DOL-1.33.
2 Pravide adequate drainage to prevent water ponding.
33 This Wss has been deeigned for a 1D.0 psf bottom chord live load nonaancurrent with any other live loads.
4 All plates are AS20 plates unless otherwise indicated.
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1906 lb uplift at joint 21 and
1907 lb uplift at joint 10.
LOAD CASE(S) Standard
1) Regular. Lumber Increase=1.25, Plate Increas-1.00
Uniform Loads (plf)
Vert 1-7=-60,7-9=-60,9-11=-60,18-21=-20,17-18=-20,14-17=-20, 13-14=-20, 10-13=-20
Concentrated Loads (Ib)
Vert: 5--131(F) 7--264(F) 15--118(F) 3a-88(( 19--46(F) 22--88(F) 23--88(F) 24--88(FFjj 25=-88(F) 26--88(F) 27--88
28--131(F) 29--131(F) 30=-131(F7 31--131(9 32--46(F) 33--46(F) 34--46(F) 35--46%( 36--46(F) 37--46(F) 38--3(F)
39--3(F) 40--3(F) 41--3(F)
J 33-0-0
5-0-9 9-11-7 15-0-0 21-4-4 26-0-0 30-4-0 31-0-0 36-0-0
5-0-9 4-10-13 5-0-9 6-4-4 4-7-12 4-4-0 0-8-0 3-0-0
2-0-0
5x4 = 5x8 AS18H
zz-
4x6 = 1x4 II 3x9 = 4x6 AS18H = 3x8 = 7.00 112
1 1) 3 4 5 6 7
I x•t I I `JAO - 13 12
2.5x5 II 6x80 = 1x4 II 6x10 AS18H :::� 5x5 zz 6x6 =
6.00 r11
7xl4 AS18H 3x10 II
1X4 II
31=0-0
5-0-9 9-11-7 15-0-0 17-0-0 21-4-4 26-0-0 28-4-0 30-4-0 33-0-0
5-0-9 4-10-13 5-0-9 2-0-0 4-4-4 4-7-12 2-4-0 2-0-0 2-0-0
0-8-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: HH7
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
Cta
1C a.9e
offL In (�a> '/da
vat -0.341 8-17 >999
Ud
36a
PLATES GRIP
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
ec a.e2
v -a.9016-10 >432
o.sa 10 /e
240
V.
AS20 246/195
hot -dipped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
w6 0.99
(ueldx)
No :c(1nu1
wua(W o.731s 17 is3e
i4o
A916H 246/195
LOADING
DATE: 19 Mar 2010
dimensions are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles 10).
o. Cptting nI fabr- atti shall 6e ac Omplished using equipment producing snug
Version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
.r��s°�°
fltting ID1nts andr fupSy embedded plates.
a. Unless o herwise noted, compression top chord to be continuously braced by the
roof sheathing.
LOADING ( SPACING 2-0-0
s. The permanent structural restraint shown is to prevent buckling of individual truss
TCLL 20, Plotw Increase 1.00
10.0 Lumber Inc.- 1.25
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
TCDL
BCLL D.0 Rep Stresslncr No
for the attachment of the roof to the building.
BCDL 10.0 Code FEC2007/11P12002
CAUTION:
2590 N. Kings Highway
Trusses an bee daangerous and can cause damage and persogal injury if imppr0 erly
r{nstalled drawing is NOT EREC�ION
Fort Pierce, F1.34951
handled and/or braced. Bracing shown on this
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
(772)4644160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal pldte connected wood trusses'. TPI Is located at: 218 North Lee Street
683-1010. E-mail: infoetpinst.org
S!O
r
Suite 312, Alexandria VA 22314. Telephone: (703)
Read all manufacture's WARNINGS enclosed with drawln acka e.
r y
ARCE ENGINEERING
,�.°�`;��l1.1 kt;Crres (8
LUMBER
TO 2 X 4 SYP No.2 *Except" T7 2 X 6 SYP No.2, T4 2 X 6 SYP No.2
8C 2 X 4 SYP No.2
BRACING v (� t '3'0y
TOP CHORD a Waal tir�d heae. irectly4{p r�
0 purlins.. •"
BOT CHORr iC �i'ng direct 5 2pc bracsg.
W8 2 X 4 SYP No.3
WEDGE
Left, 2 X 4 SYP No.3, RighL• 2 X 4 SYP No.3
^^
a uJ'
1 -Ply
REACTIONS (lb/size) 9-1504/0-8-0.1-1283/0-8-0
Max Horz 1e-259(LC 3))
�I{A\11
.
. �
��
Max Uplift 9=-878(LC 6). 1=-643(LC 4)
,
f�
• , / �r� a
n
FORCES (Ib) - First Load Case Only m e
TOP CHORD 1-2=-1695,2-3=-1567,3-4--1402,4-5=-2249, 5-6=-1865, 6-7=-278? 1124-,8-9=- 9-tOsl��
DOT CHORD 1-17-1463,16-17-1833,15-16-2032, 14-15-215Z 13-14-1848,12-13- 11 �12=1638,� -1620 1, • � O
6-14=495. 6-1 v�®5,�-T3-958. 7-12� �1���5gr45=156,
WAS2-17=-76, 3-17-561, 4-17--583, 4-16�-835, 4-15-969, �89A
5-14--450 _7 �V
O®
o,'Bo6 ,v ,0em
ify ®fie e
�J 01
4.00
I
I
0
Ty. 1
NOTES
1� Unbalanced roof live loads have been considered for this design. se);
2 Wind: ASCE 7-05. 140mph (3-second gust); h=27ft; TCDL=6.Opsf; SCOL-6.Opsh Category II; Exp C; enclosed; MWFRS (low -ri
Lumber DOL=1.33 plate grip DOL-1.33.
3 Provide adequate drainage to prevent water ponding.
4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 878 lb uplift at joint 9 and 643
lb uplift at joint 1.
LOAD CASE(S) Standard
2-0-01 9-0-0 15-0-0 20-4-4 24-0-0 1 30-4-0 31F*0 36-0-0 ,
1
2-0-0 7-0-0 6-0-0 5-4-4 3-7-12 6-4-0 0-8-0 3-0-0
2-0-0
4x7 -
3x8 - 3x4 - 5x6 -
7.00 12 3 4 5 6
4x8 - 5x5 5x5 z� 5x4 -
6.00 12
3x9 II
1x4 II
31-0-0
12-0=0� 9-0-0 15-0-0 117-0-9 24-0-0 , 28-4-0 130-4-9 133-0-q
2-0-0 7-0-0 6-0-0 2-0-0 7-0-0 4-4-0 2-0-0 2-0-0
0-8-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -di ped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
TO ERECTION CONTRACTOR
m
1a am
Sc a.65
(M o.eo
(Matrix)
afft In Dee)
Vert LL-a.1414-15
cD`L(Un> o.,e 9
Ve-0.4014-15
w�a(W oa214-1s
I/de9
>999
>963
/_
5999
TYPE: H9B
Ud PLATES GRIP
360
240 AS20 248/195
/ A51eH 246/195
i4o
LOADING
DATE: 19 Mar 2010
SOUTHERN
indicated by circles (o).
3. CUttjng and fabriCattipp shall 6e ac omplished using equipment producing snug
fully pates..
Version: l0.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
fitting Joints and embedded
4. Unless otherwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
LOADING pef)
SPACING
Increase
2-0-0
1.00
The permanent structural restraint shown is to prevent buckling of individual truss
TCU. o.o
Plates
Lumber increase
1.25
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
member
lding.
TOOL 10.0
6CDLU. 0.0
Rep StressF13C2 Incr
YES
for the attachment of the roof to the but
ecOL 10.0
code FBczoo7/rnlzooz
CAUTION:
2590 N. Kings Highway
Trusses can Ill dddngerous and caan cause damage and Cersogqal Injury if imUroperly
tlrawing is NOT ERECTION
Fort Pierce,Fl.34951
handled instaleo and/or bra cetl bracin8 shown on this
'BCSI
(772)464-4160 Fax:(772)318-0015
BRACING. Refer to the Truss Plate Institute (TPI) publication 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
1�/
of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street
Suite 312. Alexandria VA 22314. TeleOhone: (703) 683-1010. E-mail: info@tpinst.org
ARCE ENGINEERING tio`i a-k..AJ' es 8932 QTY. 1
LUMBER SPACING i� 1 1 ...( .n NOTES
TO 2 X 4 SYP No.2 -Except- Tt 2 X 6 SYP No.2, T4 2 X 6 SIP N0.2 TOP CHORD � !r ptu�l nr�d�1}teathir7 dir.AU ..p —4-8 1) Unbalanced roof live loads have been considered for this design.
BC 2 X 4 SYP No.2 0 a�.,,b4fnn� ✓ 2) Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise);
WB 2 X 4 SYP No.3 SOT CHOR� �tg �d i, directly 1jli or 6— t P. E%yg. Lumbar OOL=1.33 place grip DOL=1.33.
WEDGE ^ A a 3 Provide adequate drainage to prevent water ponding.
Left.- 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 a . -� ! 4 This Wss has heen designed far a IO.0 psf bottom chard five load nonconcurrent with any other live loads.
1 — Ply r 5 Provide mechanical connection (by otham) of truss to bearing plate capable of withstanding 910 lb uplift at joint 10 and
REACTIONS (lb/size) 10-1504/0-8-0. 1-1283/0-8-0 c (/l 554 lb uplift at joint 1.
Max Harz 1--332(LC 3)
Max Uplift 10=-910(LC 6). 1--554(LC 5) �\ ° T� LOAD CASE(S) Standard
FORCES (Ib) —First Load Case Only i , I I
TOP CHORD 1-2=-158D, 2-3=-1568, 3-4=-1563, 4-5=-1460, 5-6=-1675, 6-7=-17Z =+e 824, 8-9=— 9-10=—T88,J', 1i36
BOT CHORD 1-18-1328,17-18-1186, 16-17-1581. 15-16-1591. 14-15-2038. 13-14— ,12—J3-1525, =1518 2(�
WEBS 2-18=45, 3-18=-90, 4-18=300, 4-17=515, 5-17=-960, 5-16=641, 6-16= 6 �1r5a455, 7-15-5 7.� _R_?4� �1074,
8-13--811, 9-12-64 fop 1'' • 3 S.�N� '���� %
®8 � AB VBN", i000
33-0-0
12-0-0, 6-0-0 , 11-0-0 15-0-0 22-0-0 26-2-0 30-4-0 31,-9-0 , 36-0-0,
2-0-0 4-0-0 5-0-0 4-0-0 7-0-0 4-2-0 4-2-0 0-8-0 3-0-0
5x4 = 2-0-0
3x4 — 4x8
_ _ -T 4 5 6
4.00
cc
I
0
5x4 = 18 17 5x5 3x4 = 0X3 w� 13 12
3x9 II 4x8 = 5x8 : 5x5 z� 5x4 =
6.00 FM 31x9 II
311x04 -0'I
6-6-0 15-0-0 17-0-Q 22-0-0 28-4-0 �0-4-Q ,33-07Q
6-6-0 8-6-0 2-0-0 5-0-0 6-4-0 2-0-0 2-0-0
0-8-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H11 B
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
csl
To 0.58
oE1L In 11,14 >9 va
Vernal _C.15 7-18 >aB9 380
>ess 240
PLATES GRIP
t. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better
-di zed steel.
Bc 0.69
WS 0.70
v°epL)-o.�s17-1e
HonDU 0.18 10 n/e /e
240
AS20 246/195
ASISH 246/195
hot Aped galYanl
z. Connector plates are applied to both faces of truss at each joint. Where
*td-)
wlne(tL) 0.1615-16 >0B8
LOADING
DATE: 19 Mar 2010
dimensions are not shown plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (o):
o, Cpttjng and fabritati shall 6e accomplished using equipment producing snug
Version: l0.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
fitting JOlnts anrd f.??y embedded plates.
4. Unless oLLLherwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individua l truss
LOaolnc (pap spaCINO 2-0-0
TOLL 2o.a Plata lnereese 1.00
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
the
TOOL to.a Lumbar increase 1.25
BCLL o.o Rep Stress lncr YES
for the attachment of the roof to building.
CAUTION:
BCDL 10.o code FBc2007/1PI2002
2590 N.Kings Highway
Trusses can be dangerous and can cause damage and personal Injury if imppro erly
braced. Bracing this drawing is NOT ERECYION
Fort Pierce, F1.34951
handled installed and/Or shown on
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 200E BUILDING
(772)464-4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal plate connected wood trusses'. TPI is located at: 216 North Lee Street
Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org
Read ail manufacture's WARNINGS enclosed with drawing package.
v�
ARCS ENGINEERING
tie`1 idmes I
LUMBER
TC 2 X 4 SYP No.2 *Except* T1 2 X 6 SIP No.2. T4 2 X 6 SYP No.2
BC 2 X 4 SYP No.2
BRACING ®
TOP CHORD q xr,.+ftumi N�d eathin irecdy ap
HOT CHORD% H ceiling directly ap I or 5-11
WB 2 X 4 SYP No.3
WEDGE
yrtBS y 4at mid 1
p
Left:- 2 X 4 SYP No.3. Flight: 2 X 4 SYP No.3
�► m'
(f]
1-Ply
EACRONS (lb/size) 10=1504/0-8-0, 1-1283/0-8-0
Max Horz 1--404(LC 3)
4
0� '•
Max Uplift 10=-937(LC 6). 1=-581(LC 5)
^ m
FORCES (lb) - First Load Case Only •
TOP CHORD 1-2=-1548, 2-3--1406. 3-4=-1173. 4-5= 1083, 5-6=-1294, 6-7--173@• =1a703, 8-9= 9-10= lZ; 13
HOT CHORD 1-18m1340,17-18-1214.16-17-1199.15-16-1331, 14-15-1917,13-14= 12-io m1497, �- 2�1484
5-16-706. 6-16--89, 6- >�60 7-3a=-534. 7-14= 1300`�13
WEBS 2-180-129, 3-18-183. 3-17--151. 5-17=-351,
9-12-64
® ' •• 3 S �
d®aean��,%
191 ¢
I
I 4.00
0
I
0
5x4 -
3x9 II
PLATE: AUTOMATIC
SOUTHERN
TRUSS
COMPANIES
2590 N. Kings Highway
Fort Pierce, Fl. 34951
(772)464-4160 Fax:(772)318-0015
K.
1
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCOL-6.Opsf; 8CDL=6.Opsf; Category II; Exp C: enclosed; MWFRS (low-rise);
Lumber DOL=1.33 plate grip DOL=1.33.
3)) Provide adequate drainage to prevent water pending.
4) This truss has been designed fora 10.0 P. bottom chord live load noneoncurrent with any other live loads.
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 937 lb uplift at joint 10 and
581 Ib uplift at joint 1.
LOAD CASE(S) Standard
33-0-0
.2-0-9 7-3-8 13-0-0 j5>� 20-0-0 , 25-7-10 30-4-0 31,-9-0 136-0-0,
2-0-0 5-3-8 5-8-8 2-0-0 5-0-0 5-7-10 4-8-6 0-8-0 3-0-0
4x6 = 2-0-0
4x8 = 5x6 -
05 5 6
18 17 5x5 3x4 = 5x5 ::z 13 12
4x4 - 50 � 5x5 zz 5x4 -
6.00 ri'£ 3x9 II
3ll-xg-q I
7-6-0 15-0-0 17-0-Q 22-11-12 28-4-0 �0-4-p 3-0-
7-6-0 7-6-0 2-0-0 5-11-12 5-4-4 2-0-0 2-0-0
0-8-0
AMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CO
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -dipped galvanized steel.
z. Connector plates are applied to both faces of truss at each Joint here
dimensions arenot shown, plates are symmetrically placed about Joint or as
indicated by circles (o).
3. Cutting and fabrication shall be accomplished using equipment producing snug
fitting Joints and fully embedded plates.
4. Unless otherwise noted, compression top chord to be continuously braced by the
roof sheathing.
s. The permanent structural restraint showwgn is to prevent buckling of individual truss
member aattachnot intend
ment of dray tbracino thebuplannfor the roof structure or as a plan
g.
CAUTION:
Trusses can be d ngerous and can cause damage and persogal Injury if im ro erly
handled installead and/or braced. Bracing shown on this ddraw ng is NOT EPEC?ION
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to goad practice for handling installing
of metal plate connected wood trusses'. TPI 1s located at: 218 North Lee Street
Suite 312, Alexandria VA 22314. Telephone: (7031 683-1010. E-mail: info@tpinst.org
Read ail manufacture's WARNINGS enclosed with drawln2 Cackage.,
I
0
I
d 0
R
TYPE: H13B
es1
DE1L In 11-1 V:•n
Lyd
PLATES GRIP
TC 0.98
BC 0.59
Verl((LL) -0.IS 1fi BBB
V•ntnl 1.4417-18 > 74
360
24
AS20 246/195
WB 0.36
Hors(7L 0. is10
ASISH 246/195
(yam)
Wind 0.2216-17 >999
240
LOADING
DATE: 19 Mar 2010
Version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
LOADING (psi)
SPACING 2-D-o
TCLL 20.0
Plates Incroase 1.00
TCOL 10.0
Lumber lncreaae 1.25
BCU. 0.0
Rep St- Incr YES
BCDL 10.0
Code FRC2007/TPI2002
7Z
ARCE ENGINEERING 8932 QTY. 1
LUMBER BRACING O ° Q "I �•. A NOTES
TC 2 X 4 SYP No.2 *Except* Tl 2 X 6 SYP No.2, T4 2 X 6 SYP No.2 TOP CHORD q:S t �(�� sheathin irectly fiPp' r..- 1) Unbalanced roof live loads have been considered for this design.
BC 2 % 4 SYP No.2
o puriins. p 2 Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCOL-6.Opsf; BCDL=6.Opsf: Category II: Exp C: enclosed; MWFRS (low—rise);
WB 2 % 4 SYP No.3 BOi CHOI'D_ iQ°c g direct]
5 1°S oe s+ Lumber DOL=1.33 plate grip DOL-1. .
WEDGE e. asi�yg + 3)) Provide adequate droinage to prevent water ponding.
Left- 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 WEBS v RoW'8t 1d„ 4) This Wss has been designed for a 10.0 psf hottam chord live load nonconcurtent with any other live loads.
1 — Ply 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 959 lb uplift at joint 9 and 604
REACTIONS (lb/size) 9-1504/0-8-0, 1-1283/0-8-0 �. ° _® lb uplift at joint 1.
Max Horz 1--476(LC 3 � ° ® LOAD CASE(S) Standard
Max Uplift 9= 959(LC 63, 1=-604(LC 5) 0
FORCES (lb) — First Load Casa Only d _ \ e
TOP CHORD 1-2= 1425. 2-3=-1289, 3-4=-1028, 4-5=-1074, 5-6=-1110, 6-7--2535 8= 727, 8-9=--((�� , 9-1015
SOT CHORD 1-17�1236,1fi-17=1142,15-16=1029,14-15-1709. 13-14-1709, 12-13� 11—Rg=1490. 4y —i475 ArJ ;
WEBS 2-17=-95. 3-17-168. 3-16=-286, 4-16--203, 4-15-638, 5-15-315, 6-15=V9*—i$=146, 6—�3 4if /:to'9da 70y�2=-802,
Va BNB ego
33-0-0
1 4.00
I
I
0
�_O_4 8-6-0 15-0-0 118-0-0, 24-2-0 30-4-0 31—Q-0 ,36-0-0,
2-0-0 6-6-0 6-6-0 3-0-0 6-2-0 6-2-0 0-8-0 3-0-0
5x5 = 2-0-0
4x5
5x4 = 17 16 1x4 II 5x5 z:z 12 11
3x9 II 4x4 = 5x7 5x5
6 5x4
31-0--Sx9 I I
8-6-0 15-0-0� A 24-2-0 28-4-0 i0-4 �(]�3 ;Q—p
8-6-0 6-6-0• 2-0-0 7-2-0 4-2-0 2-0-0 2-0-0
0-8-0
0
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
TO ERECTION CONTRACTOR
TYPE: H16B
rsl DTFL 1n (oe) '/da t!d PLATES GRIP
To O.SB Vert LL —0.11 h15 >iBe 360
24e/195
>aa9 2/1
I. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better
Be o.es wn�1L3—o.3s14—ts As2o
re o.e{ H°aOfn1.)l 0:17 a /e /° As1eH 2{6/195
i4o
hot di ped Aal vanized steel.
Connector are applied to both faces of truss at each joint. Where
(uatdx) wne<W o.1s1{—ts >s9e
LOADING
GATE: 19 Mar 2010
z. plates
dimensions are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicatEd by circles (a).
3. CVtting and fabri atipp shall be ac omplished using equipment producing snug
fully embedded pates.
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
Version: l0.la
TRUSS
fltting joints ancd
a. Unless otherwise noted, compression top chord to be continuously braced by the
roof sheathing.
LOADING (par) SPACING 2-0 0
1.25
COMPANIES
s. The permanent structur00
al restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing plan for the roof structure or as a plan
I.rI..r se
Tcu 20.o Plot.Lumber
TCOL 10.o Wmber lncIncr roaee 1.25
�.Yr�
for the attachment of the roof to the building.
CAUTION:
BCDL 10.0 FBc2o07/TPt2100022
2590 N. Kings Highway
g B Y
Trusses can be dangerous and can cause damage and personal injury if improperly
braced. Bracing on this Drawing is NOT ERECTION
Fort Pierce, Fl. 34951
handled installed and/or shown
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
°
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal pl to connected wood trusses'. TPI 1s located at: 218 North Lee Street
Alexandria Telephone: (703) 683-1010. E-mail: info@tpinst.org
Suite 312, V 22314.
Read all manufacture's WARNINGS enclosed with drawing acka e.
ARCS ENGINEERING ul ,f'®,mes89QTY.
LUMBER BRACING ov. ^ ' •'• v',p NOTES
TC 2 X 4 SYP No.3 TOP CHORD o Sjtxclur�l •rdad aheaYMri direcUf 8p —0-0 1) Wind: /SCE 7-05; 140mph (3—second gust); h-27R; TCDL=6.Opsf; BCDL-6.Opsf: Category 11; Exp C; enclosed; MWFRS (low—rise);
BC 2 X 4 SYP No.3 rfin T� ow Lumber DOL=1.33 plate grip DOL=1.33.
1 _ pb, SOT CHORD��id directly p}�11 or 10— oc 2)) This truss has been designed fora 10.0 poll bottom chord live load noncancufient with any other live loads.
a rhr.eiC '• �- 33 Gable requires continuous bottom chard bearing.
REACTIONS (Ib/sixa) 1=58/2-0-0, 2=44/2-0-0, 3=15/2-0-0 a!J ..LL�� 4 Bearing at joint(.) continuous,
parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should
Max Horz 1=61(LC 5) .. •°' verify capacity of bearing surfoca.
and 61
Max Uplift 1--17(LC 5). 2=-61(LC 5) e (n m 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at Joint 1
Max Grav 1-58(LC 1), 2-44(LC 1), 3-29(LC 2) _` ® lb uplift at joint 2.
FORCES (lb) — First Load Case Only - O` ^ /77 m LOAD CASE(5) Standard
TOP CHORD 1-2=-19
SOT CHORD 1-3=0 O •° C 6b
i •
op ' • 3 S N •'�y� ®°
V "fill d 9 9 9�% B%v ®0
2-0-0
2-0-0
2 x 4 :--
2-0-0
2-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: MV2
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
cs
TC 0.07
DEiL 1" (Ie°) I/den t/e
V°R n/e — n/a ..e
999
PLATES GRIP
+. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
DC 0.04
ws 0,00
vert /° — n/a
wn m -0.00 '
AS20 246/195
As+eH 246/195
hot-diuuped galvanized steel.
z. Connector plates are applied to bath faces of truss at each joint. Where
("°t`'")
LOADING
DATE: 19 Mar 2010
dimensions arenot shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (o).
a. Cutting qn fabri atiup shall be ac omplished using equipment producing snug
fully
Version: 10.1a
CRITERIA: ANSI/TPI 1 2002 (MATRIX)
fitting joints anrd embedded plates.
a. Unless otherwise noted, compression top chard to be continuously braced by the
TRUSS
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
LOADING (psi) SPACING 2-0-0
rcLL 2o.o Plateslnereaee 1.00
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
TCDL io.o Lamber lnereeee 1.25
BCUL o.o Rep Stress finer YES
for the attachment of the roof to the building.
BCDL t0.0 Code FeC2007/rP12002
CAUTION:
2590 N. Kings Highway
Trusses can be dangerous and can cause damage and grso al inju y if imuroperly
this drawing is NOT ERECTION
Fort Pierce, F1.34951
handled installed and/or braced. Bracing shown on
BRACING. Refer to the Truss Plate Institute (TPI)• publication 'SCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
l I
of metal pI�1pya�deeety� 22314. TeleohonePl(703)o683-1010. Elmall: Info@tpinsttorg
(Ziiofit° 112
ARCE ENGINEERING �o`' 4i =FI/� es 8932 QTY. I
LUMBER BRACING 0 • P NOTES
TC 2 X 4 SYP No.3 TOP CHORD o�S�jlgturaiW�4(ieathIng Irectly sep M��-0-0 1) Wind: ASCE 7-05; 140mph (3—second gust); h=27ft; TCDL=6.Opsf; BCOL=6.Opsf; Category II; Erp C; enclosed; MWFRS (Iow—rise);
BC 2 X 4 SYP No.3 Rdny udl'ns\except end v cols. Lumber DOL=1.33 plate grip DOL=1.33.
WB 2 X 4 SYP No.3 SOT CHORD, id•c i�Fi ng dircctl 0 1 0'oc e. 2) This Wss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Goble requires continuous bottom chord bearing.
1 —Ply '• uJ ,�I �i}, •� 4 Provide mechanical connector (hy others) of trues to hearing plate capable of withstanding 38 lb uplift at joint 1 and 119
REACTIONS (lb/size) 1-133/4-0-0, 3-133/4-0-0
Max Horz 1 e•138(LC 1) "' lb uplift at joint 3.
Max Uplift 1=-38(LC 5), 3=-119(LC 5) 1� n a LOAD CASE(S) Standard
FORCES (lb) — First Load Case Only () f-n
TOP CHORD 1-2=-42,2-3=80
BOT CHORD 1-3=06�rV
7 J
0
®�
4-0-0
4-0-0 1.5x4 I I
2
2x4 i 1.5x4 II
4-0-0
4-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DES](
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
11
connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -di ped galvanized steel.
z. connector plates are applied to bath faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
indicated by circles (o).
D. cutt1'ng and fabritati shall be accomplished using equipment producing snug
SOUTHERN fitting olnts and fuiiy embedded plates.
TRUSS Unless oi'herwise noted, compression top chord to be continuously braced by the
roof sheathing.
COMPANIES 5, memberrandeis not intendedeasreibracinggg pplantforrthenroofcstructurelorlasdaaplanuss
far the attachment of the roof to the building.
2590 N. Kings Highway
Fort Pierce, Fl. 34951
(772)4644160 Fax:(772)318-0015
can be dangerous and can cause dart
installed and/or braced. Gracis
Refer to the Truss Plate Instilt
T SAFETY INFORMATION. Guide to goo
plate connected wood trusses'. TP
2, Alexandria VA 22314. Telephone:
manufacture's WARNINGS
E-m nort
E-mail:
th draw!
ING
N TO ERECTION CONTRACTOR
Cs!
1 Ta .
IC o,1e
wB 0.00
(Maw)
LOADING
LOADING
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
TYPE: MV4
vert(l
wn)l —
I/d nfl
ce
aea
PLATES GRIP
A520 24e/195
0n.%
Norz(IL00
n/a
n/a
/SIGH 246/195
DATE: 19 Mar 2010
'PI 1-2002 (MATRIX)
Version: l0.la
SPACING
2-0-0
Plates Increase
1.00
Lumber Increase
1.25
Rep Stress lncr
YES
Code FBC2007/IP12002
'y
L �7
ARCE ENGINEERING
tioa` ,,1 1 ' :t `!eies 8932
W I' • 1
LUMBER
TC 2 x 4 SIP No.3
BC 2 x 4 SYP No.3
BRACING o • ((''�� 1 • • A
TOP CHORD tu,a1 %bdQeathin ,rectty ep }��-2-0
o .0 sN except end 'cats. �
NOTES
1) Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise);
Lumber DOL-1.33 plate grip DOL-1.33.
2 This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
WS 2 x 4 SYP No.3
SOT CHORI .' i jrc�iijng direct! 1 b oe d
bottom bearing.
1 'Ply
REACTIONS (lb/size) 1:213/6-0-0.3-213/6-0-0
.C�.
ar
3 Gable requires can,chord
4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift at joint 1 and 190
Max Harz 1 221(LC 5)
"
° "
lb uplift at joint 3.
Max Uplift 1� 61(LC 6), 3--190(LC 5)
0 `
LOAD CASE(S) Standard
FORCES (lb) — First Load Co.. Only
1-2--66.2-3-129
T
TOP CHORD
SOT CHORD 1-3=0
mm
VeMN
6-0-0
6-0-0
2x4 i
6-0-0
6-0-0
1.5x4 11
1.5x4 11
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hat di pedyal vanized steel.
Z. Connecter plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
TO ERECTION CONTRACTOR
TYPE: MV6
CSI °ErL In (I°°) I/°afl Ud PLnTes GRIP
TC 0.90 vMc(LL 246/195
Be 0.47 ve 91 a/. BBB
Ire 0.00 N°�� ° d0 "/° "/° A51eH z45/195
(ubw
LOADING
DATE: 19 Mar 2010
SOUTHERN
indicated by circles (o).
3. C ttiing anq fabri atti pp shall he ac am lished using equipment producing snug
� fuQly embedded
Version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
TRUSS
f.tting Joints an p�atpes.
4. Unless otherwise noted, compression top chord to be continuously braced by the
sheathing.
LoaolNc ((pef) SPACING 2-0—11
roof
s. The permanent structural restraiflt shown is to prevent buckling of individual truss
or as a
TOLL 2a.o Plot.Inareae. 1.00
TCDL 10.0 Lumb.rMerea.e 1.25
COMPANIES
member and is not intended as a eracinA plan for the roof structure plan
9CLL 0.0 Rep Stress lnu IFS
for the attachment of the roof to the building.
BBC10.0 cad. MC2007/M2002
CAUTION:
2590 N. Kings Highway
Trusses can be dangerous and cdn causg damage and Uersopal injury if impr02erly
is NOT ERECTION
Fort Pierce, F1.34951
handled installed and/or braced Bracing shown on this drawing
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 200E BUILDING
(772)4644160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
North Lee Street
7(0
'
of metal plate connected wood trusses'. TPI is located at: 218
YA 22314. Telephone: (703) fi83 1010. Email: info@tpinst.org
Suite 312, Alexandria
Read all manufacture's WARNINGS enclosed with ng packlaiclie.
ARCE ENGINEERING S°�i'�`�'�1�g ft' es 8932 QTY.
LUMBER
TO 2 X 4 SYP No.3
BC 2 X 4 SYP No.3
WB 2 X 4 SYP No.3
OTHERS 2 X 4 SYP No.3
1—P
REACTIONS
(lb/size) 1--6/8-0-0, 4-158/8-0-0. 5-400/8-0-0
Max Horz 1=286(LC 5)
Max Uplift I
35)
CLC
Max Grrav 1 172(LC 4=158(LC 1). 5=400(LC 1)5)
FORCES (lb) — First Load Case Only
TOP CHORD
1-2= 199, 2-3=-51.3-4=95
BOT CHORD
1-5-0,4-5-0
WEBS
2-5-242
BRACING v (� 1 —I ' • F NOTES
TOP CHORD ®S etuxal 1-61:1Vn
}9f-0-0 1) Mind: ASCE 7-05: 140mph (3—second gust); h-27ft; TCDL=6.Opsf; BCOL=6.Opsf: Category 11; Exp C; enclosed; MWFRS (low—rise);
O �Cs buens� xcept�° Lumber DOL=1.33 plate grip DOL=1.33.
BOT CHOR('� `FAgie cei g direcU2) This truss has been designed far a 10.0 psf bottom chord live load nonconcurrant with any other live loads.
�33 Gable requirrs continuous bottom chord bearing.4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ib uplift at joint 1. 141 Ib
uplift at joint 4 and 357 Ib uplift at Joint 5.
LOAD CASES) Standard
r6
� m
> �O. %>
° •�See , o0
0
—0-0 8-0-0
1-0-0 7-0-0
I
0
I
0
lx4 i
8-0-0
8-0-0
1.5x4 II
3
1.5x4 II
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better
hot di ped yal vani zed steel.
2. Connector plates are applied to both faces of truss at each joint Where
dimensions are not shown, plates are symmetrically placed about joint or as
TO ERECTION CONTRACTOR
TYPE: MV8
cs DEF. In (I«) I/d•a t/d PLATES GRIP
To 0.5g vmt((LLUU n/e — n/a sag
ec 0,30 11.116 /a — /a Bog AS246/i9s
we o.10 Ha x(1L) 0.00 �/a n/a AS 1 aH 246/195
("°")
LOADING
DATE: 19 Mar 2010
SOUTHERN
indicated by circles (a).
o. C(Itting and fabri ati p shall be ac omplished using equipment producing snug
pates.
version: 10.1a
CRITERIA: ANSI/TPI 1 2002 (MATRIX)
fitting joints an fuQly embedded
a. Unless otherwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
L0401Nc (psf) SPACING 2—o-0
TCLL 2o.o 00
1.25
125
COMPANIES
member and is not intended as a bracing plan for the roof structure or as, a plan
LumbPic er rIncIncraeae
TCDL 10.0 Lumber Increase
ectL a.0 Rep re. lner YES
for the attachment of the roof to the bull ding.
acoL 1a.o coda FBC2007/rPI2002
CAUTION:
2590 N. Kings Highway
Trusses can be dangerous and caan cause damage and uersonnal inju y if imppropperly
�s ERECl10
Fort Pierce, Fl. 34951
handled installed and/or bracetl. Bracing shown on this tlrawing NOT
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
1_
(772)464-4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
'7l
of metal pl to connected wood trusses'. TPI 1s located at: 218 North Lee Street
Alexandria E-mail: infoetpinst.org
Suite 312. vd 22314. Telephone: (703) 683-1010.
Read all manufacture's WARNINGS enclosed with drawing package.
ARCE ENGINEERING `s°.�4'IJta7aes
LUMBER BRACING 0� O � n y +°
TC 2 X 4 SYP No.2 •Except' Tt 2 X 6 SYP No.2, T4 2 % 6 SYP No.2 TOP CHORD ` t51,wSdi sheathiirectiy &pp r
BC 2 X 4 SYP No.2 1 oZ pm.U. S6 .
%
WB 2 X 4 SYP No.3 BOT CHORD.®. Id�c g diroctly YiD � �
WEDGE "'aeirl� "w^ A ,w
Left: 2% 4 SYP No.3, Right, 2 X 4 SYP No.3 W®S A VR°w °t 1
1 - ply
REACTIONS (lb/size) 2-1504/0-8-0, 10=1283/0-8-0
Max Horz 2-529(LC 4) 0 ` -
Max Uplift 2=-973(LC 5), 10=-618(LC 6)
FORCES (lb) - First Load Case Only ro e v
TOP CHORD 1-2-12. 2-3=-1340. 21-4=-1201, 4-5=0, 5-6=-927, 6-7=0, 7-8=0. 8-9= 2, �v10=-2008-.6
80T CHORD 2-15-1151,14-15=1067,13-14-1067,12-13-1361, 11-12-1361. 10-11=1 o `�
WEBS 3-15=-85, 4-15=177. 4-13--284, 6-13-690, 8-13--650, 8-11=231. 9-11 28f}'
®sood�l.aViq\\®%
"I'll IWO
- ),�
-3-0-02-0- 9-3-0 16-6-0
3-0-0 2-0-0 7-3-0 7-3-0
PLATE: AUTOMATIC
ddfthlj�,
SOUTHERN
TRUSS
COMPANIES
2590 N. Kings Highway
Fort Pierce, Fl. 34951
(772)4644160 Fax:(772)318-0015
SI
1.
2.
I
ell m
.5
NOTES
1) Unbalanced roar live loads have been considered for this deslgn.
2 Wind: ASCE 7-05; 140mph (3-second gust); h=27H; TCDL-6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
Lumber DOL=1.33 plate grip DOL-1.33.
-3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrant with any other live loads.
4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 973 Ib uplift at joint 2 and 618
Ib uplift at joint 10.
LOAD CASE(5) Standard
4x6
7.00 F72
6
23-9-0
31-0-0
7-3-0
bx/ II 15 1,4 13 IL II -
4x4 = 3x4 = 3x8 = 3x4 = 4x4 =
9-3-0
9-3-0
16-6-0 23-9-0
7-3-0 7-3-0
33-0-0
9-3-0
FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
'RUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
es are fabricated from 20 gauge ASTM A6531653M Grade A or better
vanized steel.
es are applied to both faces of truss at each joint. Where
not shown, plates are symmetrically placed about joint or as
ircles (o).
bri atiun shall be ac omplished using equipment producing snug
anrd fully embedded pates.
se noted, compression top chord to be continuously braced by the
structural restraint shown is to prevent buckling of individual truss
not intended as a bracingA plan far the roof structure or as a plan
meat of the roof to the outlding.
CAUTION:
dangerous and can cause damage and erso al Injury if im ro erly
led and/or braced. Bracing shown an his arawng is NOT EPtECpfION
to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
TY INFORMATION. Guide to good practice for handling installing
connectedd wood trusses'. TPI is located at: 216 North Lee Street
xandria YA 22314. Telephone: (703) 683-1010. Email: tnfD@tpinst.org
s. ...� weantfnrGS enclosed with drawing package.
CS1 b6FLIn (1.<) I/aan
BBC 0:61 veA((D11LLl)JJ -0.1710-ii >BBe
O rix0*69 M-M(LL) 0.13130.10 is >99/99
LOADING
LOADING (P f) SPACING 2-0-0
TCLL 20.0 Plot
m In-. 1.00
TCOL 10.0 Wmlwr Ineraaee 1.25
BCDL 12:2 Coda FBCY007/TP120002
TYPE: T2
3. PLATES GRIP
24400 24 AS20 0/195
A516H 246/195
DATE: 19 Mar 2010
Version: l0.la
Mr *
es ARCE ENGINEERING d�`j ®+I� r:� 8932 QTY. 2
BRACING 4 -t +° NOTES
TCM2 X�4 SYP No.2 •Except• T1 2 X 6 SYP Na.2, T7 2 % 6 SYP No.2 TOP CHORD 0S~al d ealhk�ig direc(IyQ a'°n4-0-9 2 Unbalanced roof live loads have been considered h= for this design.
BC 2 X 4 SYP No.2 o CE .tu,o�t `O • 2) U n o ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.Opsf; BCDL=6.0psf; Category II; Exp C; enclosed-, MWFRS (law -rise);
WB 2 X 4 SYP No.3 BOr CHORDS d,eeiling directly 11 or 5-4- oc brar°jng. Lumber DOL=1.33 plate grip DOL=1.33.
�RRRRii bbtt77rmn �12 ✓' 3 This truss has been designed far a 10.0 psf boHom chord live load nonconcurrent with any other live loads.
LWEDGE ef 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 WEBS r : b dptA �( 0 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 621 lb uplift at joint 1 and 621
1 -Ply . m+ lb uplift at joint 9.
REACTIONS (Ih/size) 1-1293/G-8-0, 9-1293/0-8-0 a (� �• LOAD CASE(S) Standard
Max Harz 1--Sol(LC 3)) ` a
Max Uplift 1=-621(LC 5). 9=-621(LC 6) 0`V I-r.
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=-1414, 2-3=-1219, 3-4=0, 4-5=-933, 5-6=0, 6-7=0, 7-8=-1468, >!- dl4
BOT CHORD i-14-1241, 13-14-1083. 12-13-1083. 11-12-1367, 10-11-1367, 9-10-1
WEBS 2-14=-160. 3-14-190. 3-12--296, 5-12-697, 7-12--�
650, 7-10=231, 8-1 427 'ono �,`� •��� ®O
12-0 9-3-0 16-6-0 23-9-0 , 31-0-03-0-
2-0-0 7-3-0 7-3-0 7-3-0 7-3-0 2-0-0
I
4.00
I
III
0
4x6 =
7.00 12
5x7 11 14 13 12 11 10 `Ar
4x4 = 3x4 = 3x8 = 3x4 = 4x4 =
9-3-0 16-6-0 1 23-9-0 a 33-0-0
1 -
9-3-0 7-3-0 7-3-0 9-3-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: `C
T0.64
1. Connector plates are fabricated,from 20 gauge ASTM A653/653M Grade A or better 8c n.se
hot -dipped galvanized steel. we 0
z. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as LOADING
indicated by circles (a).
3. Cuttjng andd ffabricatiup shall be accomplished using equipment producing snug CRITERIA: A
SOUTHERN fitting oints and fully embedded plates.
TRUSS USS 4. Unless o herwise noted, compression top chord to be continuously braced by the
roof sheathing. LawlNc 20.0
COMPANIES 5. The permanent structural restraint shown is to prevent buckling of individual truss TCLL 2o.0
member and is not intended as a bracing plan for the roof structure or as a plan TCDL 10.0
for the attachment of the roof to the bu9lding. BCQL 0.0
- _ BCDL 10.0
2590 N. Kings Highway Trusses can be ddngerous and can
Fort Pierce, Ft.34951 handled installe� and/or braced.
(772)464 4160 Fax:(772)3I8-0015 BRACING. Refer to the Truss Plat
COMPONENT SAFETY INFORMATION. Gu
of metal pl to connected wood tr
Suite 312. Alexandria VA 22314.
ng
NG
0
II
TYPE: T2A
DEFL in Qaa) I/da0 L/d PLATES GRIP
V:;N( ) -0.11 1-14 >999 360
Vert(1L) -0.33 1-14 >999 240 AS20 246/195
Horx(TL) 0.11 B /a /a A516H 246/195
wind(LL) 0.13 12-14 >99B 240
SPACING 2-0-0
Plot. Inamaee 1.00
lumbar Increase 1.25
Rep Stress Incr YES
Code FBC2007/TPI2002
DATE: 19 Mar 2010
Version: 10.1a
liq
ARCS ENGINEERING orpes 8932 STY 2
LUMBER BRACING ' • ((�� 1 -( • • y O NOTES
T3 2 X 4 SYP SS. T3 2 X 4 SYP SS. T2 2 X 4 SIP No.2 TOP CHORD ,� tonal v�d`sh athln irecUy op ' F••m 1 Unbalanced roar live loads have been considered for this design.
TC 2 X 6 SYP No.2 •Except• T2 2 X 4 SYP No.2 O yiCl•'0 purlins. f 2� Wind: ISCE 7-05; 140mph (3-second gust); h=27ft; TCOL-6.Opsf; BCOL=6.Opsf; Category II; Fxp C; enclosed; MWFRS (low-rise);
BC 2 X 4 SYP SS •Except• B2 2 X 6 SYP No.2 80T CHOR� 'Rigid tong direcU or 6 yc Lumbar DOL=1.33 plate grip DOL=1.33.
WB 2 X 4 SYP No.3 a• )� ?Y r 3) This truss has been designed for a 10.0 pal bottom chard live load nonconeurrent with any other live loads.
WEDGE ` : b 4 A.II plates ore A520 plates unless otherwise indicated.
Loft: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1124 lb uplift at joint 2 and
1 - Ply e (n a 764 lb uplift at joint 14.
REACTIONS (lb/size) 2-1758/0-8-0, 14-1529/0-8-0 �j® 0 6) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (� or back (B).
Max Hors 2=529(LC 4) O
Max Uplift 2=-1124(LC 5), 14=-764(LC 6) r • ^ • r l LOAD CASE(S) Standard
1) Regular. Lumber n'reaee=1.25, Plata Increas-1.00
FORCES (Ib) - First Load Case Only r • Uniform Loads If
TOP CHORD 1-2-12, 2-3--1737, 3-4--1717, 4-5-0. 5-6--1745, 6-7--1687, 7-8=-5' 8-9:25, 9-Idj�'1912, 10A1�gl�1�i2�, Vert 1-3--60, 3-8=-60, 8-13--60, 13-14=-60, 2-18�-20, 18-21--70(F--50), 14-21--20
12-13--2088, 13-14--2351 _ Q.• ®�
SOT CHORD 2-20-1463,19-20=1505,18-19=1515,18-21=1314, 17-21=1314, 16-17-18 1 if 8 5,14-
WEBS 7-9--1217, 6-18=52, 7-18-619, 9-17-1005, 10-17--325, 12-17=-296, 12-141744, q(-Zd>�-o1$>�•4�`�8p y 2�41�13-15--1fi6
V9 Bi A 00�1V®®
3-0-0 0 q� 6-9-0 1 3=0 114-0-0,16-6-Ql9-0-921-9-01 26-3-0 31-0-0 P-01P
3-0-0 2-0-0 4-9-0 4-6-0 2-9-0 2-6-0 2-6-0 2-9-0 4-6-0 4-9-0 2-0-0
I
0
I 4.1
rn
I
0
3x4 =
7.00 12
3x4 - 8 -A 4
5x/ II 20 19 18 17 16 15
4x8 AS18H = 3x10 - 4x4 =
4x4 = 3x10 = 4x8 AS18H =
6-9-0 11-3-0 21-9-0 26-3-0 33-0-0
6-9-0 4-6-0 10-6-0 4-6-0 6-9-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTIO
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better
hot -dipped galvanized steel.
2. Connector plates are applied to bath faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
indicated by circlets (no). c
SOUTHERN 3. fitting aanintsbancdafu�lyshall
bedaplatesjshed using equipment producing snug
a. Unless otherwise noted, compression top chord to be continuously braced by the
TRUSS roof sheathing.
COMPANIES 5. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracin plan for the roof structure or as a plan
for the attachment of the roof to the gullding.
2590 N. Kings Highway CAUTION:
S B y Trusses can be dangerous and can taus damage and grsogal injury if imup[[o erly
Fort Pierce,Fl.34951 handled installed and/or braced. Brac�ng shown on this drawing is NOT EREC�ION
(772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street
Suite 312„ Alexandria YA 22314. Telephone: (7031 683-1010. E-mail: info@tpinst.org
Read all manufacture's WARNINGS enclosed with drawing package.
CONTRACTOR
TYPE: T2B
m
OFFL
la ) i/d•n
t/d
PLATES GRIP
TC 0.73
Be 0.81
ws 0.89
ven(W
VaR
Fbrrzz((77LLJ
—0Mt 7-18 >eee
-0.SB 17-1.1 >674/
0.10 14
360
210
/
-20 248/195
AS1 SH 246/195
(Yaldx)
w;nd(I
0.441 >887
240
LOADING
DATE: 19 Mar 2010
_...
.,, ,,r , �r,ar•,
Version: 10.1a
LOADING g) SPA CINGIncrease 2-0-0
TCLL 0.0 Plotm 1.00
TCOL 10.0 Lumber In—aee 1.25
SCU. 0.0 Rep Stren Incr NO
BCDL 10.0 Code FBC2007/IP12002
C60
ARCE ENGINEERING
o`' W'�ata C .,Omes 8932
QTY. 5
LUMBER
T3 2 X 4 SYP SS, T3 2 X 4 SYP SS, T2 2 X 4 SYP No.2
BRACING ' //�'� `�1j --�I •
TOP CHORD MV11Ct'�gI. 0eothitrg irectly'app r
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCOL-6.Opsf; SCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
TC 2 X 6 SIP No.2 •Except• T2 2 % 4 SYP No.2
BC 2 X 4 SYP SS +Except• 82 2 % 6 SYP No.2
�{YYGO
BOT CHORDq do t�F g directly or 5- e: bra-ci1S P.
Lumber OOL=1.33 plots grip Dor . 03.
3)) This truss has been designed fora 10.0 pef bottom chord live load nonconcurtent with any other live loads.
WB 2 % 4 SYP No.3
WEDGE
+r J :.b
^"
( herwis; indicated. P P 9 P , )
4) All plates ara AS20 plates unless
5 Provide mechanical connection h othersof truss to bearinglate capable of withstanding 771 lb u lift at Dint 1 and 767
Left: 2 X 4 SYP No,3, Right: 2 X 4 SYP No.3
1 - Ply
^ (n a
Ib theuplift A joint 13.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
REACTIONS (Ib/size) 1=1547/0-8-0, 13�1539/0-B-0
a �
Max Hors 1--501(LC 3
Max Uplik 1=-771(LC 5), 13=-767(LC 8)
0 `_ rT�.
- ^ " r q
LOAD CASE(S) Standard
1) Regular Lumbar Increas-1.25, Plate Increase-1.00
FORCES (lb) - First Load Case Only
5-6--1700,
s rc'� \
6-7--144, 7-B. e-l� -1918. -101b, 10-11 li "' 94,
Uniform Loads (plf)
Vert 1-2=-60, 2-7�-60, 7-12=-60, 12-13=-60, 1-17�-20, 17-20�-70(F�-50), 13-20=-20
TOP CHORD 1-2--1812, 2-3--1745, 3-4-0. 4-5--1758,
12-13--2357
BOT CHORD 1-19-1553. 18-19-1529, 17-18-1539, 17-20-1321.
,
� /'�/
16-20-1321, 15-16-18�8. 14*15=4§71, 13--tA O�{
WEBS fi-6--1224, 5-17-49. 6-17-630. 8-16-1004, 9-16--322, 11-16--294, 11-1�2, 3-a3�Z�9Z� �14 e19tia=7��2-14=-165
�Q 6-9-0 11-3 0 ,14-0-0,16-6-Ql9-0-921-9-0, 26-3-0 31-0-0 3-0-
2-0-0 4-9-0 4-6-0 2-9-0 2-6-0 2-6-0 2-9-0 4-6-0 4-9-0 2-0-0
7.00 ( TY
3x4 =
3x4 i 7 _ ,r4
3x4 8 I
T 3 3x4
4 5 9 10
3x4 i 3x4
I 4.00 �1 Z- 3 W 2 11
5x5 T 5x5
W4 W4 12
2 13
t�n� t<t+� d. 1 W6
�1 [ O1to
0 5x4 19 18 17 16 15 14 = 5x4 =
3x9 II 4x8 AS18H 3x10 = 4x4 = 3x9 II
=
4x4 = 3x10 = 48 AS18H =
6-9-0 11-3-0 21-9-0
6-9-0 4-6-0 10-6-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better
hot -di ped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
indicated bycirclesv(ap).
SOUTHERN 3, fitting olntsbanUafullysembedded:cTompsished using equipment producing snug
TRUSS a. Unless o herwise noted, compression top chord to be continuously braced by the
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
COMPANIESCOMPANIESmember and is not intended as a bracing plan for the roof structure or as a plan
for the attachment of the roof to the bu97ding. I
2590 N. Kings Highway Trusses an bgg dangerous nd caan cause damage and
Fort Pierce, F1.34951 handled �nstalled and/or eracetl Bracing shown on
(772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI)
COMPONENT SAFETY INFORMATION. Guide to good pract
of metal plate coquetted wood trusses'. TPI 1s to
• Suite 312. Alexandria VA 22314. Telephone: (703)
<1•
I
0
26-3-0 33-0-0 J
4-6-0 6-9-0
ON CONTRACTOR
TYPE: T2C
CS1
o6sL m O«) 1/tn
t/d
PLATES GRIP
7C 0.63
BC am
vat(GJ -0.7216-17 >666
Val(((TiiLLL))) -03616-17 >66fi
240
240
AS20 246/195
)0.89
13
Wind(LL) 0.4516-17 >B
240
A518H 246/195
LOADING
DATE: 19 Mar 2010
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
Version: IO.Ia
LOADING (psl)
SPACING 2-0-0
TCLL 20.0
Plates Increase 1.00
TCOL 10.0
Lumber Increase 1.25
BCLL 0.0
BCDL 10,0
Rep Stroes Incr NO
Code FBC2007/TPI2002
ARCE ENGINEERING
LUMBER
TC 2 X 4 SYP No.3
BC 2 X 4 SYP No.3
1 - Ply
REACTIONS MZSi2e) 1-117/4-0-0.3-117/4-0-0
Max Horz 1=53(LC 4)
Max Uplift 1=-56(LC 5), 3--56(LC 6)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=-52.2-3=-40
BOT CHORD 1-3=50
oo`
BRACING i ((''�� �] U' P
TOP CHORD %%St�stuml 96d�4tteathin irecUy 4ly iL-O-
m ur N °`
BOT CHORC'0 'gi¢ �ng direct 1 '1J oc*
Z QrocN.
Cn
✓�A��B,� BIB VNB ®�®®
2-0-0
2-0-0
2
TY. 2
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
Lumber DOL-1.33 plate grip DOL=1.33.
3 This truss has been designed for a 10.0 psi bottom chord live load nonconeument with any other live loads.
4 Gable requires eontinuous bottom chord bearing.
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 1 and 56
lb uplift at joint 3.
LOAD CASE(S) Standard
3x4 =
4-0-0
2-0-0
2 x 4 2x4
4-0-0
4-0-0
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
TO ERECTION CO
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -di ped galvanized steel.
2. Connector plates are applied to bath faces of truss at each joint. Where
dimensions are not shown. plates are symmetrically placed about joint or as
4990hiiii
SOUTHERN
indicated by circles (a).
3. Cptting anQ fabripliu shall be accomplished using equipment producing snug
embedded
fitting pints an uy plates.
Unless o herwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
roof
s• The permanent structural restraint shown is to prevent buckling of indivjdual truss
�r'OEVIPA�I��S
member and is not intended as a bracing plan for the roof structure or as a plan
for the attachment of the roof to the u lding.
CAUTION'
2590 N. Kings Highway
S S Y
Trusses can be dangerous and can cause damage and pers0qal injury if 1m ro erly
is NOT EBECpfTON
Fort Pierce,Fl.34951
handled installed and/or hraced. Bracing shown on this drawing
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMAATION. Guide to good practice for handling installing
gf,motallvpl$1pyn�A�entVA 7V314. Telephone: (703)o683-1010. E-mail:tlnfo@tpinsttorg
al DEFL In (Iae) I/d•6
1C a.oe v " U3 /• _ /e
wso eo:105o M (a0U- o3 *o
(uatdx)
LOADING
LOADING (pef) SPACING 2-D-0
TCLL 20.0 Plates Increase 1.00
TCDL 10.0 Lumber Ineroaee 1.25
OCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Cade F1302007/rPI2002
TYPE: V4
Lea PLATES GRIP
999 AS26 246/195
n/a AS16H 246/195
DATE: 19 Mar 2010
Version: 10.1a
ARCE ENGINEERING
LUMBER
TC 2 X 4 SIP No.3
BC 2 X 4 SYP No.3
1 — Ply
REACTIONS (lb/size) 1-277/6-0-0.3-277/8-0-0
Max Hoa 1--125 LC 3
Max Uplift 1--133 LC 5). 3--133(LC 6)
FORCES (Ib) — First Load Case Only
TOP CHORD 1-2=-123, 2-3=-96
BOT CHORD 1-3=119
a`les
BRAING
TOPCCHORD b S n�i tyi4l sheath n irecUy 8pp' $r.8 D—
url'yys. M
SOT CHORDa' We direct 1 —0 ar .
m z
eta ° See • \ b®
4-0-0
4-0-0
QTY. 2
NOTES
1) Unbalanced roo( live loads have keen considered h- for this design.
2 Wind: ASCE 7-05; 140mph (3—second gust); h=27H; TCDL=6.Ops(; BCOL=6.Opsh Category II; Exp C; enclosed; MWFRS (low—rise);
Lumber DOL=1.33 plate grip DOL=1.33.
3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4 Gable requires continuous bottom chord bearing-
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 1 and 133
lb uplift at joint 3.
LOAD CASE(S) Standard
3x4 =
2
B-0-0
4-0-0
2 x 4 i `�
B-0-0
B-0-0
FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
PLATE: AUTOMATIC STAMPING
eS
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1e 0.42
Be
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
we 0.00
aao
hot-diuuped galvanized steel.
z. Connector plates are applied tI both faces of truss at each joint. Where
dimensiogs are not shown, plates are symmetrically placed about joint or as
(u
(�' �)
LOADING
SOUTHERN
indicated by circles (a).
3. C tt1ng an fabript ippp shall be ac omplished using equipment producing snug
fitting an cd fully embedded pates.
CRITERIA: At
joints
a. Unless otherwise noted, compression top chord to be continuously braced by the
LOADING (ps0
TRUSS USS
COMPANIES
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling Of individual truss
member and is not intended as a bracing plan for the roof structure or as a plan
to the building.
TCLL 20.0
TCDL 10.0
BOLL 0.0
BCDL 10.0
s Highway
2590 N. Kings g Y
Fort Pierce, Fl. 34951
for the attachment of the roof
CAUTION:
Trusses can be dangerous and can causg damage and personal injury if impproperly
handled installed and/or braced. Bracing shown on this drawing is NOT ERECTION
Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
BRACING. Refer to the
COMPONENT SAFETY INFORMATION. Guide to goad practice for handling installing
of metal connected wood trusses'. TPI is located at: 218 North Lee Street
•
plate
Suite 312, Alexandria YA 22314. Telephone: (703) 683 1010. E-mail: info@tpinst.org
Read ell manufacture's WARNINGS enclosed with drawin acka e.
TYPE: V8
bvrrKKLWW 1n (Ix) I/een BB9 PLATES GRIP
v:,t(il) n a — n%: 90a AS20 24B/165
tlar M) 0.00 3 n/a n/a AS18H . 24s/1s5
DATE: 19 Mar 2010
Version: 10.la
SPACING 2-0-0
Plates Increase 1.00
Lumbar lnereaee 1.25
Rep Stress B
Code FeCCczoa7/1Pt2002oz
V 3
ARCE ENGINEERING
TC 2 X 4 SYP No.3
SC 2 X 4 SYP Na.3
OTHERS 2 X 4 SYP No.3
1 — Ply
REACTIONS (lb/site) 1-193/12-0-0.3-193/12-0-0.4-488/12-0-0
Max Horz 1--1912 7 LC 3
Max Grrav, 1-197(LC 7), 33197(LO 8), 4-488(LC 1(4 5)
FORCES (lb) — First Load Case Only )
TOP CHORD 1-2=1, 2-3-49
BOT CHORD 1-4-34.3-4=34
WEBS 2-4—r217
es
BRACING i0 ^ (1 �-7 �p
TOP CHORD ' SS rturpf w6aQea T'g Irectlyf aP P�—O—
e uj)Ins1�
SOT CHORDg ,,t�de.c Tr g directly lyl or 1 — :o e,
4 �a'O9. �] d
a a
`d M ; �oe0000
®ABiBd! 9HB�ge
6-0-0
6-0-0
NOTES
1)) Unbalanced roof live loads have keen considered for this design.
2) Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCOL=6.0psf: BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise);
Lumber DOL-1.33 plate grip DOL=1.33.
3) This truss has been designed for o 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4 Goble requires continuous bottom chord bearing.
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 Ib uplift at joint 1, 128 lb
uplift at joint 3 and 197 lb uplift at joint 4.
4x4 11
7
LOAD CASE(S) Standard
12-0-0
6-0-0
JXY
3x4 = 1 x4 11
12-0-0
12-0-0
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
TO
1. Connector plates are fabricated from 20 gauge ASTM A653/653H Grade A or better
hot -di ped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
dimensions arenot shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (o).
3. CCuttjng 4ndd fabri ati sha11 be ac omplished using equipment producing.snug
anrd VOy embedded pates.
fitting ]oiTits
4. Unless otherwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
as a
COMPANIES
member and is not intended as a bracing plan for the roof structure or plan
2590 N. Kings Highway
8 8 y
for the attachment of the roof to the building.
CAUTION:
Trusses can be d ngerous and c n cause damage and personal Injury if imuraperly
NOT ERECTION
Fort Pierce, Fl. 34951
handled installe� and/or brace. Bracing shown on this drawing is
BRACING. Refer to the Truss Plate Institute (TPI) publication •SCSI 2008 BUILDING
(772)164 4160 Fax:(772)318-0015
practice
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
Lee Street
of metal plate connnected woad trusses•. TPI located at: 218 North
Suite 312. alexandrfa YA 22314. Telephone: (703) 683-1010._E-mail:.infa@tpinst.org
2
CONTRACTOR
TC 0.62
Bc a.]6
W9 0.07
(Wald.)
pr7L to (bc) I/doll Bea
VM((ll�� /a n/a
V°rl(IL)see
Hers(1L) 0. a n/e n/•
TYPE:V12
PLATES GRIP
A520 24e/195
ASISH 246/195
DATE: 19 Mar 2010
LOADING
Version: lO.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
LOADING (psf) SPACING 2-0-0
TCLL 0.0 Plates Increase 1.00
.
TCDL 1o.0 I Lumber mere... I-S
BCLL 0.0 Rep Stress lncr YES
BCDL 10.0 Code FBC2007/1P120D2
ARCE ENGINEERING
LUMBER NG
4 nn ''jj --ff
TC 2 X 4 SYP No.3 TOP CHORD ; S tiu ?r�d`ehVImcUf,t�-0—
BC 2 x 4 SYP Na.3 ud
O P,%,
OTHERS 2 X 4 SIP No.3 BOT CHOR :� id.c�1611g directly 1 — Ply REACTIONS (lb/size) 1=123/16-0-0, 5-123/16-0-0, 7-280/16-0-0, 8-334/16— -� — 0Max Harz 1=269(LC 4)
Max Uplift 1 Max Grrav 1-123(C 1), 5-123(LC 1). 7-280(LCC1), 8 344(C(7)56=FORCES (lb) — First Load Case OnlyTOP CHORD 1-2=-3, 2-3-1. 3-4=33, 4-5-39a
BOT CHORD 1-8=20, 7—B=20, 6-7-20, 5-6-20 •• �: �®
WEBS 3-7--137, 2-8--71, 4-6--252
sm 3 S o0
�'Aa4'?� eeB ti7fa®o°0®00
8-0-0
PLATE: AUTOMATIC ST
SOUTHERN
TRUSS
COMPANIES
2590 N. Kings Highway
Fort Pierce, FL 34951
(772)464-4160 Fax:(772)3 18-00 15
8-0-0
1M
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05; 140mph (3—second gust); h=27ft; TCDL=6.Opsf; BCOL=6.Opsf; Category 11; Exp C; enclosed; MWFRS (low—rise);
Lumber DOL=1.33 plate grip DOL-1.33. -
3 This truss has been designed for a 10.0 psf bottom chord live load noncancurrent with any other live loads.
4 Gable requires continuous bottom chord bearing.
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 1, 32 lb
uplift at joint 5, 20 lb uplift at joint 7, 307 lb uplift at joint 8 and 306 no uplift at joint 6.
LOAD CASE(S) Standard
4x4 =
3
6-0-0
8-0-0
3x4 1x4 II 1x4 11' 1x4 II
16-0-0
16-0-0
IPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -dipped alvanized steel.
z. Connector pates are applied to bath faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
indicated by circles (o).
3. Cutting and fabripti?~ shall $e ac omplished using equipment producing snug
fitting joints an fu y embed ed pates.
4. Unless otherwise noted, compression top chord to be continuously braced by the
roof sheathing.
6. The permanent structural restraint shown
ppis to prevent buckling of individual truss
member aattachmentintendof edroofatorthenbulldingor the roof structure or as a plan
CAUTION:
Trusses can be dangerous and caan cause damage and persogl injury if igproperly
handled installed and/or bracetl Bracin shown on this drawing is NOT ERECTION
BRACING. Refer to the Truss Plate-Insti ute (TPI) publication 'SCSI 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal pl to co nectedd wood trusses'. TPI 1s located at: 218 North Lee Street
.. s,0 fte,co5nta ud 7911d Talpnhnnp: (7031 603-1010. E-mail: tnf0@tpinst.org
TYPE: V16
cst
D11L In 0*)
I/een
uae
PLATES GRIP
TC 0se
Ba 0.14
.v.e(W /a
Vert n/a —
/e
n/a
ago
A 20 246/185
wB 0.10
(uetd.)
H•n(TL) a. 5
/a
n/e
A51 SH 246/195
LOADING
DATE: 19 Mar 2010
Version: l0.1a
CRITERIA: ANSI/TPI 1.2002 (MATRIX)
LOADING (paf)
SPACING
2-0-0
TOLL 20.0
TCDL 10.0
Plalm Increase
Wmber lnereaee
1.00
1,25
BCLL 0.0
BCOL 10.0
Rep Slrma Incr YES
Code FBC2007/TPI2002
ARCE ENGINEERING nor n
NdQ es 8932 QTY. I
s
LUMBER BRACING,. `% • (� ���, +• CY •, NOTES
TC 2 X 4 SYP No.3 TOP CHORD Sf�j15t?"Qt d7nea g irec8y asp ro j•-0-0 1) Unbalanced roof live loads have been tJust); he for this design.
BC 2 X 4 SIP Na.3 aigg,� 6' 2) Wnd: ASCE_ —, 140mph (3—second gust); h=27k; TCDL=6.OpN; BCDL=6.Opsf; Category II; Fxp C; enclosed; MWFRS (low—rise);
OTHERS 2 X 4 SYP No.3 GOT CHORI)w® rd•c i�6 g direct! ar 1 Q oc� s Lumber DOL=1.33 plate grip DOL=1.33.
1 —Ply ;q�ga d 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
RFACiIONS (lb/size) 1-86/20-0-0, 5-86/20-0-0, 7-452/20-0-0. B-404/20-0— , /�1^'— 4 Gable requires continuous bottom chord hearing.
Max Horz 1-323((LC 3)) a 5 Provide mechanical connection (by others) of truss to bearing plots capable of withstanding 100 lb uplift at joint 1, 36 lb
Max UpOk 1=-100(LC .1 5--36(LC 4), 7--95(LC 5). 8--381(LC 5), 6m uplift at joint 5, 95 lb uplift at joint 7, 781 It, uplift at Joint 8 and 3B7 lb uplift at joint 6.
Max Grov 1-124(LC 4), 5-86(LC 1). 7-452(LC 1), 8=427(LC 7). 6-427(L . r� LOAD CASE(S) Standard
FORCES (lb) — First Load Case Only - iJ /� ` r f z
TOP CHORD 1-2=-21, 2-3=2, 3-4=51, 4-5=35 a
GOT CHORD 1-6=33, 7-8=33, 6-7-33, 5-6-33 •. ^r�� • m
WEBS 3-7--217, 2-8--76,4-6--328
O
ems® ••' �3S..
.' %
III sit"
1 01 4 J�
1-2-9 10-0— 18-10-0 20-24
1-2-0 8-10-0 8-10-0 1-2-0
5x4 =
3
3x4 G 8 / I "
1x4 II 1x4 11 1x4 II
20-0-0
A COPY OF THIS TRUSS DESIGN
TO ERECTION CONTRACTOR
TYPE: V20
PLATE: AUTOMATIC STAMPING
FURNISH
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
0� "(°°1 '/d°a Ud PLATES GRIP
TC a.6] DIF nI" — n/0 699
W 9/
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
A520 246/195
9C u� v o:ro° s °ja " AsteH 246/1ee
hot-divped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
(uaw)
LOADING
DATE: 19 Mar 2010
dimensions are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicatEd by circles W.
a. Cutting qnd fabricate shall be accomplished using equipment producing snug
Version: IO.la
CRITERIA: ANSI/TPI 1 2002 (MATRIX)
fitting Joints and fil Y embedded plates.
4. Unless o herwlse noted, compression top chord to be continuously braced by the
LtuolNc (pel) SPACING 2-0-0
TRUSS
roof sheathing.
s. The permanent structural restraint shown Ss to prevent buckling of individual truss
Tcu zo.o Plaeeelnareaee t.0o
Lumber Inc1.26
O� p��' E�
COMPANIES
member and is not intended as a bracSn99 pplan for the roof structure or as a plan
J
TOOL 10.0
BCD 0.0 Ircrrease
slresFB02 002
for the attachment of the roof to the 6ullding.
CAUTION: I
Cop
ecoL 10.0 code FBc2oa7/1Pzooz
2590 N. Kings Highway
Trusses Tan be dangerous and can cause damage and ggopql Injury if improperly
Bracing on this araxing is HOT ERECTION
Fort Pierce,F1.34951
(772)464-4160 Fax:(772)318-0015
handled installed and/or braced. shown
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BLSI 2008 BUILDING
to for handling installing
13(o
•
COMPONENT SAFETY INFORMATION. Guide good practice
of metal plyto copnec% wood trusses'. TPI is located at: 218 North Lee Street
soitp 112 Alpxandria VA 22314. Telephone: (703) 683-1010. E-mail: Snfo@tpinst.org
ARCE ENGINEERING .,d`` c =kl`d es 8932 QTY. 2
LUMBER BRACING O (� P NOTES .
TC 2 X 6 SYP Na.2 -Except- T2 2 X 4 SYP No.2, T2 2 X 4 SYP No.2 TOP CHORD S turai w�dhheathi g irectly eep t'♦` -9-2 1 Unbalanced roof live loads have been considered for this design.
BC 2 X 4 SYP No.2 ® utli�ns\ ® 2; Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCDL=6.Opsf; SCOL-6.Opsf; Category II; Exp C; partially; MWFRS (low-rise);
WB 2 X 4 SYP No.3 SOT CHORQ� •c`d'Y•g direct! o 8 'ge bfac�g. Lumber DOL=1.33 plots grip DOL=1.33.
WEDGE o 0 • n 7'( � 3) This truss has been designed for a 10.0 Psi bottom chord five load noneoneument with any other live loads.
b ! ® 4 Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 1078 16 uplift at joint 2 and
Left, 2 X 4 SYP No.3, Right, 2 X 4 SYP No.3 � p0' 1078 lb uplift at joint 8.
1 - Ply
REACTIONS (lb/size) 2-1040/0-8-0. 8-1040/0-8-0 Max Hors 2-243(LC 4) �pN11 y} �d `.a Q LOAD CASE(S) Standard
Max Uplift 2=-1078(LC 5), 8=-1078(LC 6) 0 e I77 °r
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=12, 2-3=-769, 3-4=-705, 4-5--707. 5-6=-822, 6-7=-795. 7-8=- -906 r 6C(1
BOT CHORD 2-12-646, 11-12-489. 10-11-4B9, 8-10-817 ♦ 7
WEBS 3-12=-17, 4-12--79. 5-12-270. 5-10-508. 6-10--279, 7-10--67 ♦♦BO �.o . c w\�,• `� `q�
�ABBi0�BB49b4
_ - -0 24-8-0
-3-0-0 2-0-0 7-0-7 10-10-0 14-7 9 19-8-0 21 8
3-0-0 2-0-0 5-0-7 3-9-9 3-9-9 5-0-7 2-0-0 3-0-0
5x4 =
5
bX4 = 14 , , .-
3x9 II 4x8 - 3x4 - 4x8 - 3X9 II
7-0-7 14-7-9 21-8-0
7-0-7 7-7-2 7-0-7
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOF
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better
hot -di ped galvanized steel.
z. Connector plates are applied to bath faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
indicated by circles (o).
a. Cutting and fabrivtivp shall be accomplished using equipment producing snug
SOUTHERN fitt�ng .joints anrd fully embedded plates:
TRUSS a. Unless otherwise noted, compression top chord to be continuously braced by the
roof sheathing.
COMPANIES
s. The permanent structural restraint shown is to prevent buckling of individual truss
member and is net intended as a bracing plan for the roof structure or as a plan
for the attachment of the roof to the building.
2590 N. Kings Highway CAUTION:
B S ay Trusses an b dangerous and can caus¢ damage and ersoaal injury if im ro erly
Fort Pierce, F1.34951 handled �nsta�led and/or braced. BracTn shown on his drawing is NOT EPiECpfION.
772 464-4160 Fax: 772 318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
( ) ( rnMPONFNT SAFETY INFORMATION. Guide to good practice for handling installing
aL: 1a nO rL❑ Lee DL1'CCL
D10. -mail: infD@tpinst.org
wlttl drawing package.
0
I I
0
TYPE: T3
CS1
7C 0.58
Ba a.a7
w9 0.6o
(ye61x)
I 01FL 1n (we)
vnM1((u)) .0612
Verf(iL) --,s 1a-12
Horsrs((TTLL)) 0.0] 8
wuM(Ly O.OB 10-I2
Vden
>999
>999
n/e
>999
L/d
36a
24a
/
240
PLATES GRIP
1120 248/195
A918H 248/195
LOADING
DATE: 19 Mar 2010
Version: 1D.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
LOADING (pst)
SPACING
2-0-0
TCU. 20.0
Plates Inueaaa
1.00
TCDL 10.0
Lumber Increase
1.25
BCIL 0.0
Rep Slroas Incr
YFS
BCDL 10.0
code FBC2007/iPI2002
ARCE ENGINEERINGl\
A`12A :�fes 8932
QTY. 1
LUMBER
TC 2 X 4 SYP No.2 *Except* T1 2 X 6 SIP No.2, Tt 2 X 6 SIP No.2
BC 2 X 4 SYP No.2
0>
BRACING �0 Q J .•Klre,1�1,pp
TOP CHORD mO t 1� r'sheathir®
y , o! purlins.
directrocb2.
NOTES
1)) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCDL-6.Opsh BCDL=6.Opsf; Category II; Fxp C; partially; MWFRS (low—rise);
Lumber DOL-1.33 plate grip DOL-1.33.
WB 2 X 4 SYP No.3
BOT CHORD.' idcig
Provide adequate drainage to prevent watr ponding.fi�Left•
WEDGE
,�"-p3
This Wss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
2 X 4 SYP No.3, Right• 2 X 4 SYP No.3
1 — Ply
m,4
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1060 Ib uplift at joint 2 and
REACTIONS (lb/size) 2-1040/0-8-0, 7-1040/0-8-01060
Max Hors 2--167(LC 6)
Ib uplift of joint 7.
Max Uplift 2--1060(LC 5). 7--1060(LC 6)
LOAD CASE(S) Standard
FORCES (Ib) — First Load Case Only �' •. CuN \� • o
TOP CHORD 1-2-12, 2-3=-841, 3-4=-732, 4-5=-674, 5-6--683, 6-7--1191, 7-8=3 . • rb
BOT CHORD 2-11-716, 10-11=674, 9-10-674, 7-9-1052
••°
WEBS 3-11_-48, 4-11-191. 5-9-104, 6-9--385
1
��d +i
N� °• \'/ �0
sP�B�
dal B
B A B
-3-0-0
2-0-0 9-0-0 12-8-0
19-8-0 21-8-0 24-8-0
3-0-0
2-0-0 7-0-0 3-8-0
7-0-0 2-0-0 3-0-0
5x8 =
5x8 =
3x9 II 4x4 — 3x5 = 3x9 II
4x4 =
2-0-0 9-0-0 12-8-0 19-8-0 21-8-0
2-0-0 7-0-0 3-8-0 7-0-0 2-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H9C
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
0.77
ottL 1n (') l/ee0
Vert -0.11 2-11 >999
lid
3.0
PLATES GRIP
t. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
TC
a
v°e[n. ax4 2-11 »%
24
Aszo z4e/19s
hot -dipped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
(uew)
tree u os1 z-11 >eoz
i�a
AS1BH 246/195
LOADING
GATE: 19 Mar 2010
dimensions are, not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (o).
3. Cutting and fabritati shall be actamplished using equipment producing snug
Version: l0.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
fitting Dints and fu??Y embedded plates.
4. Unless o�herwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
.
LOADING tpat) SPACING 2-0-0
TCLL 30.o Plat vin.—so 1.00
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
TCDL 10.0 Lumber lne eaea 1.25
BOLL o.o Rep Stress lner TES
for the attachment of the roof to the building.
BCDL 10.0 cad. FBC2007/1P12002
CAUTION:
2590 N. Kings Highway
Trusses can be dangerous and can cause damage and Gerso al injury if imDDrpeerly
drawing is EREC110H
Fort Pierce, F1.34951
handled installed and/or braced. Bracing shown on this NOT
'BCSI
(772)464-4160 Fax:(772)318-0015
BRACING. Refer to the Truss Plate Institute (TPI) publication 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good ppractice for handling installing
rl
of metal pl to connected wood trusses'. TPI is located at: 218 North Lee Street
Alexandria E-mail: info@tpinst.org
b
•
Suite 312, VA 22314. Telephone: (703) 683-1010.
Read all manufacture's WARNINGS enclosed with dravring package.
ARCE ENGINEERING
d�;' ` ` ' ��llai�sT�. HO�rneS I
TCM2�X 4 SYP No.2 *Except* T7 2 X 6 SYP No.2, T1 2 X 6 SYP No.2
BRACING W
TOP CHORD v� c urrd: d ahedthfii directlt pp -3-
8C 2 X 4 SYP No.2curwns�
WB 2 X 4 SYP No.3
�^
BOT CHORDr d e�+l'ng dirocUy pjjl; or 7- oc braa�Pg.
�.
WEDGE
4 SYP No.3, Right- 2 X 4 SYP No.3
Left 2 X
1 - Ply
• '�
REACTIONS (lb/size) 2=1040/0-8-0, 7-1040/0-8-0
>'
Max Hors 2--157(LC 6
Max Uplift 2=-715(LC 5). 7=-715(LC 6)
a
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=12, 2-3=-846, 3-4=-930, 4-5--860, 5-6--905, 6-7=-1084, 7-8-:2 •° r
BOT CHORD 2-11-669.10-11-860. 9-10-860. 7-9-881 o °
WEBS 3-11=190, 4-11=140, 5-9=112, 6-9--25
°•° �� •. ��
e
titt d Na I' ago
a s Q
0�
1�
-3-0-0 2-0-0
3-0-0 2-0-0
4.00 12
I
I I �
I I 0 /
2
5x4 =
3x9 11
QTY. 1
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05; 140mph (3-second gust); h-27ft TCDL=6.Opsf; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
Lumber DOL=1.33 plate grip DOL-1.33.
3 Provide adequate drainage to prevent water pending.
4 This truss has been designed for a 10.0 psf bottom chord Iive load nonconcurrent with any other live loads.
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 715 lb uplift at joint 2 and 715
lb uplift at Joint 7.
LOAD CASE(S) Standard
7-0-0
14-8-0
5-0-0
7-8-0
4x9
4x9
7.00 F1£
4
5
5x5 7�_-
-
3 :W2
11 10
9
4x4 - 3x4 = 4x4
7-0-0
14-8-0
7.0-0
7-8-0
19-8-0 21-8-0
5-0-0 2-0-0
24-8-0
3-0-0
5x5
I
6 I
7
d-
8 I
5x4 =
3x9 I I
21-8-0
rglmf
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: H7C
SEALING OF TRUSS DESIGN.BASED UPON THESE DESIGN CRITERIA:
7C O.ea
Tc
oLtL 1n pee) I/den L/d
DEFL�t,L) -0.LI 2-11 >BBB
PLATES GRIP
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
Be 0.so
240
vert(1L) -0.as z-11 >7z1 zoo
0'03 7 /O V.
AS20 248/195
hot-dlpped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
we °•44
(ueux)
Hx;er�:(n
rna(u) o3s 2-11 >6e3 240
ASISH 246/195
LOADING
DATE: 19 Mar 2010
dimensio s are, not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicate by circles (o).
a. Cutting qno fabri att1 shall be ac amplished using equipment producing snug
pates.
version: l0.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
fitting joints anrd fupSy embedded
a. Unless 0herwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
LaolNa ((psf) SPACING 2-0-0
1.00
s. The permanent structural restraint shown is to prevent buckling of individual truss
TCLL 30.o Pldes ln� ease
to.o Lumberinceaee 1.25
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
TCDL
BCLL o.o Rep Strosslner YES
for the attachment of the roof to the budding.
SCDL t0.0 Code FBC2007/rP12002
CAUTION
2590 N. Kings Higlilvay
Trusses can be dangerous and can cause damage and personal injury if improperly
drawing is NOT ERECTION
Fort Pierce, Fl. 34951
handled installed and/or braced Bracing shown on this
'BCSI
(772)464-4160 Fax:(772)318-0015
BRACING. Refer to the Truss Plate Institute (TPI) publication 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to goad practice for handling installing
Lee Street
1
Df metal plate connectedd wood trusses'. TPI is located at: 21B North
Suite 312, Alexandria vA 223014. Telephone: (703) 683-1010._E-mail:_info@tplist.org
ii ARCE ENGINEERING °,�\AVA`9A-V ki es (8932) U I Y• l
LUMBER
TC 2 % 4 SYP Nat •Except• Tt 2 X 6 SYP No.2, T7 2 x 6 SYP No.2
BRACING `0' - Q ] -• V ��
TOP CHORD o Sri t4rOl w� sheathin ircdly 8pp' reP-9-9
\ 4.
NOTES
1) Unbalanced root live loads have been considered for this design.
2) Wind: /SCE 7-05; 140mph (3-second gust); h=27tt; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; partially MWFRS (low-rise);
BC 2 % 4 SYP No.2
WS 2 X 4 SYP No.3
purl
BOT CHORD•, i rc g direct d 4 6•ac bracing.
Lumber DOL-1.33 plate grip DOL-1.33.
WEDGE
`• ,b
+�
F p
3) Provide adequate drainage to prevent water pending.
4 This truss has been designed for a IO.D last bottom chord live load nonconcurrent with any other live loads.
Left: 2 X 4 SYP No.3, Right: 2 X 4 SIP No.3
1 - Ply
•
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1452 lb uplift at joint 2 and
REACTIONS (lb/size) 2-1224/0-8-0, 8-1224/0-8-0
Max Hors 2=-12fi LC 6
�.
`
° a•
•
1514 lb uplift at joint B.
6) Hanger(s) or other connection dev;ce(s) shall be provided sufficient to support concentrated loads) 66 lb down and ISO lb
9-0-12. 2B Ih down 91 lb at 11-0-12,
Max Uplift 2=-1452(lC 3), 8=-1514(LC 4)
0` n��
^ • r r =
up at 5-0-0. 28 lb down and 91 lb up at 7-0-12. 28 lb down and 91 Ib up at and up
28 lb down and 91 Ile up at 12-7-4. and 28 lb down and 91 lb up at 14-7-4. and 106 lb down and 199 lb up at 16-8-0 on top
FORCES (Ib) - First Load Case Only
• kj ��}} ®
6-17=0 -1424, 7�Q�� Z-36
chord, and 133 lb down at 5-0-0. 45 lb down at 7-0-12, 45 lb down at 9-0-12, 45 It, down at 11-0-12, 45 lb down at
12-7-4, and 45 lb down at 14-7-4, and 133 It, down at 16-7-4 on bottom chord. The design/selection of such connecUon
TOP CHORD 1-2=12, 2-3=-1303, 3-4=-1402, 4-14--0, 14-15-0. 5-15=-1269, 5-18=tea► 17gA,
BOT CHORD 2-13=1053, 13-1B=1B59, 18-19=1859, 12-19=1859, 71-12=1859, 11-20i-` 20-21=1859, =1859r Q=3Ly=
•
devic°(s) is the re onsibilily of others.
loads to the face of the truss are noted as front (F) or hack (8).
• �4p
WEBS 3-13-208, 4-13-385. 6-f 0-352. 7-10-22D, 5-13--662, 5-12-126, 5-10=�j� �}' • • N I
•
7) In the LOAD CASE( section, sec0nn, applied
d►o L • • • s• ®@
B® • •
LOAD CASE(S) Standard
1) Regular. Lumber Increase-1.25, Plate Increase-1.00
y
M
®BeBB
®®
♦%
Uniform Lea(lf)
7-9--60, 2-8--20
O
✓1 S 1 l (♦ B
I
1 -60, 3-4=-60, 4-6m-60, 6-7--60, .
Concentrated Loads (lb)
Vert: 4=-66(� 6=-66(� 13m-39(� 10=-J9(� 12=-4(F) 5=-28(F) 14=-28(� 15=-28(� 16=-28(� 17=-28(Fy 18
®
19--4(F) 20--4(F) 21--4(F)
-3-0-0 1 2-0-0 5-0-0 10-10-0 16-8-0 19-8-0 1 21-8-0 24-8-0
3-0-0 2-0-0 3-0-0 5-10-0 5-10-0 3-0-0 2-0-0 3-0-0
5x8 =
7.00 P-
4x8 =
5x8 =
3x9 II 3x8 - 3x4 - 3x8 - 3x9 II
1x4 II
5-0-0 10-10-0 16-8-0 21-8-0
5-0-0 5-10-0 5-10-0 5-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
TYPE: H5C
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
cs
TC a85
DEFL 1° (Ioe) I/den
V -0.0712-1] >BBB
L/d
380
PLATES GRIP
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
Be ose
o•47
wn -0.1e12-13 >e9e
N.rzc(n1Lt) -0.0e a ^/°
240
/a
AS20 246/195
hot-dtDped galvanized steel.
2. Connector plates are applied to both faces of truss at each joint. Where
(wow)
(M
wlad(LL) 0.17 lz >Bee
zoo
ASISH 246/195
LOADING
GATE: 19 Mar 2010
dimensiogs are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (o).
]. Cutting and fabricatlpn shall be accom lished using equipment producing snug
fitting joints and fully embedded platpes.
Version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
TRUSS
a. Unless otherwise noted, compression top chard to be continuously braced by the
roof sheathing.
LOADING pap SPACING 2-0-0
1.00
COMPANIES
s. The perma ent structural restraint shown is to prevent buckling of individual truss
member an� is not intended as a bracing plan far the roof structure or as a plan
TCLL 0.0 ploteslncrease
TCDL 10.0 Lumber increase 1.25
Rap Suva IncrFBC2 NO
2590 N. Kings Highway
for the attachment of the roof to the building.
CAUTION:
DCLL 0.0
ecoL 10.0 coda Pec2oo7/TPI2oa2
Jr, ess can b daangeoRus and can cause amdge and pRrsa al injury if im&Dgp erly
hansd�eA insta�led braced Bracing stlown an this �rawing is NOT ERECgION
Fort Pierce, F1.34951
and/or
BRACING. Refer tB the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
(772)464 4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
_
of metal plate connected wood trusses'. TPI 1s located at: 218 North Lee Street
Suite 312. Alexandria VA 22314. Telephone: (703) 683-1010. Email: inforJtpinst.0rg
l
Read all manufacture's WARNINGS enclosed with drawln acka e.
ARCE ENGINEERING ti�� \A td H` ales 8932 QTY. 1
LUMBER BRACING 4. y '�' NOTES
TC 2 % 4 SYP No.2 •Except• T7 2 X 6 SYP Na.2, T4 2 X fi SYP Na.2 TOP CHORD o� urar w�d �(ie thing irectly agp r,,1;2-3 1)) Unbalanced roof live loads have been considered for this design.
e udins�. �° 2) Wind: ASCE 7-05; 140mph (3—second gust); h=27R; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise);
WB 2 X 4 SYP No 3 BOT CHORQZ i4 c i g di—LI p' 0 5 �oc Lumber DOL=1.33 plate grip DOL=1.33.
WEDGE a acer1� ii" 3 Provide adequate drainage to prevent water ponding.
Left* 2 X 4 SYP No.3, Right• 2 X 4 SYP No.3 WEBS Rbw`dt p 1 5-1'.�'�„ 4 This truss has been designed fora 10.0 psr bottom chord live load nonconcurrent with any other live loads.
1 —Ply e 5 All plates are AS20 plates unless otherwise indicated.
REACTIONS (lb/size) 9-1511/0-8-0, 1-1291/Mechanical 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 962 lb uplift at joint 9 and 648
Max Horz 1--475(LC 3)) ` o .�.I b lb uplift at joint 1.
Max Uplift 9=-962(LC 6), 1=-648(LC 5) �\
a e ^ o y:7�] o LOAD CASE(S) Standard
FORCES 19
TOP CHORD) 1-2 —Loa2 . 2-3 ly —1192, 3-4=-930, 4-5=-840, 5-8--1196. 6-7=-2456, 7- 199pp1, 8-9=-1 qq��S, 10=36 ^^� e v
BOT CHORD 1-18=1268, 17-18-1058. 16-17-1058. 15-16-839, 14-15-1020, 13-14-1 12 •111482, 11(�f2=1373, 9-1yT
WEBS 2-18a-214, 3-18=173. 3-16--279, 4-16-369. 5-15--604, 5-14=1106, 6 .Pti-6�F72, �13-904, 7-13—#S, —4�- j�t8-11a151
Vy
0�
1
33-0-0
,2-0—Q 8-6-0 15-0-0 18-0--0 24-2-0 1 30-4-0 .31-4-0 36-0-0,
i i
2-0-0 6-6-0 6-6-0 3-0-0 6-2-0 6-2-0 0-8-0 3-0-0
4x5 = 2-0-0
5x5 =
I 4.00 F
I
I
0
5
4 5
x4 = 18 17 16 15 5x5 5x5 � 12 11
3x9 II
4x4 = 3x4 = 5x10 AS18H.7:� 5x5
3x4 = 6.00 FT2 5x4 =
19-9-0 31-0--gx9 I I
8-6-0 15-0-0 17-9—Q 28-4-0 40-4i A
8-6-0 6-6-0- 2-9-02-0-0 8-7-0 2-0-0 2-0-0
0-8-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: m
TC 0.58
I. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better Be 0.71
hot -dipped galvanized steel. wa c'µ
z. Connector plates are applied to both faces of truss at each joint. ,Where (M.W.)
dimensions are not shown, plates are symmetrically placed about joint or as LOADING
indicated by circles (o).
3. Cutting 4n4 fabri ati shall be ac omplished using equipment producing snug CRITERIA: A
SOUTHERN fitting joints andC fu�Sy embedded pates.
TRUSS
4. Unless oherwise noted, compression top chord to be continuously braced by the
roof sheathing. LOADING (Per)
COMPANIES s. The permanent structural restraint shown is to prevent buckling of individual truss TCLL 20.0
member and is not intended as a bracing plan for the roof structure or as a plan TCDL 10.0
for the attachment of the roof to the bu9Iding. BCLL 0.0
BCOL 10.0
2590 N. Kings Highway
Fort Pierce, Fl. 34951
(772)464-4160 Fax:(772)318-0015
and can tause damage and rso al injury if im ro erly
braced. Brach shown on ��iis drawing is NOT E�ECpfION
Iss Plate Institute (TPI) publication •BCSI 2008 BUILDING
ION. Guide to good practice for handling installing
wood trusses'. TPI 1s located at: 218 North Lee Street
22314. Telephone: (703) 683-1010. E-mail: info@tpinst.or
TYPE: H15A
Den
s («) Vden
L/d
PLATES GRIP
V�
V�
-0.1618-18 >BBB
-0.4913-14 >781
B /a
360
2�
AS20 246/195
Harr((77LL))
wiad(LL)
0.16
0.3016—ta >999
24D
ASIBH 246/195
DATE: 19 Mar 2010
Version: l0.Ia
SPACING 2-0-0
Plates Increase 1.00
Lumbar Increase 1.25
Rep Stress Iner YES
Code FBC2007/TP12002
ql
ARCE ENGINEERING
BRACING
LUMBER
TC 2 X 4 SYP No.2 •Except" T7 2 X 6 SYP No.2, T4 2 X 6 SYP N0.2
TOP CHORD
BC 2 X 4 SYP No.2
0 udt
SOT CHORDS d•c i
WB 2 X 4 SYP No.3
WEBS
WEDGE
Left- 2 X 4 SYP No.3, Right• 2 X 4 SYP No.3
`• +rJ 6
1 -Ply
REACTIONS (lb/size) 9=1511 /0-8-0, 1-1291/Mechanical
Max Horz 1 e-404 LC 3
Max Uplift 9 939(LC 6). 1--5B7(LC 5)
FORCES (Ib) - First Load Casa Only
TOP CHORD 1-2= 1637,2-3=-1413,3-4--1402,4-5=-1169,5-6=-1463,6-
BOT CHORD 1-17-1449. 16-17-1068, 15-16-1068, 14-15-1539. 13-14-1851.
WEBS 2-17=-208,3-17--71,4-17-338. 4-15-188, 5-15--741, 5-14-
1 4.00
0
1
a
0 5x4 - 17 16 15 5x8 5x5 = 12 11
3x9 II 4x8 — 3x4 = 5x6 :::; 5x5 z::� 5x4 —
6.00 FTT 3x9 II
3li-x" I
8 4-15 17-9-0 28-4-0 �0-4-Q,33-0-Q
1
8-4-15 9-4r-1 2-0-0 8-7-0 2-0-0 2-0-0
0-8-0
111
VlYPaia� :I�c�,t�les tiy:
��'1p,�w�dSlSea(hin'-t� ircc0y'aep al -3-2
Ymid directly
ar 5- 'go r cT'8g.
p w
e
m
o�^.:m4437
1t�a�3_h7-13 107?XJd2 OA�6-11-132
n
®Ba�Pe 8 B 6 VBI
TY. 1
NO TES
2Unbalanced roof live loads have been considered for this design.
Yfind: /SCE 7-05; 140mph (3-second gust); h=27ft; TCOL=6.OpO: BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
Lumber DOL-1.33 plate grip DOL=1.33.
3 Provide adequate drainage to prevent water ponding.
4 This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 939 It, uplift at joint 9 and 587
It, uplift at joint 1.
LOAD CASE(S) Standard
33-0-0
2- Q 8-4-15 , 13-0-0 20-0-0 25-2-0 30-4-0 31,-q 0,-0 ,36-0-
—T - I
2-0-0 6-4-15 4-7-1 7-0-0 5-2-0 5-2-0 0-8-0 3-0-0
5x6 = 2-0-0
5x8 —
4 5
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
TO ERECTION CONTRACTOR
TYPE: H13A
To
1C 0.58
ortt n �we) V L/d
vmtcW -0.17 5-17 >BBB 360
PLATES GRIP
1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better
wws u: o
,vrxx(miLN(iL) o:ie "-'o >7% z%
24a
AS20 246/19s
AS18H 246/195
hot -di ped galvani2ed steel.
Connector are applied to both faces of truss at each joint. Where
(Ycbi:)
WuN(l!a 0.171.-14 >G99
LOADING
GATE: 19 Mar 2010
z. plates
dimensions are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (o).
3. CC4ttiing ono fabri att1 shall be actom lished using equipment producing snug
fitting anc fupSy embedded plates.
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
Version: IO.Ia
TRUSS
joints
4. Unless oherwise noted, compression top chord to be continuously braced by the
roof sheathing.
LwnlNc ttpefl SPACING 2-0-0
§0.6
1,25
COMPANIES
s. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing plan for the roof structure or as a plan
TCLL Plaleslncrease .00
TOOL 10.0 Lumber lncrea.e 1.25
RumresFBC2007/iP120002
Scot
s Highway
2590 N. Kings B Y
for the attachment of the roof to the building.
CAUTION:
Trusses can be dangerous and can cause damage and persogqal injury if imuuro erly
tlrawing is NOT EREC�ION
too
Fort Pierce, FI.34951
handled installed and/or braced. Bracing shown on this
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street
Telephone: (703) 683-1010. E-mail: infoEtpinst.org
•
Suite 312, Alexandria VA 22314.
Read all manufacture's WARNINGS enclosed with d rawing package.
ARCE ENGINEERING
`liis�ic ='4, es 8932
QTY.
LUMBER
TC 2 X 4 SYP No.2 *Except- T1 2 X 6 SYP No.2, T4 2 X 6 SYP No.2
Sc 2 X 4 SYP No.2 •Except• F1 2 X 4 SYP No.3
BRACING ,0 Q ••. �m
TOP CHORD O t rqI �d sheothin irectly 11p rd3-3-9
O &� s\ a °�
P I� !
BOT CHORa• tsf deging diree dme raer
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 140mph (3—second gust); h-27ft; TCOL-6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low—rise);
Lumber DOL-1.33 plate grip DOL=1.33.
WB 2 X 4 SYP No.3
3 Provide odequale drainage to prevent water ponding.
WEDGE
Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3
^ ' 'a
0
,,.
4 This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads.
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 913 It, uplift at joint 10 and
1 —Ply
REACTIONS (Ib/size) 10-1514 0-8-0, 1-1294/Mechanical
Max Horz 1--332(LC 3)
a
�'
" a
S63 It, uplift of Joint i.
Max Uplift 10--913(LC 6). 1=-563(LC 5)
O ` _
• ` r f ea
LOAD CASE(S) Standard
FORCES (Ib) — First Load Case Only
TOP CHORD 1-2--1766, 2-3=-1555, 3-4=-1796. 4-5=-1761. 5-6=-1761,
r • /�
r • `�_ ki • b e
6-7= 175 8=�,2850, 8-9-- ffM, 9-10=�7�'78, 1 e36
bJy2 5�
BOT CHORD 1-19-1567, 18-19-1511. 17-18-1457. 16-17-1586, 15-16-2061. 14-15— 13-1e4-1643, T9-13�1531
WEBS 2-19--207, 3-19--535. 3-18-412. 4-18-430, 4-17-426, 5-17--344, 6—ti�249y;(6-1§-454, 7 =],6c590 zP,��� 14=1094.
8-13--805, 9-12=53
o,A�g%leeVN\'i�0
�®gp+gAY
.
99980�
33-0-0
�2=0—Q 7-6-0 11 1-0=0 1 15-6-0 22-0-0 1 26-2-0 1 30-4-031,-9-0 , 36-0-0 ,
2-0-0 5-6-0 3-6-0 5-6-0 5-6-0 4-2-0 4-2-0 0-8-0 3-0-0
5x4 = 2-0-0
1 x4 I I 4x7
4.00
cc
I
� d
I I
5x4 = 19 5x5 3x8 = 3x4 = 3x4 = 5x5 z:z 13 12
3x9 II 5x7 5x5 ; 5x4
6.00 ri 2 I I
1x4 II 3x9
1x4 II 1x4 II
1x4 II 31-0-0
7-6-0 9-6-9 16-6-0 22-0-0 28-4-0 �0-4—Q �3-0—Q
7-6-0 2-0-0 7-0-0 5-6-0 6-4-0 2-0-0 2-0-0
0-8-0
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
i. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot'dippad gal Vani zed steel.
z. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
TO ERECTION CONTRACTOR
TYPE: H11A
csl oErL a 0«) I/den 1/d PLATES GRIP
TC 0.58 verlc -0.11 17 >99e afi0
Be o.eo vaa(n�—0.szn-18 >998 zoo Aszo z46/1es
we 0.50 If..(1L) a.18 to n/a /a A916H 246/195
(ved.) Wnd(LL) 0.17 17-19 >v9v i40
LOADING
DATE: 19 Mar 2010
SOUTHERN
indicated by circles (o).
3. Cutting and fabri atipp shall be accomplished using equipment producing snug
fu 7 embedded
Version: l0.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
fitting Dints andr plates.
4. Unless 0liherwise noted, compression top chord to be continuously braced by the
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
LOADING (pan SPACING z—o-o
TCLL 20.0 Plates increase 1.00
COMPANIES
y��7�IDdi�Y�ES
member and is not intended as a bracing plan for the roof structure or as a plan
TCOL 10.0 Lumber Increase 1.25
BCLL 0.0 Rep St ese lncr YES
for the attachment of the roof to the building.
CAUTION:
BCDL 10.0 code FBC2007/rP12002
2590 N. Kings Highway
Trusses can be daangerous and can causee damage and persGgal injury if imppro erly
handled installetl braced. Bracing shown on this drawing is NOT EREC�ION
Fort Pierce, F1.34951
and/or
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
( 772)464-4160 Fax:(772)318-OO15
COMPONENT SAFETY INFORMATION. Guide t0 good ppractice for handling installing
located 218 North Lee Street
c(3
of metal plate connected wood trusses'. TPI is at:
Suite 312, Alexandria VA 22314. Telephone: (703) 683 1010. E-mail: info@tpinst.org
Read all manufacture's WARNINGS enclosed with drawing package.
ARCE ENGINEERING tip� I Jg '#Omes 8932 Q� 1
LUMBER BRACING 0 • (l 1 j0 NOTES
TC 2 X 4 SIP Not *Except* T1 2 X 6 SYP No.2, T4 2 X 6 SYP No.2 TOP CHORD v S�cturnl blyd'sh .thin dir..ufgp ec. 1)) Unbalanced roof live loads have been considered for this design.
BC 2 % 4 SYP No.2 •Except• F1 2 X 4 SYP No.3 ® t9411c purlins.. 1: 2) Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL=6.0psf; BCDL-6.0psf; Category 11; Exp C; enclosed; MWFRS (low-rise);
WB 2 X 4 SYP No.3 BOT CHORD igjel e�l` ing dine ctl p e r tp oc, Lumber DOL=1.33 plot. grip DOL=1.33.
WEDGE r'1,rv9 77' m 3 Provide adequate drainage to prevent water ponding.
Left• 2 X 4 SYP No.3, Right• 2 X 4 SYP No.3 WEBS%�-%1849,
1 R at id 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
1 -Ply 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 881 lb uplift at joint 9 and 646
REAO)IONS (Ib/size) 9-1511/0-8-0. 1-1291/Mechanical c (n Ib uplift at joint 1.
Max Horz 1=-259 LC 3 "r-r� a LOAD CASE(S) Standard
Max Uplift 9=-881�LC fi3, 1� 646(LC 4) / m
FORCES (Ib) - First Load Case Only TOP CHORD 1-2--1824, 2-3=-1651, 3-4--1947, 4-5=-1817, 5-6--2255, 6-7= 8-9= 9-10= : SOT CHORD 1-17-1603. 16-17-1604. 15-16-2338. 14-15-1839, 13-14-1 B39, 1211-12-1601, rBj- 1=1583 �( O
WEBS 2-17--166. 3-17--603, 3-16-577, 4-16-674, 5-16--610, 5-15--165, 613-10
A w O®
O
VoMB°��,,0
33-0-0
0 0 7-6-0 -0- 16-5-7 , 24-0-0 30-4-0 31 9-0 1
2-0-0 5-6-0 1-6-0 7-5-7 7-6-9 6-4-0 0-8-0 3-0-0
2-0-0
4x7
3x4 =
4.00
I
I
o�
5x4 = 17 5x8 7::: 3x4 = 3x4 = 5x5 z� 12 11
3x9 II 5x7 _ 5x5 = 5x4
6.00 3x9 II
1x4 II
2x4 I I 1 x4 11
1x4 II
31-0-0
7-6-0 ,9-6-0, 18-11-0 28-4-0 f30-4-Q �3-0-Q
F
7-6-0 2-0-0 9-5-0 9-5-0 2-0-0 2-0-0
0-8-0
50 zz
OF THIS TRUSS DESIGN
TO ERECTION CONTRACTOR
TYPE: H9A
PLATE: AUTOMATIC STAMPING
FURNISH A COPY
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
DEFL In (1ac) I/den L/d PLATES GRIP
1C 0.68 V.rltW-0.1613-15 >999 360
t. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
Be 0.77 vert(1L) -0se13-1s >fi9s 2w A520 246/195
ws 0.41 He,�r�L 0.21 9 a/e a/e A51BH 246/195
hot -dipped galvanized steel.
Connector are applied to both faces of truss at each joint, Where
(ue6x) wue(i oa3 13 1s >999 240
LOADING
DATE: 19 Mar 2010
a. plates
dimensions are not shown, plates are symmetrically placed about joint or as
CRITERIA: ANSI/TPI 1 2002 (MATRIX)
SOUTHERN
indicated by circles (o).
3. Cutt1n9 an fabri att1 pII shall be accamplished using equipment producing snug
fitting oints ancd fully embedded plates.
Version: l0.la
TRUSS
4. Unless o herwise noted, compression top chord to be continuously braced by the
roof sheathing.
LOADING (psf) SPACING 2-0-0
Plaleslnareaee 1.25
®��L�i�O�C.S
6. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing plan far the roof structure or as a plan
the to the building.
TCLL 20.o
Rep Slree YES
BcU_TCDL 10:0 Lumbar lneIrcrreaea YES
BCDL
for the attachment of roof
CAUTION:
0.0
FBC2
BCDL 10.0 Code FBC2007/rPI2002
2590 N. Kings Highway
B @ y
Trusses can be dangerous and cAn cause damage and oersDnal injury if im roperly
installed or brace.. Bracing shown on this drawing is NOT ERECTION
Fort Pierce, F1.34951
handled and
BRACING. Refer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
Li
(772)464AI60 Fax:(772)31B-DDl5
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
ps located at: 218 North Lee Street
(t
r
of metal plate connected wood trusses'. TPI
Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinstcka,arg
Read all manufacture's WARNINGS enclosed with drawl n ae.
t
ARCE ENGINEERING tie`` Al _MMa;J,�sft.-Homes
LUMBER BRACING O�'e ^ •(� 1 -1 '•c�P
TC 2 X 4 SYP SS *Except* T1 2 X 6 SYP No.2, T5 2 X 6 SYP No.2 TOP CHORD a-�r,7'cturai;pd•4heat�n dlrectryo.p -6-
SC 2 X 4 SYP No.2 •Except` B3 2 X 6 SYP No.2, B4 2 X 4 SYP SS, B2 2 X 4 SYP SS O ``aa��'PYni^
WB 2 X 4 SYP No.3 SOT CHORD% rigid Ing direct) �I or 3 15 oe
WEDGE (�yr�Fynj' • i1• ••
WEBS
LLeft:2 X 4 SYP No.3, Right-2 X 6 SYP No.2 �'1 Riot id
1-Ply
REACTIONS (Ib/size) 11-2485/0-8-0, 1-2273/0-8-0
Max Harz 1=-188(LC 3)
Max Uplift 11=-1975(LC 4). 1=-1725(LC 4) 0 m
FORCES (lb) - First Load Case Only o • ^ • T
TOP CHORD 1-2--3569, 2-3=-3714, 3-22-0. 22-23=0, 4-23=0, 4-24=0, 5-24-0, 5 , 2S� 26=0, 6-26 -27=0, J�2�
7-29-0.8-29-0.8-9--5846,9-10--3715, 10-11--3705, 11-12-36 0
BOT CHORD 1-21 -2974. 21-30-4639. 30-31-4639. 20-31-4639. 19-20-4639. 19-32- 8, 3y 3'y=4639, 33-3146 8w3 40fp
17-18-5459, 17-35-5830, 16-35=5829, 16-36-4270, 15-36-4270, 14-15- '79-14g3051, 1
WEBS 2-21-272, 3-21-1422, 4-21--1707, 4-19-174, 4-18-476, 6-18--247 , 6-1`4:a235& f`s-.l j • @, �,ro�A-•1405,
10-13=-75, 7-17=706. 7-16=-1282, 8-16=1487
�®BBIA➢ BBI�BI`999
4.00
I
I
0
1
NOTES
1) Unbalanced roof Ilve loads have been considered for this design.
2 Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL=6.Opsf; BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (law -rise);
Lumber DOL-1.33 plate grip DOL-1.33.
3 Provide adequate drainage to prevent water pending.
4 This Wes has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads.
5 All plates are A52' plates unless otherwise indicated.
6 Provide mechanicol connection (by others) of truss to bearing plate capable of withstanding 1975 lb uplift at joint 11 and
1725 lb uplift at joint 1.
LOAD CASE(S) Standard
1) Regular. Lumber Increase-1.25, Plate Increase=1.00
Uniform Loads (plf)
Yert 1-2=-60,2-3=-60,3-8--60,8-10= 60,10-12=-60,1-18=-20,17-15=-20,15-17=-20, 14-15=-20, 11-14=-20
Concentrated Loads (b) )) _ _ _ _
27- 3131(B)(288-131(B) 29- 1(31(B) 3--46(B) 31 —46(B) 328- 46(B) 33, -46(B) 334- 46(B) 35 5-3(B)(36 6-116(B)
33-0-0
2-0-0 7-0-0 12-4-8 1 17-9-0 21-10-0 1 26-0-0 1 30-4-0 3120-0 36-0::
2-0-0 5-0-0 5-4-8 5-4-8 4-1-0 4-2-0 4-4-0 0-8-0 3-0-0
2-0-0
4x8 AS18H 4x8 = 10x10 AS18H
7.00 FfT 3x8 AS18H — 5x4 - 3x4 —
3 Ti 4 5 6 14 7 8
I
I
d. o
7x6 — 1/ 3x5 - 6-6
21 20 19 18 14 13
4x8 - 4x8 AS18H — 5x10 AS18H 5x5 z- 6x7 —
6.00 11 3x10 II
1x4 II 10x10 AS18H
1x4 II
31-0-0
7-0-0 12-4-8 17-9-0 119-9-0 23-11-0 28-4-0 30-4-(l 33-0-0
1
7-0-0 5-4-8 ,5-4-8 2-0-0 4-2-0 ,4-5-0 2-0-0 2-0-0
0-8-0
3x6
3 IN4 W , 5x5
T
1
W1
9
:5x5
2
10
11
W5
c
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOF
A99fth .
SOUTHERN
TRUSS
(COMPANIES
2590 N. Kings Highway
Fort Pierce, Fl. 34951
(772)4644160 Fax:(772)318-0015
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better
hot-diuped alvanized steel.
z. Connector pates are applied to bath faces of truss at each joint. Where
dimensions
bare
not shown,
plates are symmetrically placed about joint or as
indicated 3. Cutting n� fabric5ad tiy? shall be accomplished using equipment producing snug
fittng o nts an fu y embed ed plates.
4. Unless o herwise noted, compression top chord to be continuously braced by the
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracin Mnor the roof structure or as a plan
for the attachment of the roof to the �ullding.
Trusses can be dangerous nd can cause damage and uersogqal injury if impp[[o erly
handled installed and/or sraced. Bracing shown on this tlrawing is NOT ENECpfION
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal plate copnected wood trusses'. TPI 1s located at: 218 North Lee Street
Suite 3 Z, Alexandria VA 22314. Telephone: (7031 683-1010. E-mainfo@tpinst.or
Read ail manufacture's WARNINGS enclosed with drawingil: package
TYPE: H7A
csI
1a 0.98
Bc t.Do
we 0.77
("A.)
p3i In(Ioc) I""
vem(L9 —0.81 +7 >veY
vmt(TL)—a.e116—T7 >47fi
Hors((RR..)) 0.36 11
W d(tu 0.67 16-17 >676
Ud
'I"
2io
240
PLATES GRIP
AS20 246/195
AS1BH 246/195
LOADING
DATE: 19 Mar 2010
Version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
LOADING (pd)
SPACING 2-0-0
TCLL 20.0
Plates lnereoee 1.00
TCDL 10.0
Lumber lncreaae 1.25
BCLL 0.0
Rep Stmes lner NO
BCDL 10.0
Code F802007/TPI2002
13
ARCE ENGINEERING °° l ,s° 0^4
6gies
LUMBER BRACING �® •� O(� �' 'ps
TC 2 X 6 SYP No.2 *Except* T2 2 X 4 SYP No.2, T2 2 X 4 SYP No.2 TOP CHORD O sAvyclllppp��tQl 1�od'sheathin directly%p 8'oem
p O17.jc pur6ns.
BC 2 X 6 SYP No.2 iiippp���
WB 2 X 4 SYP No.3 BOT CHORa� - gig ng direc r (bat braamg.
y ` +'J 7:
REACnoNS (Ib/size) 1-7098/0-8-0, 7-7629/0-8-0 n
s ` J �
Max Uplift
1-209(LC 4� ^ e (n
Max Uplift 1--3776(L 5), 7--4491(LC 6)
FORCES (lb) - First Load Case Only �
TOP CHORD 1-2=-9144.2-3=-9068,3-4--6008. 4-5=-5983, 5-6--8622, 6-7= 8 ^ •1/ s
BOT CHORD 1-11=7892,10-11-7692,10-12-6907,9-12=6907,9-13=6706, 8-13=6766, 14=7643. 7-14-764 a
WEBS 2-10= 78, 3-10=3220. 3-9=-2277, 4-9=5886. 5-9--2005, 5-8=2657. 6� 0� • C>
qv �^ • ��®
. • \ e
ee 3 Sr1:�\ 0`
Ve o a e ►' ®®'e
2-0-0 5-2-0 8-4-0
2-0-0 3-2-0 3-2-0
PLATE: AUTOMATIC STAMPING
SEALING C
1. Connector
hot -di ped
z. Connector
dimensions
indicated
SOUTHEM
3. Cutting an
fitting jo
h
TRUSS
4. Unless o
roof sheet
Qp++ w�/p //�� pp����
CO�tl PAMES
6, memberrand
for the at
2590 N. Kings Highway
Trusses a
Fort Pierce, FI.34951
handled �n
(772)464-4160 Fax:(772)318-0015
BRACING. R
COMPONENT
of metal p
•
Suite 312.
Reed all rn
NOTES
1) 2-ply truss to be connected together with 10d (0.131 •x37 nails as follows:
Tap chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oe. 2 X 4 - 1 row
at 0-9-0 cc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-6-0 oc.
Webs connected as follows: 2 X 4 - 1 row at C-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S)
section. Ply to ply connections have been provided to distribute only loads noted as (F) or (a), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCOL-6.0psf; BCDL-6.Opsf; Category 11; Exp C; enclosed; MWFRS (low-rise);
Lumber DOL-1.33 plate grip DOL-1.33.
5) This Was has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3776 lb uplift at joint 1 and
4491 lb uplift at joint 7.
LOAD CASE(S) Standard
1) Regular. Lumber Increase-1.25. Plate Increase-1.00
Uniform Loads (pif)
Vert 1-2--60, 2-4=-60, 4-6--60, 6-7--60, 1-7--20
Concentrated Loads (lb)
Vert: 1--1527(F) 7=-2253(F) 10=-1527(F) 9--1271(F) 8=-1274(F) 11=-1527(F) 12--1527(F) 13=-1271(F) 14=-1271(F)
11-6-0 14-8-0. 16-8-0
3-2-0 3-2-0 2-0-0
4x4 11
4
7x6 = 7x8 = 7x6
4-3-12 -8-4-0
4-3-12 4-0-4
12-4-4
4-0-4
FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CO
F TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
later are fabricated from 20'gauge ASTM A6531653M Grade A or better
7alvanized steel.
ates are applied to both faces of truss at each joint. Where
are not shown, plates are symmetrically placed about joint or as
y circles (o).
fabritatiup shall be ac omplished using equipment producing snug
nts and fully embedded plates.
rwise noted, compression top chord to be continuously braced by the
ing.
nt structural restraint shown is to prevent buckling of individual truss
isnotachmentintend f thdroofatarthenbupldingor the roof structure or as a plan
CAUTION:
be d ngerous and can cause damage and erso al injury if imppra erly
talled and/or braced. Bracing shown on this drawing is NOT ERECpfION
fer to the Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
AFETY INFORMATION._ Guide to good practice for.handling installing
org
16-8-0
4-3-12
Cs1
1c 0.s7
ec N
we 0.96
(maim)
LOADING
TYPE: GT5-2P1
DEFL m (too) I/daa L/d PLATES GRIP
v.,& -0.09 9-10 >900 360
veA((17LL) -0.22 9-10 >e64 240 AS20 246/195
14. ) 0.07 7 /e /a A916H 246/195
W.M( 0.15 9-10 >999 240
GATE: 19 Mar 2010
rnr 1_oan1 fmATarv1 Version: 10.1a
LOADING (psi) SPACING 2-0-0
TCLL 0.0 Plates Inereaee 1.00
TCDL 10.0 Lumber Inc.... 1.25
BCLL 0.0 Rep Straw Incr NO
SCOL 10.0 Code FBC2007/TP12002
affil
ARCE ENGINEERING
o%t
es
.2
r
a
LUMBER
TC 2 X 6 SYP No.2 •Except` T2 2 X 4 SYP No.2, T2 2 X 4 SIP No.2
BC 2 X 4 SYP No.2
W8 2 X 4 SYP No.3
WEDGE
Left: 2 X 4 SYP No.3, Right* 2 X 4 SYP No.3
1 — Ply
REACTIONS (lb/size) 2-IM/0-8-0, 6-840/0-8-0
Max Harz 2-177(LC 5)
Max Uplift 2671 5). 6--671(LC 6)
FORCES (lb) — First Load Ccse Only
TOP CHORD 1-2-12, 2-3--522, 3-4--426, 4-5=-376, 5-6--755, 6-7-36
SOT CHORD 2-8-445, 6-8-645
WEBS 3-8--41, 4-8-207. 5-8--244
-3-0-0
3-0-0
BRACING
TOP CHORD. $Qaffctg/bI oNAheSt direcU)b� a4�6-0.
0 rhr,n s
BOT CHORD. Q�ig Ing di or 1 — a0 ocy. d,
21
•s �6�
OVA ,•. � �51��t�:•_ ®O
o-�ri
2-0-0 8-4-0
2-0-0 6-4-0
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-0-05; 140mph (3—second gust); h-27ft; TCOL-6.Opsh, BCDL-6.Opsi; Category II; Exp C; enclosed; MWFRS (low—rise);
Lumber DOL-1.33 plate grip DOL-1.33.
3 This truss has been designed for a 10.0 psf bottom chord live load nonconcummnt with any other live loads.
4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 671 Ib uplift at joint 2 and 671
lb uplift at joint 6. '
LOAD CASE(S) Standard
5x4 II
4
14-8-0 16-8-0 , 19-8-0
6-4-0 2-0-0 3-0-0
N
V^
3x9 5x8 = 3x9 11
II
2-0-0 8-4-0 1 14-8-0 16-8-0
2-0-0 6-4-0 6-4-0 2-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -di ped galvanized steel.
z. Connector plates are applied to both faces of truss at each joint. Where
Aftubh
dimensions are not shown, plates are symmetrically placed about joint or as
-4
SOUTHERN
indicated by circles (o).
a. Cpttjng 4n¢ gpabrivti?n shall be accomplished using equipment producing snug
fitting oints and fully embedded plates.
a. Unless o�herwise noted, compression top chord to be continuously braced by the
�,�IJS�
roof sheathing.
s. The permanent structural restraint shown is. to prevent buckling of individual truss
�� p��' ES
COMPANIES
member and is not intended as a bracing plan for the roof structure or as a plan
for the attachment of the roof to the building.
CAUTION:
2590 N. Kings Highway
B 8 Y
Trusses can be dangerous and can caus0 damage and 7ersogal injury if improperly
this drawing is NOT ERECTION
Fort Pierce, F1.34951
handled installed and/or braced Bracing shown on
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
(772)464-4160 FaX:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street
Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: info@tpinst.org
Read all manufacture's WARNINGS enclosed with drawing ac!2 e.
N CONTRACTOR
CSI
DER In (xc)
I/den
0.39
"
vent
>999
BBC
wB 0.44
--00.1144
Fors((iiLL)) 0.02 6
/a
(yaldx)
wL,d(l1) —0.04 2-8
>999
LOADING
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
LOADING (per)
SPACING
2—o-0
TCLL 20.0
Plates Increase
1.00
TCOL 10.0
Lumber Increase
1.25
BCLL 0.0
Rep Stress Iner
YES
BCDL 10.0
CoFBC2DO7/TP12002
de
TYPE: T5
sw PLATES GRIP
240 AS20 246/195
4b° ASISH 246/195
DATE: 19 Mar 2010
Version: l0.1a
ARCE ENGINEERING ,o`` ��1J9fils es 8932 QTY. 1
LUMBER BRACING i 1 j0 NOTES
TC 2 X 4 SYP No.2 -Except- T1 2 X 6 SYP No.2, TI 2 X 6 SIP Not ; TOP CHORDctural v6o(1 sheathi di-Af a �6-0-0 1)) Unbalanced roof live loads have been considered for this design.
.SC 2 X 4 SYP Na.2 O pyn� ® 2) Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL=6.Opsh BCDL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
WEDGE 4 SYP No.3 BOT CHOfJ �f�ltl ©fling directlNo
''-,0 0_ q a. Lumber DOL-1.33 plate grip DOL-1.33.
7i s 3 Provide adequate drainage to prevent water ponding.
�j "�" 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Left: 2 X 4 SYP No.3, Right: 2 X 4 Sr? No.3 : 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 657 lb uplift at joint 2 and 657
1 - Ply
REACTIONS (lb/size) 2=840/0-8-0, 8-840/0-8-0 • ^• lb uplift at Joint 8.
Max Hoa 2=157(LC 5) • _a
Max Uplift 2=-657(LC s), 8--657(LC 6) LOAD CASES) Standard
FORCES (lb) - First Load Case Only o
TOP CHORD 1-2=12. 2-3--541, 3-4--507, 4-5--472, 5-6=-472, 6-7--479, 7-8=-A� •90 36 6tv� O
SOT CHORD 2-10-449, 8-10-628 ••• !
WEBS 5-10-181, 3-1r
0-23.7-10m-159 3 , • '/
V N� 90
-3-0-0 2-0-0 1 7-0-0 8-4-0 9-8-0 14-8-0 16-8-0 19-8-0
3-0-0 2-0-0 5-0-0 1-4-0 1-4-0 5-0-0 2-0-0 3-0-0
I
I
I I �
I I
11
3x4 =
1x4 II 3x4 =
7 nn 4 5 6
3x9 II 5x8 - 3x9 II
8-4-0
16-8-0
8-4-0
PLATE: AUTOMATIC STAMPING
FURNISH A COPY OF THIS TRUSS DESIGN
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -dipped galvanized steel.
2. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown plates are symmetrically placed about joint or as
TO ERECTION CONTRACTOR
TYPE: H7E
Cst Dt>t 1n 0-) '/de0 L/d PLATES GRIP
1a O,eB v,,t(�y7 -0.oe 2-10 >B9B 360
ec ose v ) -0.1s 2-10 >eBe 24o AS20 249/19s
(M o.4s 1w:((nn) 0.02 a /e /e �1� 246/1ss
(uaw) W�do -0.04 2-10 >999 i4o
LOADING
DATE: 19 Mar 2010
SOUTHERN
indicated by circles (0).
3. Cutting and fabriccattluup shall be accomplished using equipment producing snug
fully
Version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
fitting joints ana embedded plates.
4. Unless oherwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
s. The permanent structural restraint shown is to prevent buckling of individual truss
LOADIwc (psi) saaclwc 2 O a
TCLL 20.o Platalnereaee 1.00
Ci®Gr1�NYtl��•7
member and is not intended as a bracing plan for the roof structure or as a plan
TCDL 10.0 Lumber lncroa•e I.2s
BCDL Rep St-FBC2 YES
for the attachment of the roof to the building.
ecDL 1a.a ceae Fi1c2oo7/rnzoo2
0.0
CAUTION'
2590 N. Kings Highway
Trusses can be dangerous and can causee damage and verso al injury if imuperly
�rawing is NOT ERECTION
Fart Pierce, F1.34951
handled installed and/or braced. Bracing shown on this
BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
G
of metal plate connected xeod trusses'. TPI 1s located at: 218 North Lee Street
(7031 683-1010. E-mail: infoEltpinst.org
l
Suite 312. Alexandria YA 22314. Telephone:
Read all manufacture's WARNINGS enclosed with drawin package.
ARCE ENGINEERING tio�` `� es 8932 QT'• 'I
LUMBER BRACING ��' n `� -! �'. NOTES
TO 2 X 4 SIP No.2 *Except* Ti 2 X 6 SIP No.2, T1 2 X 6 SIP No.2 TOP CHORD: $$��{p+c`yPol shea directip� ' �F 1 Unbalanced roof live loads have been considered for this design.
BC 2 x 4 SYP No.2�1] too purlins. ! 2 Wind: ASCE 7-05• 140mph (3-second gust); h=27ft; TCDL=6.Opsf; BCOL=6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
WB 2 X 4 SYP No.3 SOT CHOR.Br I Fueling direc lsp' d or : c brdlPyylg. Lumbar DOL=1.33 plate grip DOL=1.3J.
WEDGE �, w 3 Provide adequate drainage to prevent water ponding.
Left- 2 X 4 SYP No.3, Right_ 2 X 4 SYP No.3 _ : a, 4 This truss has been designed for a 10.0 pef bottom chord live Toad nonconcument with any other live loads.
1 - Ply 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 957 lb uplift at joint 2 and 951
REACTIONS (lb/size) 2-993/0-8-0. 8=993/0-8-0 (� a lb uplift at joint 8.
LOAD CASEStandard
Max Hors 2=126(LC 5) 9 a (S )
� 1) Regular. Lumber Increase-1.25, Plate Increase-1.00
Max Uplift 2=-957(LC 5), 8=-951(LC 4) O
� � n ; i)'J " Uniform Loads (pit)
FORCES D -First Load Case Only �{r�1 m Vert; 1-3=-60, J-4--60, 4-6--60, 6-7--60, 7-9=-60, 2-8=-20
TOP CHORD 1-rst2-12.Load
d Case 29, 3-4=-961, 4-13=0, 5-13=-863, 5-14=0, 6-14=0, b�aW 71•, 7-8=-993, (}-Qpv36 ' Concentnrted Loads (lb)
SOT CHORD 2-12-753, 12-15-1022, 15-16-1022. 16-17-1022, 11-17-102Z 10-11- , 8-fQ-774 C>Vv �� �`o Vert: 4=-6fi(� 6=-66(Fy 12=-39(F� 5=-28(� 10=-39(� 13=-28(F� 14=-28(t7 15=-4(� 16=-4(� 17=-4(�
WEBS 3-12-102,4-12-276,5-12--214, 5-10--170, 6-10-232. 7-10-117 S
0 •,e
'm 6' e ®�
7BP VAAi4EBB
- -
-3-0-0 2-0-0 5-0-0 8-4-0 11-8-0 14 8 0 16-8-0 1 19-8-0 �
3-0-0 2-0-0 3-0-0 3-4-0 3-4-0 3-0-0 2-0-0 3-0-0
PLATE: AUTOMATIC ST
SOUTHERN
TRUSS
COMPANIES
2590 N. Kings Highway
Fort Pierce, FI. 34951
(772)4644160 Fax:(772)318-0015
7.00 12
4x4 =
4
3x4 -
5
4x4
6
'A, -
3x9 II 3x8 = 3x4 = 3x8 = 3x9 II
5=0-0 11-8-0 16-8-0
5-0-0 6-8-0 5-0-0
WING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONI
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -dipped alvanized steel.
a. Connector plates are applied to bath faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
indicates by circles (o).
3, Cuttiing nd ffabricat* shall be accomplished using equipment producing snug
fitting Jalnts and fu?Sy embedded plates.
4. Unless o herwise noted, compression top chard to be continuously braced by the
roof sheathing.
5. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing plan for the roof structure or as a plan
for the attachment of the roof to the uilding.
CAUTION:
Trusses can he danaerous and Can cause damaoe and Dersonal injury if improperly
: Cl,, nurLn Lee 3Lre L
0eY1(703)OC8Lea0aL
: . E-mail: infoLtpinst.org
3 enclosed with drawing package.
I
I
rn
I
R
TYPE: H5E
Csl
DELL
10 (I-) I/den
1/d
PLATES GRIP
TC 0.66
BC 0.54
vwtm
vM
-0.0610-12 >YBB
-0.1910-12 >990
360
240
AS20 246/195
we 0.15
Hors(iL)
0.0] a /9
/a
ASISH 246/195
(W.VO
Wwd(LL)
0.05 10-12 >999
240
LOADING
DATE: 19 Mar 2010
rn rrrnr A. Aurr lro, ,_anon lYA7a iYl
Version: 10.1a
LOADING (psf) SPACING 2-0-0
TCLL 20.0 Plot- Inereaae 1.00
TCDL 10.0 Lumber Inenaee 1.25
BCLL 0.0 Rep Stye- Iner NO
BCDL 10.0 Code FBC2D07/TPl2002
C(9
FARCE ENGINEERING r-Hbynes (8932) QTY. 5 �
LUMBER BRACING � , ' q 1 J ' • CY % 1''
TC 2 X 6 SYP No.2 •Except• T2 2 X 4 SYP No.2 TOP CHORD yetural�a7Y heaths directlyg IrP6-0-0
Be 2 X 4 SYP No.2 o IwHi^ m
WB 2 X 4 SW No.3 GOT CHOF(� igltl ling dircc or =,0 or, Q,
SLIDER Latt 2 % 4 SIP No.3 2-6-0 ., }rip nng. 73' r
Y m
REACTIONS (lb/size) 6=103/Mechanical, 2-661/0-11-5. 7-233/Mechanical S.,
• e C a
Max Holz 6--14 LC 5)
Max Uplift 6=-146(LC 5), 2661(LC(LC 5), 7=-180 LC 4) ` a
Max Crav, 6=103(LC 1), 2=661(LC 1), 7=307(LC 2S O
FORCES (Ib) - First Load Case Only TOP CHORD 1-2-12. 2-3=0, 3-4--300, 4-11=0, 5-11=-269, 5-12=0, 6-12=17 BOT CHORD 2-10:272, 10-13-273. 9-13-273, 9-14-273. 8-14-273, 7-8-0 `j �c)
WEBS 4-10�6. 5-9=95, 5-8=-342 ' •• w\ .•00
s®oy®ra3 ao9e�o
-4-2-15 2-9-15
NOTES
1) Unbalanced roof live loads have been considered for this design.
2 Wind: ASCE 7-05; 140mph (3-second gust); h-27ft; TCDL-6.Opsf; BCDL-6.Opsf; Category It: Exp C; enclosed; MWfRS (low-rise);
Lumber DOL=1.33 plate grip DOL-1.33.
3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 6, 706 It,
uplift at Joint 2 and 180 lb uplift at joint 7.
5) Hanger(s) or other connection dev;ce(s) shall be provided sufficient to support concentrated load(s) 19 lb down and 32 lb up
at 4-4-0, 19 lb down and 32 lb up at 4-4-0. and 68 lb down and 91 lb up at 7-1-IS. and 68 lb down and 91 lb up at 7-1-15
an top chord. and 18 lb up at 4-4-0. 18 lb up at 4-4-0. and 45 lb down at 7-1-15. and 45 Ib down at 7-1-15 on bottom
chord. The design/selection of such connection device(s) is the responsibility of others.
6) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
LOAD CASE(S) Standard
1) Regular. Lumber Increase-1.25, Plate Increase-1.00
Uniform Leads (plf)
Vert: 1-4--60, 4-6--60, 2-7--20
Concentrated Loads (lb)
Vert: 11-64(F-32, 8=32) 12=-56(F--28, B=-26) 13-36(F-18, 8=18) 14=-7(F--4, B=-4)
6-1-14
9-9-5
4-2-15 2-9-15 3-3-15 3-7-7
1 X4 11 1 x4 11 3x4 =
2- 9-15 6-1-14 9-9-5
2-9-15 3-3-15 3-7-7
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: CJ7
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
cs
1a a.ee
DM 1^ 1') '/e•n V°
v -0.02 10 >gae asa
PLATES GRIP
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -dipped steel.
Be o2e
we 0.14
v -a.o7 10 >css 24o
Hors(1L) 0.01 7 /e n/e
>M
.1. 2411/195
AS18H 246/195
galvanized
z. Connector plates are applied to both faces of truss at each joint. Where
(uabi.)
f.WN -0.05 10 240
LOADING
DATE: 19 Mar 2019
dimensions are not shown, plates are symmetrically placed about joint or as
SOUTHERN
indicated by circles (o).
3. Cutting atio fabritatti pp shall be accomplished using equipment producing snug
fuQly
Version: 1O.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
fitting joints anrd embedded plates.
a. Unless oherwise noted, compression top chord to be continuously braced by the
TRUSS
roof sheathing.
LoaolrJc (psfl SPACING 2-0-0
s. The permanent structural restraint shown is to prevent buckling of individual truss
TCLL 20. Plolmineroaee t.oa
CO{IIifPAQV1E5
member and is not intended as a bracing plan for the roof structure or as a plan
TCDL 10.o Lumberlaereaee 1.25
BcIL o.o Rep Sl ese finer NO
for the attachment of the roof to the building.
BCDL 10.0 Code FBC2007/1P12002
2590 N. Kings Highway
CAUTI C�N:
Trus es can bee daangerous and can cause amage and persopal injury if i ppropperly
drawing is NOT �REC7IDN
Fort Pierce, FI.34951
handed installeA and/or braced Bracing shown on this
Truss Plate In(TPI) 'SCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
BRACING. Refer to the publication
COMPONENT SAFETY INFORMATION. Guide to good Dractice for handling installing
ps
of metal plate connected wood trus es'. TPI located at: 218 North Lee Street
Suite 312. Alexandria YA 22314. Te ephone: (703) 683-1010._ E-mail:_info@tpinst.org
ARCE ENGINEERING tip`` �1J�d� is es 8932 QTY. 2
LUMBER BRACING o P 1 J. NOTES
TC 2 X 4 SYP SS •Except• Tt 2 X 6 SYP No.2, T1 2 X fi SYP Na.2 TOP CHORD, J>et1r51 �o sheolhin directly'pp al'>ta2-7-0 1) Unbalanced roof live loads have been considered for this design.
0 p�i1;n�, / 2 Wind: ASCE 7-05: 140mph -second gust); h=27fk TCDL=6.Opsf; BCDL=6.Opsh Category II; Ex C; enclosed; MWFRS (low-rise);
WB 2 X 4 SYP 4 SYP Ss BOT CHOF� ' fligltl foe ling directl r 4j ac pra�Fing. Lumber DOL=1.33 Plata grip D prevent w
WEOCE WEBS a. �I.Ro�v at midnLt . 8+13fi- a 3 Provide adequate drainage to prevent water ponding.
Left• 2 X 6 SYP No.2, Right- 2 X fi SYP No.2 + % 4 This Wes has been designed far a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
1 - Ply "• o 5 All plates are AS20 plates unless otherwise indicated.
REACTIONS (lb/size) 2-2671/0-8-0. 11-2671/0-8-0 .�, _ 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2226 lb uplift at Joint 2 and
Max Hors 2-157(LC 5) 7240 lb uplift at Joint 11.
Mox Uplift 2=-2226 LC 5), 11=-2240(LC 4) �� • m LOAD CASE(S) Standard
^ o m 1) Regular. Lumber increase-1.25, Plate Increase-1.00
FORCES (Ib) - First Load Case Only os • Uniform Loads (plf)
TOP CHORD 1-2=12, 2-3= 3769, 3-4--3987, 4-20=0, 20-21=0, 5-21=-3534, 5-22=Q -2Je 0, Z3-24=,p �4=0, 8-�19,.9 �15-26=0, Vert 1-3=-60, 3-4=-60, 4-9=-60, 9-10=-60, 10-12=-60, 2-11=-20
8-26-0. B-27-0, 27-28-0. 9-28-0. 9-10--4070, 10-11--4007, 11-12- Concentrated Loads (lb)
BOT CHORD 2-19-3111. 19-29-5172, 29-30-5172. 18-30-5172. 17-18-5172. 17-31 �2. 3dr32-5172, 32�3-� ,K5� 3 1�. Vert• 4= 131(F) 7--88(F) 9=-131(F) 19=-258(F) 13=-258(F7 20=-98(F� 21=-98(t7 22=-88(� 23=-88 F) 24=-88(� 25=-88
16-34-5222, 34-35-5222, 35-36=5222, 15-36-5222, 14-15-5222, 14-37- 2, 37 38v`222, 1-GP2�,fi1 1 26--88 F 27--88(F) 28--88(F) 29--46(F) 30--46(F) 31--46(F) 32--46(F) 33--46(F) 34--46(� 35=-46(F) 3fi--46�F
WEBS 4-1911581, 5-19--2046, 5-17-230, 5-16=694, 6-16--560, 8-16=633. 8-1 11�52, B ` ij6 •`<�13s•15 3 1` 75, 10-13-305 37--46 38--46(F)
_ o�sBBO 8Bl�9H1®aO ®'
3 0 012 0 0 7-0-0 12-6-14 1 18-0-0 , 23-5-2 29-0-0 34-0-0 36-0—Q 39-0-0 1
3-0-0 2-0-0 5-0-0 5-6-14 5-5-2 5-5-2 5-6-14 5-0-0 2-0-0 3-0-0
4.00
I
6x8 AS18H i:� 1.5x4 II 6x8 AS18H zzr
7.00 12 4x8 = 4x6 AS18H = 4x8
4 5 z 6 7 8Ta 9
I
6x8 = 19 18 17 16 15 14 13
4x10 II 4x8 = 4x10 AS18H = 3x8 = 1.5x4 II 4x8
1.5x4 II 4x10 AS18H —
12 0 0i 7-0-0 , 12-6-14 18-0-0 1 23-5-2 i 29-0-0 1 34-0-0 36-0-Q
2-0-0 5-0-0 5-6-14 5-5-2 5-5-2 5-6-14 5-0-0 2-0-0
PLATE: AUTOMATIC STAMPING
SEALING OF TRUS!
1. Connector plates are
hot -di ped galvanize
2. Connector plates are
dimensions are not s
e L� we Cinndiicated by circles
SOUTHERN ' fitting iointsbanrdef
TRUSS a. Unless oaherwise not
roof sheathing.
s. The permanent struct
COMPANIES
member and is not in
for the attachment o
2590 N. Kings Highway Trusses can IIdange
Fort Pierce, Fl. 34951 handled insta�led an
(772)464-4160 Fax:(772)318-0015 BRACING. Refer to th
COMPONENT SAFETY INF
FURNISH A COPY OF THIS TRUSS DESIGN TO
DESIGN BASED UPON THESE DESIGN CRITERIA:
ricated from 20 gauge ASTM A653/653M Grade A or better
eel.
lied to bath faces of truss at each joint. Where
plates are symmetrically placed about joint or as
shall be ac omplished using equipment producing snug
embedded plates.
compression top chord to be continuously braced by the
restraint shown is to prevent buckling of individual truss
ed as a bracingA pplan for the roof structure or as a plan
e roof to the building.
cause damage and p rsogal Injury if imppropperly
Bracing shown an tniis drawing is NOT ENEPION
Institute (TPI) publication 'SCSI 2008 BUILDING
de to good ppractice for handling installing
sses'. TPI is located at: 218 North Lee Street
elephone: (703) 663-1010. E-mail: info@tpinst.org
N= enclosed with drawing package,
N CONTRACTOR TYPE: H7
csl
DIEFL
In 0-) I/ded
V1
PLATES GRIP
TC 0.90
Be 0.56
vmt(LL)
Van
—03e 1e >9ea
_039 15-16 >537
7so
240
AS20 240/105
w9 0.58
Hors((11LL))
016 11 /e
/a
,�1 &1 246/195
(W.V.)
wind(Lla
0.64 16 >657
240
LOADING
DATE: 19 Mar 2010
Ca TTcoTA.
AaCT/T.1 1-•nna rNATOTY1
Version: l0.la
LOADING (pet) SPACING 2-D-0
TCLL 20.0 Plates Increase 1.00
TCDL 10.0 Lumber Increase us
BM0.0 Rep Stress Iner NO
BCDL 10.0 Code FBC2DO7/iP12002
E,
ALRCE ENGINEERING ,>o` Iw(4 'Ao es 8932 QTY. 2
LUMBER BRACING v% •' n(Y �' A NOTES
TC 2 X 4 SYP No.2 •Except• T1 2 X 6 SYP No.2, T7 2 X 6 SlP No.2 TOP CHORD ctyfill olf3heotl�n directip� t%3-2-8 1)) Unbalanced roof live loads have been considered for this design.
SC 2 X 4 SYP No.2 0 ��qq,, PyM 'tf• �^ O 2) Wind: ASCE 7-05: 14Omph (3-second gust); h-27ft; TCDL-6.Opsf; BCOL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
WB 2 X 4 SYP No.3 B0T CHORD ^Qiig'xi �LM g diree eJ' or oo brd' g. Lumber DOL=1.33 plate grip DOL=1.33.
WEDGE uJ . ?}' 3)) Provide adequate drainage to prevent water Ponding.
Left: 2 X 4 SYP No.3, RIghL 2 X 4 SYP No.3 > 4) This truss has been designed for a 10.0 paf bottom chord live load noneoncument with any other live loads.
•• 5 Provide mechanical connection (by othem) of truss to bearing plate capable of withstanding 950 lb uplift at joint 2 and 950
1 _Ply
REACTIONS (lb/size) 2=1613/0-8-0, 10-1613/0-8-0 e (f) a. It, uplift at joint 10.
Max Horz 2=-187 LC 6
Max Uplift 2=-950(LC 3). 10=-950(LC 4) 0� : T LOAD CASE(S) Standard
FORCES (lb) - First Load Casa Only • '
TOP CHORD 1-2=12, 2-3=-1852, 3-4--1771, 4-5=-1578, 5-6-0, 6-7=0, 7-8=-172 =-e1871, 9-10r=T, i{, 10-11=156 0
BOT CHORD 2-16:1569, 15-16-2072. 14-15-2072. 13-14-2127, 12-13-2127. 10-12 1 ) � � 0
WEBS 3-16-12. 4-16-756. B-12-680, 9-12--192, 5-16--757, 5-14-157, 7-1 2, T.-o 62300
ID
-0-0,2-0-0, 9-0-0 13-7-2 22-4-4 27-0-0 34-0-0 ,6-0-Q 39-0-0
-3,
3-0-0 2-0-0 7-0-0 4-7-12 8-8-8 4-7-12 7-0-0 2-0-0 3-0-0
5x6 = 3x4 -
5x6 -
3x4 - 3x6
7.00 12 4 5 6 7 8
JX° - 16 15 14 13 12 - -
4x8 II 4xB = 3x6 - 3x4 = 3x6 = 4x8 - 4x8 II
9-0-0
9-0-0
18-0-0
9-0-0
27-0-0
9-0-0
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
SOUTHERN
TRUSS
COMPANIES
2590 N. Kings Highway
Fort Pierce, FI. 34951
(772)464-4160 Fax:(772)318-0015
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A6531653M Grade A or better
hot -di ped alvanized steel.
z. Connector pates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
indicated by circles (a).
3. Cutting ano fabriptiq� shall be ac omplished using equipment producing snug C
fitting joints an fu y embedded pates.
4 Unless Diherwise noted, compression top chord to be continuously braced by the
36-0-0
9-0-0
TYPE: H9
c9 aErL m (I«) I/don 1/1 PLATES GRIP
TC 0.00 VeA(ll) -0.1212-14 >900 360
6C 0.63 VaA-0.4012-14 >999 240 AS20 246/195
WB 0,64 HF1oorrzz((TTLL)) 0.13 10 /a /a AS10H 246/195
(Matrix) WuM(LL) 0.20 14 >999 240
LOADING DATE: 19 Mar 2010
TcnTA. AucTITa1 1_9naa ruATOTVI Version: 10.1a,
roof sheathing. LOADING (pan SPACING 2-0-0
s. The permanent structural restraint shown is to prevent buckling of individual truss TCLL 2.0. PlatesInereaaa 1.00
member and is not intended as a bracing plan for the roof structure or as a plan TCDL 10.o Lumbarinerooee 1.25
for the attachment of the roof :to the building. BCLL D.o Repsteaalner YES
BCDL 10.0 Coda FBC2007/TP12002
rous and can causg damage and personal Injury if improperly
d/or braced. Bracing shown on this draw ng is NOT ERECTION
e Truss Plate Institute (TPI) publication 'SCSI 2008 BUILDING
ORMATION. Guide to good ppractice for handling installing
ctedd wood trusses'. TPI is located at: 218 North Lee Street
a YA 22314. Telephone: (703) 583-1010. E-mail: Iafo@tpinst.org
gyre's WARNINGS enclosed with drawing package.
l(0z
ARCE ENGINEERING ti° �fafa�' H' es 8932 QTY. 2
LUMBER BRACING 0 `�, Q '',s NOTES
TC 2 X 4 SYP No.2 -Except- T1 2 X 6 SYP Na.2, Tt 2 X 6 SYP Not TOP CHORD- '.�.4Bj alleod V
of 1)) Unbalanced roof live loads have been considered for this design.
SC 2 X 4 SYP No.2 dab to-1 oc pu0 2) Wind: ASCE 7-05: 140mph (3—second gust); h=27ft; TCDL-6.Opd; BCDL-6.0psf; Category II: Exp C; enclosed; MWFRS (law —rise);
WB 2 % 4 SYP No.3 BOT CHOwy Rigid ®fling dire*� ng. Lumber DOL-1.33 plate grip DOL=1.33.
WEDGE `� !� 3) Provide adequate drainage to prevent water ponding.
Left. 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 4 ee. 4 Thls truss hos been designed fora 10.0 psi bottom chord live load nanconcumant with any other live loads.
1-ply 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 942 lb uplift at joint 2 and 942
REACTIONS (Ib/size) 2=1613/0-8-0, 10-1613/0-8-0 Ib uplift at joint 10.
MaxHporz 2--250(LC 3) ( )Max U lift 2=-942(LC 5). 1C=-942 LC 6 fr + LOAD CASE(S) Standard
erf
Nf�
FORCES (lb) — First Load Csa Onlyo y
TOP CHORD 1-2=12, 2-3=-1749, 3-4=-1676, 4-5=-1667, 5-6= 1806, 6-7=-1806, fa -14zl, 6-9=—�B�j -10--2 f0 m
BOT CHORD 2-16:1479, 15-16-1393. 14-15-1393. 13-14-1519. 12-13-1519, 10-12 0 n! /�
WEBS 3-16=-7. 4—t6e 30, 5-16-225. 5-14-559, 6-14--445, 7-14-389, 7-12�$i;1 , 2-o 257,
O�
,-3-0-0,2-0-01 8-7-3 11-0-0, 18-0-0 25-0-0 27-4-11 34-0-0 36-0-Q 39-0-0 ,
r 3-0-0 2-0-0 6-7-3 2-4-13 7-0-0 7-0-0 2-4-13 6-7-3 2-0-0 3-0-0
5x5 —
1.5x4 II 5x5 -
4x8 II 4x8 - 3x6 - 3x8 - 3x6 - 4x8 = 4x8 II
8-7-3 18-01-0 27-4-13 36-0-0
8-7-3 9-4-13 9-4-13 8-7-3
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTO
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot dipped alvanized steel.
2. Connector pates are applied to bath faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
indicated by circles (o).
3. Cutt{ng ndd fabrittatti shall ye ac omplished using equipment producing snug
SOUTHERN fitting joints and fuQSy embedded plates.
TRUSS 4. Unless o herwise noted, compression top chord to be continuously braced by the
roof sheathing.
COi1API�►IiIIES 5. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing plan for the roof structure or as a plan
for the attachment of the roof to the building.
2590 N. Kings Highway
Fort Pierce, F1. 34951
(772)464-4160 Fax:(772)318-0015
and can caus damage and
braced. Braden9 shown on
ss Plate Institute (TPI)
ION. Guide to good pract
wood trusses'. TPI_is_)a
I
00
I
0
R TYPE: H11
csI DLFL In (Ioe) I/den 1/1 PLATES GRIP
Tc 058 YM(l!a -0.1412-14 >eYB 360
Be 0.62 Ve -0.4212-14 >Ba0 240 AS20 246/105
we O.BS Norsrs((1ILL)) 0.1, 10 /a n/ A518H 246/195
(LIe1Ax) Wind(LL) 0:1.1 14-16 >999 240
LOADING DATE: 19 Mar 2010
CRITERIA: ANSI/TPI 1-2002 (MATRIX) Version: l0.la
ENDING (pal) SPACING 2-0-0
TCLL 20A Plates In,_,. 1.00
TCDL 10.0 Lumber In—aee 1.25
BCLL 0.0 Rep Stress Iner YES
BCDL 10.0 Code FEC2007/TP12002
►03
enclosed
enclosed
ARCE ENGINEERING >`` ski Nosnes (8932) QTY. 2
LUMBER
TC 2 X 4 SIP No.2 •Except$ Tt 2 X 6 SYP No.2, T1 2 X 6 SYP No.2
% SYP No.2
BRACING O ('� 1 -..�
TOP CHORD g1 4.h r51 �- sh lim dlrectip� bp
0 -Jv�1 p=3`Qc purlins.. B
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05: 140mph (3-second gust); h=27ft: TCOL=6.Opsf; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFT3S (low-rise);
BC 2 4
WB 2 X 4 SYP No.3
BOT CH09Z � id eying direcB �yl
r ng.
or
�1�0 qc
ii' d'
Lumber DOL=1.33 plate grip DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
WEDGE
No.3
y +�
r
+�
4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads.
971
Left- 2 X 4 SYP No.3, Right: 2 X 4 SYP
_
••
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 971 lb uplift at joint 2 and
1 - Py
REACTIONS (lb/size) 2-1613/0-8-0. 10-1613/0-8-0
a (n �.
lb uplift at joint 10.
Max Harz 2--322(LC 3
971 LC 5; 10=-971 NC 6)
�� ' v
LOAD CASE(S) Standard
Max Uplift 2=-
FORCES (lb) - Rrst Load Casa Only e '
TOP CHORD 1-2-12, 2-3= 1659. 3-4--1558. 4-5--1569, 5-6=-1445. 6-7=-1445. Y -18�0, 8-9--17B4.�p�10=-21�47!'1,t1
BOT CHORD 2-16m1410,15-16�1224,14-15=1224,13-14=1336,12-13=1336,10-12 9 C� O
WEBS 3-16=-37. 4-16--101, 5-16-322. 5-14-403, 6-14--319, 7-14-199. 7-1 2 -V=-349, 9-12--1 ®!
�s�
0
°°00�oirl iueMge� 'e
3 0 0,2-0-0, 9-0-5 t�i 18-0-0 23-0-0 26-11-11 34-0-0
3-0-0 2-0-0 7-0-5 3-11-11 5-0-0 5-0-0 3-11-11 7-0-5 2-0-0 3-0-0 1
5x5 =
1.5x4 II 5x5 =
ox0 = 16 15 14 13 12
4x8 II 4x8 = 3x6 - 3x8 - 3x6 = 4x8 = 4x8 II
PLATE: AUTOMATIC STAMPING
SEALING C
1
hot-dippped
z. Connector
dimensions
Indicated
SOUTHERN
3. C tt ng an
fttt ng o
TRUSS
a. Unless oth
roof cheat
COMPANIES
5. The penman
member and
for the at
2590 N. Kings Highway
Trusses ca
Fort Pierce, Fl. 34951
handled in
(772)464-4160 Fax:(772)318-0015
BRACING. R
COMPONENT
of
Suitet312P
Read all rn
9-0-5 18-0-0 26-11-11 36-0-0
9-0-5 8-11-11 8-11-11 9-0-5
FURNISH A COPY OF THIS TRUSS DESIGN
ISS DESIGN BASED UPON THESE DESIGN CRITERIA:
ire fabricated from 20 gauge ASTM A653/653M Grade A or better
zed steel.
ire applied to both faces of truss at each joint. Where
shown, plates are symmetrically placed about joint or as
TO ERECTION CONTRACTOR
a1
TC a.63
ec 0.62
w9 0.61
(ue9.)
DER. In (') I/deo Ud
Vad LL -0.1214-16 >996 3so
v-oa614-16 >999 240
N,a�LL o.11 1D /a /a
wad(t>� 0.131htfi >c99 i4o
TYPE: H13
PLATES GRIP
AS20 246/195
A916H 246/195
LOADING
DATE: 19 Mar 2010
es (o).
liMivv shall 6e ac omplished using equipment producing snug
embedded plates.
Version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
ioted, compression top chord to be continuously braced by the
Ictural restraint shown is to prevent buckling of individual truss
LOADING pet) SPACING 2-0-0
TOLL 0.0 ploteslnerease 1.00
intended as a bracing plan for the roof structure or as a plan
TDDL 10.0 Lumber Increase 1.25
BCLL 0.0 Rep Stress incr YES
of the roof to the building.
CAUTION:
BC 10.0 Code FBC20 7/TP12002
Igerous and caan cause damage and uersonal Injury if improperly
ERECTION
and/or bracetl. Bracing shown on this drawing is NOT
'SCSI
the Truss Plate Institute (TPI) publication 2008 BUILDING
NFORMATION. Guide to good practice for handling installing
wood trusses'. TPI s located at: 218 North Lee Street
�O)I
Inected
ria VA 22314. Telephone: (703) 683-1010. E-mail: infoEltpinst.org
-turn.a WARNINGS enclosed with drawing package.
_
ARCE ENGINEERING
j s_
®fines
8932 QTY. 2
LUMBER
TC 2 X 6 SYP No.2 'Except* T2 2 X 4 SYP No.2, T2 2 X 4 SYP Not
BC 2 X 4 SYP No.2
BRACING `\ (� �•
TOP CHORDo e(urpl� sheathi direeU)9p
80T CHO 6jr d eillMMg direeuy-ap d or 8-5
`P,a
. J
oc b ,ing.
gr14
NOTES
1) Unbalanced roof live loads hwe been considered for this design.
2 Wind: ASCE 7-05. 140mph (3-second gust); h=27ft; TCOL-6.Opsf; BCOL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
Lumber DOL-1.33 DOL=1.33.
WB 2 X 4 SYP No.3
WEBS ^����ffffff Qb midpt y ,
w
a
•
plate grip
water
3) Provide drainage to water
WEDGE
Left. 2 X 4 SYP No.3, RighL• 2 X 4 SYP No.3
+rJ
4 +� • 'h !
y
adequate prevent pending.
4) Thte Wss has been designed tar a 10.0 bottom chord live load nonconcurrent with any other live loads.
5 Provide mechanical connection (by others) of truss to bearing plate capable of withstand)ng 996 lb uplift at joint 2 and 996
I - Pb,
REACTIONS (lb/size) 2-1613/0-8-0 10-1613/0-8-0
4.
° � �•
lb uplift at Joint 10.
Max Hors 2--393 LC 3 `
Max Uplift 2=-998�LC 53, 10=-996(LC 6) Q\ : --I°�„ LOAD CASE(S) Standard
FORCES (lb) - First Load Case Only o • """"���
TOP CHORD 1-2=12, 2-3=-1604, 3-4=-1460, 4-5=-1181, 5-6--1066, 6-7--1067, X -11%5, 8-9=-1Z�C(9-10--2Vgc;� Sy,Y
SOT CHORD 2-16=1377, 15-16-1274. 14-15-1274. 13-14-1582. 12-13-1582,10-12 1 .• `j • A��GG �_�O
WEBS 6-14-588, 4-14=-229, 4-16-196. 3-16--104, 8-14s-585, 8-12-206, 9-if-- °
'01 ° S N m�
oeo�o, �e s a Ve B ° �9®%%
-3-0-0,2-0-9 9-0-5 1 -0-0 18-0-0121-0-01 26-11-11 34-0-0 6-0-p39-0-0,
� -I-
3-0-0 2-0-0 7-0-5 5-11-11 3-0-0 3-0-0 5-11-11 7-0-5 2-0-0 3-0-0
I
4.
0
4x8
2x5 II 4x8
5x5 = 16 15 14 13 12 "
4x8 II 4x4 = 3x6 - 3x8 - 3x6 = 4x4 - 4x8 II
9-0-5 18-0-0 26-11-11 36-0-0
9-0-5 8-11-11 8-11-11 9-0-5
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot-diDped galvanized steel.
Z. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
indicated by circles (o).
®�TI��IR� 3. Cutting nlJ fabripti?? shall be acp omplished using equipment producing snug
fitting joints an fu y embedded fates.
4. Unless oherwise noted, compression top chord to be continuously braced by the
TRUSS � roof sheathing.
COMPANIES s. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracin pplan for the roof structure or as a plan
for the attachment of the roof to the �utIding.
2590 N. Kings Highway Trusses can he dangerous and caCAUTeIONzge and persogal injury if imuroperly
Fort Pierce, F1.34951 handled installed and/or braced. Bracing shown on this drawing is NOT ERECTION
(772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute (TPI) publication 'BCSI 200E BUILDING
COMPONENT SAFETY INFORMATION. Guide to goad practice for handling installing
of metal plate connected wood trusses'. TPI 1s located at: 218 North Lee Street
4 Su312. Alexandria VA 22314. Telephone: (703) 683-1010. E-mail: infoetpinst.org
Read itell manufacture's WARNINGS enclosed with drawing package.
1C 0.97
8C 0.62
WE a.43
(uabtx)
LOADING
TYPE: H15
o6.1L In;we) I/a°n L/e I PLATES GRIP
Vert(( -0.17 4-18 >999 360
Ven(1L -0.5212-14 >668 240 AS20 246/195
Ibrs((77LL)) 0.12 10 ASiBH 246/195
Wind(LL) 0.2214-16 >999 210
LOADING (pal) I SPACWG 2-0-0
TCLL 0.0 Plotn Increase 1.00
TCOL 10.0 Lumber I.-... 125
BCLL 0.0 Rep Sruss Incr YES
BCDL 10.0 Code FBC2007/iP12002
DATE: 19 Mar 2010
Version: 10.1a
p
ARCE ENGINEERING ,,>``7�1 1�s'k : cS es
8932 QTY. 2
LUMBER BRACING v .' (1 1 '� • • j0
TC 2 X 4 SYP No.2 •Except• T1 2 X 6 SYP No.2, T4 2 X 6 SYP No.2, T1 2 X 6 SYP NaOP CHORD tural 1�y heathrn directrrgp ePa°rp
BC 2 X 4 SYP Na.2 0 t' tic puriins.. �''
'gib Ing
NOTES
1)) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 140mph (3-second gust); h=27ft; TCOL-6.Opsf; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise);
WB 2 X 4 SYP No-3 DOT CHORJ� ee direcU p r
1g ay e.
%(" s
Lumber DOL-1.33 plate grip DOL=1.33.
3)) Provide adequate drainage to water
WEDGE ., J >rgc g. I��
Left: 2 % 4 SYP No.3, Right: 2 X 4 SYP No.3 WEBS �1 RMat id Y!
.
, 1O A16 o
prevent ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
1 _ Ply
Ui
5 Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 1018 Ib uplift at joint 2 and
1018 lb 12.
REACTIONS (lb/size) 2=1613/0-8-0, 12-1613/0-8-0
• a
uplift at joint
Max Harz 2--465(LC 3)
Max Uplift 2= 1018(LC 6), 12--1018(LC 6)
®
0 `' : T •„
'
,0
LOAD CASE(S) Standard
FORCES (lb) - First Load Case Only 1I
TOP CHORD 1-2-12. 2-3=-1495, 3-4--1376, 4-5=0, 5-6--1056, 6-7=-931, 7-8---9 0, -10=07,
��
a9
12-1=36
2�7
BOT CHORD 18-127-18-1215, 16-17-1215, 15-16-1548, 14-15-1548, 12-14=r 6
1=674WEBS 7-674.-16-295, 4-18-187. 3-18--62, 10-16--681, 10-14�191, 11- ¢==105 ° C2 N� ••�'/00
• •
V
"'fill e�
%®
n
q
19-0-0 39-0-0
—3-0—�-0—Q 9-0-5 17-0-0 4-0,-01 26-11-11 34-0-0 6-0—,0
3-0-02-0-0 7-0-5 7-11-11 1-0-0 7-11-11 7-0-5 2-0-03-0-0
21( 0-lb
4x8 s
7.00 12 4x8
5x5 = 18 17 16 15 14 0xZ
4x8 II 4x4 = 3x6 = 3x8 = 3x6 = 4x4 = 4x8 II
9-0-5 18-0-0 26-11-11 36-0-0
9-0-5 8-11-11 8-11-11 9-0-5
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO
AdAlughh-
SOUTHERN
TRUSS
COMPANIES
2590 N. Kings Highway
Fort Pierce, Ff. 34951
(772)464-4160 Fax:(772)318-0015
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
hot -dipped galvanized steel.
2. Connector plates are applied to both faces of truss at each joint. Where
dimensions are not shown, plates are symmetrically placed about joint or as
indicated by circles (o).
3. cut tjng nd fabr.I ti p shall be accomplished using equipment producing snug
fitting ai�ints and fu�ly embedded plates.
4. Unless otherwise noted, compression top chard t0 be continuously braced by the
roof sheathing.
5. The permanent structural restraint shown is to prevent buckling of individual truss
member and is not intended as a bracing plan for the roof structure or as a plan
for the attachment of the roof to the building.
CAUTION:
Trusses can be dangerous and can cause damage and Personal injury if improperly
to
ORMATION. Guide to good
cted wood trusses'. TPI
a VA 22314. Telephone:
NG
org
ECTION CONTRACTOR
TYPE: H17
m
DLFL m (we) I/deg
ii4-16
L/d
PLATES GRIP
1C am
Be 0.62
WB 0.53
Vert(l1) -0.12 >BBB
V -0.J7 14-16 >BBB
H{1oorrxa((I1LL)) 0.12 12 n/a
J60
240
/a
AS20 246/195
A51tiH 246/195
(tabu)
Wad(l1) 0.14 16-18 >999
240
LOADING
DATE: 19 Mar 2010
Version: 10.1a
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
LOADING (PsO
SPACING 2-G-O
TCLL 200
Plates Increase 1.00
TCOL 10:0
Lumber In—... 1.25
BCLL 0.0
Rep Stress lncr YES
BCDL iDUO
Code FBC2007/TP12002
EN
ARCE ENGINEERING 66i H'® es 8932 QTY. 8
LUMBER BRACING O ' • (1 1 • • •� NOTES
TC 2 X 4 SYP SS *Except* T1 2 X 6 SIP No.2, T1 2 X 6 SYP No.2 TOP CHORLI,O Ctefol�0 eheothl directly,p po4-4-1 1) Unbalanced roof live loads have been considered for this design.
Be 2 X 4 SYP No.2 O pyiriihY• �' 2 Wind: ASCE 7-051 140mph (3-second gust); h=27ft: TCDL-6.Opsf; BCDL=6.Opsh Category II; Exp C; enclosed; MWFRS (low-rise);
WB 2 X 4 SYP No.3 SOT Oct,CHigfd -� ng diroc a i d or '4 oc bring. Lumber DOL-1.33 plate grip DOL-1.33.
WEDGE WEBS e• 01 XXq at m dp9� 1 , 8+1�i- � 3) This Wes has been designed fora 10.0 psf boHom chord live load nonconcurrent with any other live loads.
Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 1 �i 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1027 lb uplift at joint 2 and
1 _ Ply '� 1027 lb uplift at joint 10.
REACTIONS (Ib/size) 2-1613/0-8-0, 10-1613/0-8-0
Max Harz 2-501(LC 4) ` .� m LOAD CASE(S) Standard
Max Uplift 2=-1027(LC 5). 10--1027(LC 6)
FORCES (lb) - First Load Gas. Only o • 'Q
TOP CHORD 1-2=12, 2-3--1445, 3-4--1340. 4-5=0, 5-6� 1002, 6-7-0. 7-8=0, 8 t 9-10=-19 f6gi-11-36^�
BOT CHORD 2-16=1230,15-16+1186,14-15�1186,13-14�1523, 12-13=1523, 10-12 2 s •,/ �� `
WEBS 3-16+-45. 4-16-184, 4-14--313, 6-14-694. 8-14�-703, 8-12-187. 9- 2 -81k •.° • -
3SN ,q•��®0�
39-0-0
-3-0-q,2-0-Q 9-0-5 1 18-0-0 26-11-11 34-0-0 �6-0-,0
3-0-0 2-0-0 7-0-5 8-11-11 8-11-11 7-0-5 2-0-0 3-0-0
Sx9
7.00 12
6
5x5 = 16 1 15 14. 13 12 JXJ
4x8 II 4x4 = 3x6 - 3x8 - 3x6 = 4x4 = 4x8 II
9-0-5 -18-0-0 26-11-1
9-0-5 8-11-11 8-11-11
36-0-0
9-0-5
PLATE: AUTOMATIC STAMPING FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTION CONTRACTOR TYPE: T1
SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA:
csl
TC a-%
DEFL In
V LL -0.12 4-18 >BBB ati0
PLATES GRIP
I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better
Be 0.62
vane -0.se14-106 >BBB 240
AS20 248/195
hot duped lgalvanized steel.
Connec or ates are applied to both faces of truss at each joint. Where
w9 o.ea
(matrix)
0.12 10 /a /c
wad LL 0.14 14-16 >999 2 3
A518H 24s/195
z. p
dimensions are not shown, plates are symmetrically placed about joint or as
LOADING
GATE: 19 Mar 2010
®UTI"�Ir��
indicated by circlets (po). b
3. fitting and fabts andrafi?T shalld edacTomplatesjshed using equipment producing snug
Version: IO.la
CRITERIA: ANSI/TPI 1-2002 (MATRIX)
TRUSS
4. Unless otherwise noted, compression top chord to be continuously braced by the
LOADING (psf) SPACING 2-0 0
roof sheathing.
5. The permanent structural restraint shown is to prevent buckling of individual truss
TOLL 3a.o Plates Increase 1.00
®� PA�01r�
member and is not intended as a bracing plan for the roof structure or as a plan
TOOL 10.0 Lumber Increase 1.25
for the attachment of the roof to the building.
BCLL 0.0 Rep Stress In" YES
CAUTION:
BCDL 10.0 Code FBC2O07/TP12002
2590 N. Kings Highway
Trusses can b0 ddngerous and can taus0 damage and krsogqal Injury if im ropperly
this is NOT E�ECTION
Fort Pierce, Ft.34951
handled instaglee and/or braced. Bracin shown on tlraw ng
the Truss Plate Institute (TPI) 'SCSI 2008 BUILDING
(772)464-4160 Fax:(772)318-0015
BRACING. Refer to publication
COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing
5
of metal plate connected wood trusses'. TPI is located at: 218 North Lee Street
infoetpinst.Org
l O
Suite 312, Alexandria VA 22314. Telephone: (703) 683-1010. E-mail:
Read all manufacture's WARNINGS enclosed with drawing package.
' 1