Press Alt + R to read the document text or Alt + P to download or print.
This document contains no pages.
HomeMy WebLinkAboutTrussMaronda Systems
Engineer of Record
Desian Criteria- TPI
Maronda Systems
4005'Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913
Tomas Ponce, P.E. 367 Medallion PL. Chuluota, FI.32766 FL PE # 50068,
Design- Matrix Analvsis TFF-I OK snftware
PLAN JOB #
LOT
ADDRESS
DIV/SUB
MODEL
3WT003
3
MEL-3WT
STJB3 RIGHT
5T. JOHN
UNIT B
This structure was designed in accordance with, and meets the requirements
of TPI standards and the FLORIDA 2004 BUILDING CODE for 140 MR.H. Wind Zone.
Truss loading is in accordance with ASCE 7-02. These trusses are'designed for an enclosed building.
Truss ID 44-24-07
n Date Drawing Truss ID Run Date Drawing No. of Eng. 9
Revie ed Reviewed Dwgs: _
Lavout Floor Lavout 4-9-07 Roof Loads-
V
7-27-05
FC
4-20-07
TC Live: 16.0 psf
TC Dead: 7.0 psf
BC Live: 10.0 psf
BC Dead: 10.0 psf
HIP
11-2-06
FD
4-20-07
FGRD3X
10/22/07
FE
4-20-07
FGRD4X
4-25-07
FE-GRD
4-20-07
G2X
4-25-07
FF
4-20-07
Total 43.0 psf
M1X
4-25-07
FG
4-25-07
DurFac- Lbr: 1.25
DurFac- Pit: 1.25
O.C. Spacing: 24.0"
M2X
4-25-07
M2AX
4-25-07
M26X
4-25-07
S1X
4-25-07
TC Live: 40.0 psf
TC Dead: 10.0 psf
BC Live: 0.0 psf
BC Dead: 5.0 psf
T4X
4-25-07
V12X
4-25-07
V13X
4-25-07
V14X
4-25-07
Total 55.0 psf
V15X
4-25-07
DurFac- Lbr: 1.00
DurFac- Pit: 1.00
O.C. Spacina: 24.0"
V16X
4-25-07
INV #
DESC
18331
THD26
18336
THD28-2
18329
THD48
18361
SKH26L
18363
JUS26
18370
THJ26
ROOF SEAdT
PLATES
FLOOR SEAT
PLATES
QNTY
1
8
31
28
DATE: OCT 2 5 2007
FILL01111111111
u 7 t t
,
`.
,4r•.n
E
a
ST.JOHN ELEVATION. ."B" - FL • .
GARAGE. RIGHT
N^IR1'M 0 H1171 YNWM AOY6
mdaHomesjj
Homes
94071 ]tl-00W 4005 Y1WOA VAT SMEMM. FtCRIOA
HARDWARE
LEGEND
0
HUS26
F2
HUS28
F3
JUS26
®
MP6F
❑5
MPA1 & MPAT
©
SKH26 L/R
07
SKHH26.L/R
®
_SUS26
SUS28
10
THD26
11
THD28
12
THD28-2
13
THDH28-3
14
THD48
Q5
THJ26■=
©
LTW12
HARDWARE MANUFACTURED
BY USP
x HARDWARE MANUFACTURED
BY SIMPSON
_ = HARDWARE MANUFACTURED
OCT
2 5 2007
BY CLEVELAND
DESIGNER. CP
DRAWN BY: K WARD
SCALE: 118' - 1'-0'
CHECKER. MIKE
DATE: 1011612007
LOADING-FBC2004IT P12002
IMaaWur 2DDO
TC LIVE• 16DO
SNOW LOAD OAO
TC DEAD 7Do
LUMBER DOL 125
BC LIVE 10.00
PLATE DOL 125
5C DEAD 10.00
WIND f40
TOTAL 43.00
SPACING Z-O'
el—
F
7RD4
A
F
F
A
(p
O
F
67
O
a
FF
G)
o
z C",
G) ^'m
FC
FF
FC
FF
FC
FF
_
Av FD 03
FF
z FD
FE-GR
ma
H
4 4AW
ERS
IV
F
R
11
HI
48
HANC
ER
W-M�l
m �
i
35-0
- -
JOB NUMBER: STJBF DRAWN13YQ DATE:4-9-07
LAI
CUSTOMER: T ''. BEARING:
LOAD.
JOB NAME: ST. JOHN'S B FLOOR BEARING: B" 8 3.5' LOAD: 55#
STEPS TO SETTING TkUSSES r
_AS MEDIDAS DE LA INSTALLACION DE LOS TRUSSES
jl 17 Install ground bracing. 2) Set first truss and attach securely to around bmcino. 3) Set next 4
'-3 trusse-I with short member temporary lateral restraint (see below). 4) install top chord diagonal
bracing (see below). 5) Install sveb member plane diagonal bracing to stabilize tile first five trusses
(see 1:eirnv1 6) Install b7ttom chord temporary lateral restraint and diagonal bracing (see below).
7) Repeat process on groups of four trusses until all trusses are set.
1) Instae los arriostres de Cierra. 2) instale el primero truss y ate seguramente al an iostre de
tierra. 31, Instale los pr6ximos cuatro trusses con restricci6n lateral temporal de miembro corto
(vea aNjo). 4) instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale ariostre
diagonal pans las pianos de los niembros secundarios Para estable los primeros Cinco trusses
(vea abajo). 6) instale la restricci6n lateral temporal y arnostre diagonal para la cuerda inferior
(vea abajo). 7) Repita Lae procedimiento en grupos de cuatro trusses hasta que todos IDS trusses
esten instalados.
Refer to BCSI-02 Summary Sheet - Truss Installation & TemDOrary Restraint/Bracing for more
information.
Vea el res6men BCSI-B2 - Instalad6n de Trusses v Arriostre Temporal pans mayor
informad6n.
2ESTRAINT/BRACING FOR ALL PLANES OF TRUSSES
=L REsTRICCION/ARROSTRE EN TODOS PLANOS DE TRUSSES.
This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses.
Este met000 de re5tricci6n y arriastre es pans todo trusses excepto trusses de Cuerdas paralelas
3x2 y 4x2.
1) TOP CHORD — CUERDA SUPERIOR
Truss Span
Top Chord Temporary Lateral Restraint (TCTLR) Sparing
Longitud de Tramo
Espaciam(ento del Arriostre Temporal de la Cuerda Superior
Up to 30'
10' o.c. max.
Hasta 30 pies
10 pies n-AAmo
30' to 45'
B' o.c. max.
30 a 45 pies
B pies maximo
45'to 60'
G o.c. max.
45 a 60 pies
6 pies maximo
69 to 80"
4' o.c. max.
60 a 80 pies'
4 pies maximo
-Consult a Professional Engineer for trusses longer than 60.
'Consulte a un ingeniero Para trusses de mas de 60 pies.
f�f See DC51-M for TC I_R options.
LJ Vea el BCSI-B7 Para las opciones de TCTIR.
Refer to SCSI-B3 Sum-
mary Sheet - Pernanen[ -
Resrraint/Bradng of Chords
& Web Members for Gable
End Frame resbainVbracing/
reinforcement information.
Para informad6h sabre
restricddn/a rriostlWrefuerzo
pans amazon de hastial vea
el resumen BCSI-B3 - Re
slricci6n/Arriostre
Pernanerite de Cuerdas v
Miembms Secundarios.
RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES
LA RESTRICCION Y EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2
Refer to BC51_B7
Diagonal Bracing
Summary Sheet
t17 or 15"��� Repeat Diagonal Bracing
-
: .: ?: ;._ : every es (3P)
es7�:;
moment anent Restrain
Bracing for Parallel
' .r i� - "-
Chord Trusses for`!
!.h '-
more information.
:;: 4 � �` k
Vea el resumer
Resc-
i ! Y. -.'.• ! ' -
Appy Diagonal -
BCSI-87 — tri
vertical webs at end-
d6n v Arriostre
cantilever and at bear ng All Lateral Restraints
Temporal v
Perrtanente de
locations. lapped at least two trusses.
Trusses de Cuerdas
'Top chord Temporary Lateral Restraint spacing shall be
Paralelas pans mas
19 o.c. max. for 3x2 chords and 15' o.c. for 42 chords.
informad6n.
TN,TA.LLTN!G - I1N.STA ACION
F h Tolerances for Out -of -Plane.
L� 1 Tolerancias pans Fuera-de-Plano.
Length — Max. Baw
Max B v Length —
Max. Bow —Z
_ Length —► u
O r
- i
n u
m Plumb
Tolerances for `��ob
Out-of-Plumb.
Tolerandas pans Du max
Fuera-de-Plomada-
Max.MANN
Max.
Truss
Length
D150
D (it)
3/4'
12.5'
7/4'
T
7/8"
14.6'
1/2'
2'
1'
16.T
3/4-
3'
1'
4'
1-114"
20.8'
1-1/4"
&
1-1/2'
6-
1-1/2'
25.0'
1-3/4'
T
1-3/4'
29.2'
2'
t8'
2'
233.3'
CONSTRUCTION LOADING — CARGA DE CONSTRUCCION
QDo not proceed with construction until all lateral restraint and
bracing is securely and properly in place -
No proceda con la mnstrucd6n hasty que todas las resbic-
dones laterales y los arriostres esten colocados en forma
apropfada y segura.
®Do not exceed maximum stack heights. Refer to BCSI-B4
Summary Sher.[ -Construction Loading for more Information.
No exceda las maximas alturas recomendadas. Vea el res6men
BCSI-B4 Carcia de Construction pans mayor informad6n.
s
Repeat diagonal
braces for each set of
4 trusses.
Ground bracing not shown for clarity. Repita los arrisotres
dagonales pans cada
grupo de 4 trusses.
er r t • a r• a
v
\ qN�„=r
NN
0 Do not overload small groups or single trusses.
ll� No sobrecargue pequehos grupos o busses Individuales.
®Never slack materials near a peak.
Nunca amontone material cer a del pion.
Place loads over as many trusses as possible.
Diagonal Coloque las cargas sabre tantes busses Como sea posfble.
Bracing Position'loads over load bearing walls.
Coloque las cargas sobre las paredes soportantes.
Chords
Diagonal Braces every 10
spaces (20' max.)
bottom chord lateral Restraint Some chord and web members
not shown for darity.
3) BOTTOM CHORD — CUERDA INFERIOR
Lateral Restraints - 2x4x12' or
greater lapped over two trusses.
Bottom
chords
m` ;gp y-�01=e
Diagonal Braces every
10 truss spaces (20'max.)
d and web members
max. not shown for darity.
Material
Height
Gypsum Board
12'
Plywood or OSB
16,
Asphat shingles
2 bundles
Concrete Block
6'
Clay Tile
3.4 ties high
Trm bracing not
ALTERATIONS — ALTERACIONES shmm for clarity.
Refer to BCSI-B5 Summary Sheet - Truss Dames. Tobsite Modifications B, Installation Errors.
(� Vea el res6men BCSI-BS Danos de busses. Modificadones en la Ohra y Frrores de Instalad6n.
®Do not cut, alter, or dull any structural member of a truss unless
spedfimlly permitted by the Truss Design Drawing.
No torte, altere o perfore ning6n miembro estruLtural de 'as
7
trusses, a menos que estL' espeaficamente perniddo en el dibujo
de) diseiro del truss.
0 Trusses that have been overloaded during construction or altered without the Truss Manufacturers
prior approval may render the Truss Manufacturees limited warranty null and void.
Trusses que se han sobremrgado durante la consWod6n o han sido alterados sin una autor zaci6n
previa del Fabricante de Trusses, pueden redudr o eliminar la garantla del Fabricante de Trusses.
NOTE The Ines Manufacturer and Truss Designer rely on the 'p esur np0o n that the Contractor and crane operator (9 applicable) are
profestonats with the opabluty, to undertake the work they lave agreed to do on any given pmje L Ir the Contrsudnr behaves it needs
assistance In some aspect of the mnmucdm pro aL% R should seek assistance from a competent party. The rneMads and procedures
outmed In Mk document are intended to eruwe that the overall mnsbuctlon tectmiques mpbye d wal put the pusses Into place S*'W..
These recorn—da0ors for haWWS Instating, rustralnahg and bracing bhms are based upon the cotective exrx e4 x of k2dIng
personnel Ion Ked with truss design, manuractue and bstatatlat, but muO, due to the name of resporsibNOa V..ved, be preserhled
only as a GUIDE for use by a quaffed Butding Designer or Contractor. R Is not intended that these rrmrhrrerda0ons be Interpreted as
superior to the WWaV Designer's design spedlloton for handling, IrstalliM restraining and Eradni; truss and It does not preclude the
use of cater equh ateht methods for rhsbalding/braehg and prmWh g stabMy for the walls, miunm;, rmors roofs and all the tntarHated
strudural bolldkhg components as dearNred by the CDIZ-.=. Thus, WICA and T17 expressly dlstdalm arty n spondbtoy for damages
arising ham Me hse, application, or rerwnhce on the r mrmendatms and Wornobon contained tereln.
With - -
'�`°"°'a""• TRUSS PLATE INSTITUTE
6300 Enterprise lathe • MaclLson, WI 53719 228 N_ Lee St, Sbe. 312 - Plexandira, VA 22314
60=74-4849 • wwxshdMurstry can 703/683-1010 • www.tpinsLorg
BIWARNIU17 20052115
GENERAL NOTES
Trusses are not marked in any way to Identify
the frequency or location of temporary lateral
restraint and diagonal bracing. Follow the
recommendations for handling, installing and
temporary restraining and bracing of trusses.
Refer to BCSI Guide fo Good_Practice for
Metal Plate Connected Wood Trusses for more
detailed Information
NOTAS GENERALES
Los trusses no estan marcados de ningun modo que
identifique la henienda o lomlizad6n de resbicd6n lateral
y arriostre diagonal temporales Use las remmendadones
de manejo, Instalad6n, restrim6n y arriostre temporal de
Jos trusses. Vea el folleto B6I Gu!a de Buena Practim
oara el Manelo. Instalad6n. Restricd6n y Aniostre de loss
Trusses de Madera Conectados can Plains de Metal Para
inbrmad6n mas detallada.
Los dibujos de diserw de los trusses pueden espedficar las
Truss Design Drawings may specify locations of lomf®clones de restdod6n lateral pennanente o refuerro
permanent lateral restraint or reinforcement for en loss miembros Indiv!duales del truss. Vea la hoja
individual truss members. Refer to the BCSI-03 resumen BCST-B3 - Restrioi6n/Arrrostre Permanente de
Summary Sheet - Permanent Restaint/Bracin Cuerdas y Miembros Secundados Para mas infonnad6n
of Chords & Web Members for more information. 13 resbo de JOS disenos de aniostres permanentes son la
All other permanent bracing design is the responsablidad del D'tseilador del Edifido.
responsibility of the Building Designer
QThe consequences of improper handling, erect-
ing, installing, restraining and bracing can result
in a mllapse'of the structure, or worse, serious
personal injury or death.
El resultado de un manejo, levantamiento,
htstalad6n, restrcdon y arrisotre incorrecto puede
ser la ca!da de la estructura o a6n peor, heridos o
muertos.
QBanding and buss plates have sharp edges. Wear
gloves when handling and safety glasses when
cutting banding.
-Empaques y placas de metal fienen bordes - -
afilados. Use guantes y lentes protectores cuando
carte los empaques.
HANDLING - MANEJO
A Avoid lateral bending. - Evite la flexion lateral.
�� l.1 The contractor is responsible for propedy
receiving, unloading and storing the busses
at the jobsite.
EI mntratista tiene la nssporuabilidad de
redbir, descargar y almacenar adecuada-
mente los busses en la obra-
r:
If busses are to be stored horizontally, place
blocking of sufficient height beneath the
stack of trusses at 8' to Won center.
For trusses stored for more than one week.
cover bundles to prevent moisture gain but
allow for ventilation.
Refer to BCSI Guide to Good Prartice for
Handling. Installing, P.estrainina & Bracinn-
Qf hletal Plate Connected Wood Trusses
for more detailed information pertaining to
handling and jobsite storage of trusses.
Si los trusses estar5n guardados horizon-
talmente, ponga bfoqueando de altura
suficiente detras de la pila de los trusses.
Para trusses guardados par mas de Una
semana, cubra Io6 paquetes Para prevenir
aumento de humedad pero permita venti-
lacion.
yea el folleto @; 5!!j@ de Buena Pradica
Odra el hlar!eia Instal rii n F.g=c16n v Ar
(_'losers de loss T[y�sc�ge r ( rr png[ados.
Opn ELIL5_dfl Metal Para ulformaci6n mas
detallada sabre el mane)o y almacenado de
los trusses en area de trabajo.
QUse special care in Utilice cuidado
windy weather or especial en dins
near power lines ventosos o cerca de
and airports. cables electricos o de
aeropuerbos.
Spreader bar
for truss
y
" O O
R1Use proper rig-
Use equipo apropiado
ging and hoisting
Para levantar e
equipment
improvisar.
0 �Y
Do not store No almacene
unbraced bundles verticalmente los
upright trusses sueltos.
/(1 Do not store on No almacene en
�7 uneven ground. tierra desigual.
HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES
RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES.
QWarning! Don't overload the crane.
iAdvertenda! !No sobrecarga la gnia!
® Never use banding alone to lift a bundle
Do not lift a group of individually banded bundles.
Nunca use s6lo loss empaques pans levantar un paquete.
No levahte un gropo de empaques individuales.
ZA single lift point may be used for bundles
with trusses up to 45.
Two lift points may be used for bundles with
trusses up to 60' Warning! Do not over load supporting
Use at least 3 rift points for bundles with structure with truss bundle.
trusses greater than 60'. iAdverbenda! No sobrecargue la estructur
Puede usar un solo lugar de levantar pans apoyada con el paquete de trusses.
paquetes de trusses hasta 45 pies. �[
Puede usar dos puntos de levantar para Place truss bundles in stable position-
paquetes mas de 60 pis. Puse paquetes de trusses en Una posici6r
Use par to menos tres puntos de levantar pans astable.
paquetes mas de 60 pies.
INSTALLATION OF SINGLE TRUSSES WHAND
INSTALACI6N POR LA MANO DE TRUSSES INDMDUALES
Trusses 20' Trusses 30' or
or less, sup- r ` less, supportat t
port at peak. quarter points. j
Levante Levante de I
del pico los loss cuartos
trusses de de tramo los
20 pies o I I trusses de 30 I Trusses u to 30
�- Trusses up m 20' i 4- P -�
menos. Trusses hasty 20 p!es pies o menos. Tnsses hasty 30 pies
IOISTING OF SINGLE TRUSSES - LEVANTAMIENTO DE TRUSSES INDMDUAL
Hold each truss in position with the erection equipment until top chord temporary lateral restraint
is instilled and the Miss is fastened to the bearing points.
Sostenga cada truss en posid6n con equ!po de grfia hasty que la resh iccon lateral temporal de:."
cuerda superior est6 instalado y el truss esta asegurado en los soportes.
0 Warning! Using a single pick -point at the peak
can damage the truss.
iAdvertenda! O tso de un solo lugar Para I
levantar en el pica puede hater dano al toss.
HOISTING RECOMMENDATIONS FOR SINGLE
TRUSSES 60 or lieu
RECOMENDACIONES PARA LEVANTAR TRUSSES
INDMDUALES
APPrOx. 1/2
Tagrine true length
TRUSSES UP TD ", _
TRUSSES HASTA 30 PIES
Attach
ara MSpreader bar 1Ir D.O.
Spreader bar 12 to _ I above or s0lfb,,k malt
Tagrine Ted truss teogm mil aighf
TRUSSES UP TO 60'
TRussEs HasrA fio PIES
Spreader Iran 2r! m 1
314 buss mngm i
a
TRUSSES UP TO AND OVER 60-
TRUSSES HASTA Y SOURE fio PIES —�
TEMPORARY RESTRAINT & BRACING
RESTRICCION Y ARRIOSTRE TEMPORAL
Q Refer to BCSI-B2 Summary Sheet -Truss
Shy[-T��
Installation & Temoorary Restraint/Bracina for
more information.
Vea el resumen BCSI B2 - Resbicci6nf
Trusses Para m6s!nformad6n.
f J( Locate ground braces for first truss directly in
U line with all rows of top chord temporary lat-
eral restraint (see table in the next column).
Coloque Jos aniosores de tierra Para el primer
truss directamente en linea ion cada una de
las filar de restriction lateral temporal de la
cuerda superior (vea la table en la pr6xima
column).
®Do not walk on unbraced
busses.
No camine en trusses
sueltos.
Brace first truss
k4securely before
on of additior.
s.
11
-,4
Job: MARONDA SYSTEMS Cue
CSIGN INFORMATION
70P CHORDS: 2Xd• SP #2
deal go I. far.. indi W-1 ba11ding sampan!.,-d
seen bnsed on Infa malion pm%idad by the client. The
dicd.ims
BOT CHORDS: 2X4 SP #2
;net any nsponsibnhy rot damage.4.
norravlly ar incerral Infer dim, specificadom
WEBS: 2X4 SP 43 '
or designs famished to the buss designer by the slit"
BE
the e—ln u .r .cauncy of this inlbrrAmlon as It
TIC MUST CONTINUOUSLY BRACED '
nlolx to. specific project and accept, no
onslblliry or e.emisn no eonwl with regard to
BY ROOF SHEATHING UNLESS NOTED
test"' handling, shipment and installation or uamu.
OTHERWISE,
s Imss has been designed as an Individual building
'
portent In ... ordgnce with ANSIRPI 1.1995 and
i•97 to be lncorporslcd-t part bribe building dnlgn
VALLEY MEMBERS TO BE SET
Building Designer(rcgistcnd onhilml or
'casional engineer). When mvlbwed'For approval by
PERPENDICULAR TO TRUSSES BELOW, '
building designer, the design loadings shown muss be
Aed to be sure that the dais shown in In agreement
IT IS NOT REQUIRED TO SHEATH TRUSSES
t the ]met building codes, local climatic records for
dar maw lauds, pmjeal specifia.daas.r special
BELOW VALLEY SET, VALLEY MEMBERS
lied leads. Unless shown, trumhis not boon designad
PROVIDE ALL NECESSARY TOP CHORD
nonage or—uponey loads. The design assumes
iismsion chords (top or bottom) ore continuously
BRACING,
:ad by sheathing unless olhenvlso specified. Where
,
omchords liedded o. telling,
Pollykneed laterallyraceat a
oerly applied rigid ceiling, they should be braced of o
thnote/
WHEN VALLEY MEMBERS ARE NAILED DIRECTLY
tlmum spacing or lly0'.... Connector plain shell be
TO TRUSS TOP CHORDS USE (2) 1 OD NAILS PER
mradured from 20 gauge hot dipped galvanized treat
;ling ASTM A653. Groda 40, unless otherwise shown.
INTERSECTION, OR TWO FEET ON CENTER,
\BRICATION NOTES
WHEN BELOW TRUSSES ARE SHEATHED FIRST
n to rebri..lion, the rabr;eaw, shell nvkw this
USE (2) 10d NAILS OR (1) 16d NAIL PER '
xing to verily thol thisdroaing is in conformance with
fabri"I.es plane and la n-lies. continuing
INTERSECTION, OR TWO FEET ON CENTER.
,nobility for ncb verifie-lian. Any discrepancies —
WOiVALLEY SET
OF WEB WITH 12d NAILS AT 8' O,C, OR A SCAB OF
T; E SAME DIMENSION AND GRADE AS WEB; NAILED
T;O FACE (S) OF WEB WITH 10d NAILS STAGGERED VALLE
Br D.C. SCAB OR TRANSVERSE BRACKING TO EXTEND
FOR 90% OF WEB LENGTH, 2X8 BRACE REQUIRED
ON ANY WEB EXCEEDING 14'. coMMoN VALLEY:
oanoles ONE edge or one face
dencles BOTH edges or Bolh faces,
(1) ONE BRACE REQUIRED ON WEBB > a 94.0' LONG
(2) TWO BRACES REQ'D ON WEBS > =126.0' LONG. "
VALLEY TRUSSES ARE ACCEPTABLE TO BE
CANTILEVERED UP TO TWO FEET, MONOVAL'LEY
IVPFORTiXg TIIVItgg•
VALIFY'fRUqgEA'tYP.I
e pal In writing before calling or mbrieolian. Pill"
Il not be installed over knotholes, knots or dletonad
IF LESS THEN 3.0.0 THEN MOVE
In. Members shall becut rmtight filling wood towood
ring. Comrcotor pleru %hail be located on both raw of
,
DIAGONAL WEB TO NEXT PANEL,
bun wllh n.ilt fully Imbedded and than be s)ms about
Joint unless olhanvrse shown. A Sxd plate is 5' wide x
ong. A ties plate is 6' wide x g' long. Slots (hot.)
'
pv.11al la the plate length cccmmId. bins
rtheDouble
o mcmben shall meal at the ccnwid aftha webs unless
le
crnise shown. Connector pill, sizes an minimum
VARIES
—TI-7Ir—�If
:s based no the farces shown and may need to be
UP TO r112
2%4
reascd fro,w,in handling ands, erection stresses.
.� 2%4
FOR
s wee b rem lobe Nbricolad mllh van relardanl reated
OR
6X6
Aber unless otherwise sbawn. For additional
DIAGONAL WEBS REQUIRED WITH
4z6• 3xB
lal WHEN DIGAONAL WEB PRESENT USE 4XII'PLATE
(11 WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE'
nm.lron on Ousity Conwl refer la ANSMI
995 SPANS GREATER THEN 26.0.0 `4x8 . 3Xe 4%6 • 4x6
OR
RECAUTIONARY NOTES
2x4
bracing and erection recommrndadont an to be
3X6
'
'awed I. .—rdanee nith'Handling. lostalllog and
2 x 4
icfng', HIB•91. Trusses in to be handled with
titular care during banding and bundling, d.11—y and
2X4
Million to avoid damage. Temponry end permoncni
0.0.4
,
Bing for holding busses In a %wight and plumb
�hloo and lb, rvtlsdng 1.1-1 tones shall be desiped
I Installed by others. Careful handling Is asenllol and
,
Won bracing is olu75•i required. Normal ptccaudonary
30 2x4• 2X4 2X4 2k4 4X10
Ian tar busies, reouInce such lamporary bncing during
I-lletion between uvnm to avoid loppling and
3X6 on 3X6
ninoing. The supervision or erccllon orwisee shall be
*4X6 OR
for the conuol of person. atpericne.d in the 2 x 4
I II a r Pmf i '
OR
2x4 2x4
3xe
VALLEY MEMBERS AT
24' O,C, (TYP)
2x4 _J VARIES
12
2x4 3X6 2x4 2x4 he
— 2x4
-4X6
a . ton an. bursas. us anal .&',;, shall be sou ghl w
arced. Connnwllon orconsinKlior losds greater than MAX. U-0.0 D.C.(TYP) MAX, 6-0.0,D.C. (TYP)
sw
design leads ihatl um,,ea-nill afbe ter
tea ing andmon5•1, MAX, TRUSS SPACING
OING
r loads other than the weight orthc erectors sbail be
disc to wssn until.suer -Il rast�ning and bncing la !BELOW . 4S' O.C.
npletad.
SPANS UP TO 60.0.0
EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995
WARNING; _
READ ALL NOTEa ON THIS SHIEST. A COPY OY THIS DRAWING TO BE GIVEN To
�} x .L ERECTING CONTRACTOR. BRACING WARNINGr
V Y1 fj1 'S Systems
C Bmdna -hmm on Udt droning Ic I,at —lion bracing• wind bmeing• panel bmeing or slmlinr bracing which Is a pnn or
iii ■■ V �16d aI J8 ipe i s the building desib and which must be considered by the building designer. Bracing shown Is (br InIcnl supporl o(trvss
members only to (cduca buckling length. Provisions must be made to anchor talent bracing .1 end. and cpecided
laetllons S detarml'ad by the huflJltrg designer, Adelllonoi bmeing ortha overall cwclure may ba rooulnd. (ary HIB-91
TI;V': Oty11
HHII -
UPPORTINGTRUSSES
551is(TYP,) ... (TIIPI II II II''•
t VALLEY AREA
SUPPORTING TRUSS
VALLEY TRUSSES (TYP.)
COMMON OR GIRDER
PI-7
COMMON TRUSSES (TYP.)
.VALLEY STRAPPING TO iBELOW'
4' 0, C,. :.
Cont. Support
Eng Job:
Dwg:
DagnrsTLY Chk%
TC Live 16.0 paf
TC Dead 7.0 psf
BC Live 10.0 paf
BC Dead 2.0 psf
Studs A 6-0.0 O,C
W01 VALLEY SET
T I : V
7/27/2005
Lbr DF: 1.25
Plt DFs 1.25
O,C,: 2- 0- 0
TPI-02/FBC-04
_ Code: FLA
vd 7 71-11 79;S
L r7
O
CV
C...A
uj
0
Designs Matrix Analysis ProfilelPatht Ci\TEE-LO1(\Work\Jobe\MAR0NDA SYSTEMS\VT.prx
;ICN WORMATTON
alp is for as Individual Wilding component ®d
m based on Iformatbn prwidd by the AIE.L 71,6
er disclaims ■ry responsibility for damages as a
Ir faulty or Incorrect information, specifibadom
design, famlmd to the trasa design. by'tdi client
s contctoers or accuracy athis infotmsdbu u It
.felt to a specific Project coal accepts no
siblity or aerchis w non" with regard to
rliw, handling, shipment load Installation aftrosses,
toss has bran dmlpW u an Individualbulldlag
ment to accordance with ANSVrPI 1.1995 cad
r7 to be bnarporead as part of tho building design
uiiding Dcdgncr. When reviewed for approval by
Ild'ug deAgr., No dclge lodinp shown roost be
W to be turn that the data Woven am in agredtdrt
he local Wilding code, local climatic retards jot
rr mow bads, projcu sp.Jgwdous or weal]
d beds Uolw Wowq case has not been designed
inga or oecapam.•y loads. The design, estimates
mion chards (top or bottom) are cordaeusly
I by Worthing anima otherwise specified. Where
n chords in, tension are not iany ailed lat.ady by a
rly applied rigid wiling, they should be brood at a
num spacing of 10'-W o.e. O nnectorplotes iball be
lactated from 20 gauge hot dipped gahrunized steel
all ASTM A 653, Grad. 40. alesw othuwim andwrm.
fe'fubriogdon, the fabricator Wan review this
as to verify that two droving Is In wofarmaca*fth
WCAuDes plans and to rwlim a-watiming
osiblity fat $bell verification. Any discrepancies are
pat In writing before cutting or r6d.atton. Plus
at be Installed over 6mlholm kndu or distorted
Mambas shun be vet for tight filling wood to wood
tg. Co—dar piatca shall be loafed w both Is= of
and with W13 fully Imbddd ead'ehan be rim .bdul
in, elan othmvha blown. A Sa4 pine W S' wide a
rg A 6a1 plate is 6" wide a g• long. g)ola (bdlca)
aallcl to the plate length specifid. Double onto do
amebas shall meol at the centroid orthe webs anfas
■Is. Wows Connector plate sizes are minimum
based cc the forces Woven and may need to be
nd for certain handling and/or ercodon tmesats.
no is not to be hbriwted with the retardant fitil'ed
cr adms otherwise shown. For additional
nation on Quality Control mfor to AN$VI'M
�s
ECA'UTIONARY NOTES
rmIng and.obdwtecommwdedans are to be
cad In acwsdrioce with ocdgiled hyf uo
udws Tresses are to bb bundled ividr paticalor
hatog bandkg and bandift dWN=y and
1.6on to avoid damage. temporary cad permanent
ng for holding bosses In a straight tord plamb
Ion and rat resisting lot" fineas slioll be designed
t nania by others G0e16I bandilog 6 bssradal and
Ion bracing Wolways regrdred Ntimul'prtaotlblpuy
a far busses rcq.b. such tcmpority btmtag dmIng
Iladw betomca easso'm amid toopdag and
wing. The myavislw of wecdoo of bosse the]] be
r the control orpw= ulpericoced to the
Madan of Irmarm Avftwoaal-idvloe lbdl be sought
clad Cmnwuaatlen of wnnro6ldn toads greater then
alp Weds zWI not be applied'io bWm at ury time.
ads nth. Wan the wdght of W'e rriecion shaE b.
d W trunes until ifi. all Wanting end brining b
Acted
Job:
i13/4•
BLOCK
5
3/12 (1) IX
TO THE FRONT OF
HIP TRUSS
1/16" On ROOF
Si;EATMNO-\
TI:
XL�iIP TRUS-8 BLOCKING REQUIREMENTS
APA-FORM NO. TT-093
SPAN RATING AND BLOCKI NQ RECOMMENDATIONS FOR USE OVER HIP -ROOFS SUPPORT AT 24. O.0
RAOf P.—I ma'— aeml w
it-11 3/4•
Nl7fgt S11ADWMHA RgQt)ft 3X LUIMSR W-WKM BHTWfsBN TRUR AT UN SUPPORTED PANQI, Maus IN Kl, RODF ARZU
6/12 OR ABOVE
2X BLOCKiNO TYP (1)'2X ONE FROM
NAILED W/ 10D 12" O,C, & ONE BACK OF
FIIF TRUSS
■larnr,r■ra■iwgrr■■■riri - ivAir'iif, e L... .
r Fix=rsArx ws ON %V
�- _- isRzezb 'daav'ti..
Ecng shown bn this &*MugIf q
•4 ■ ii v+la7KK11Aii s en" the building dwlgnliod4bleh hibq
members only't G bvxw Ic
... th lowdam dctermip y ebandln,
to allemsorsabitlia'eda'i enelugn
4005 MARONDA WAY M)wflo Drives, Madison. P/iiwm
Sanford, FL 32771 Compotlent EngIn "g by: frou I
(407) 3=-0064 Past (407) 39,-5$13
TOMAS PONCE P.E. LICENSE 0065Waa
297 MedaDlon tat, Clauluollst, FL 32TH
n...a..:.. ar.4-4- nw.1,v.4w n�r;aiie 'tl■rt,. r.\
NOTE: NO BLOCKWO 13 REQUIRED ON 4/12 AND BELOW PITCHED ROOFS
F
j
O
O
ttV
Z
it
12
BLOGK.
` PRE •ENOV TRUSSES
I•s SHFISr. A =�Y DV U= IJMW=o do :ors ;dux %D
:drug +xo>a":
wv7: ay ttrl-rlti> L
lflmci$o W.Wilt.rr
burg:
fib: FiIP
n-o-eldh bnch R whr4 tpaoluG bndng W ntr Rur bndng wMbh b o part 6f
be considered fly Ihp building desig?'er. 8ragidg idm*ih Is J& jai" 0'*Vt aftrum
-.1%e = 3 •'rIfY ;L',I'YjC :
11 2 /•Z•OdJ6
egth Pto ISiOns mhst be t4ade to wt bor ish"I bracing at ands ad.spgci6d
"
1dt�e.� «,�.De�t vet bir"a'af � �n ivma°y0t�,affi� bdt•9fhbdditd. �Lj mB.91
TC )'give 16.0
p Of
� a
1.
m 53719).
TC Dead 7.0
peL
DV, >.. a s
'agine.Ing Co., P.A., SIS S9--Wde Rd, Edmton.NC7M7
8C Live 10.0
pef
O.C.: 2- 0- 0
TPS-02/FBC-04
SC Dead 10.0
oaf '
Code: FLA
1 \ f'f17eTTl-y nry
STBJ3X
DESIGN INFORMATION
This design is for an individual building component and
has been based on information provided by the client. The
designer disclaims any responsibility for damages as a
rash of fauily or incorrect information, spccifuoations
and/or designs humishod to the muss designer by the client
and the correctness or accuracy of this information as it
may relate to a specific pmjcci and accepts no
responsibility or exercises no control with regard to
fabricalion. handling. shipment and installation of hisses.
This truss has been designed as an individual building
component in accordance with ANSI/rPl 1-1995 and
NDS-97 to be incorporated as pan of the building design
by a Building Designer. When reviewed for approval by
the building designe, the design loadings shown must be
checked to be sire [hat the data shown arc in agreement
with the local building codes, local climatic records for
wind or snow loads. project specifications or special
applied loads. Unless shown. truss has not been designed
far storage or occupancy loads. The design assumes
compression chords (lop or bottom) am continuously
braced by sheathing unless otherwise speciriod. Wham
bottom chords in tension arc not fully braced lalcrally by a
properly applied rigid ailing, they should be braced at a
maximum spacing of 10'4)• o.c. Connector plates shall be
manufactured from 20 gauge hot dipped galvanized steel
meeting ASTM A 653. Grade 40. unless othomise shown.
FABRICATION NOTES
Prior to fabrication. the fabricalor shall review this
drawing to verify that this drawing is in conformance with
the fabricator's plans and to malive a continuing
responsibility for such verification. Any discrepancies arc
to be put in writing before milling or fabrication. Plates
shall not be installed over knotholes, knots or distonrd
grain. Members shall be oil for light filling wood to wood
bearing. Connector plates shall be located on both faces of
the truss with nails filly imbedded and shall be rym. about
Ihcjoini unless otherwise shown. A 5x4 plate is 5' wide x
4° long. A fixR plate is R' wide x R' long. Slots (holes)
nun parallel to the plate length spoeifcd. Double oils on
web members shall meet at the ecnroid of the svchs unless
otherwise shown. Connector plate Sims arc minimum
sins based on the forces shown and may need to be
increased for certain handling and/or erection stresses.
This Imss is ..11. be f lidoiled with fire retardant healed
lumber unless otherwise shown. For additional
information on Quality Control refer to ANSln?l
1-1995
PRECAUTIONARY NOTES
All bracing and motion recommendations am to be
followed in accordance with accepted industry
publications. Trusses arc to be handled with particular
cam during banding and bundling. delivery and
installation to avoid damage. Temporary and permanent
bracing for holding Inusses in a straight and plumb
position and for resisting lateral forces shall be designed
and installed by others. Carcrul handling is essential and
erection bracing is always required. Normal precautionary
action for trusses requires such temporary bracing during
installation between misses to avaid toppling and
dominoing. The supervision oreroction of trusses shall be
under the control of persons experienced in the
installation of tmssa. Professional advice shall be sought
if needed. Conconlralion of construction loads gmalcr than
the design loads shall not be applied to trusses at any time.
No loads other than the weight of the creators shall be
applied to Imsses until aner all fastening and bracing is
completed
Name: ST. JOHN B
Customer:ST. JOHN B WO:STJB3X
TC: 2x 8 SP #2
BC: 2x 8 LSL LSL 1.7E
WE: 2x 4 SP #2
Unbalanced load case(s) have been checked.
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
L. and R. End verticals designed for wind
This 3-PLY truss designed to carry multiple
loads. See total design loads to verify load
3-PLY TRUSS! fasten w/311x 0.1201r nails in
staggered pattern per nailing schedule:
TC- 3 per ft. BC- 3 per ft. WEBS- 2 per ft.
Repeat nailing as each ply is applied.
Distribute loads equally to each ply.
This truss is designed in accordance with
the 2004 Florida Building Code section
2306.1 and referenced standards, U.N.O.
3 PLYS REQUIRED
Lineal Footage = 348.1
11
8-8-8
Bottom chord live loads based on
uninhabitable areas without storage
loaded concurrently per IRC-00 R301.4.
[1 or (): Plate(s) OFFSET from joint center.
The Joint Detail Report must be included
with any submittal, inspection, and/or
fabrication documentation.
This truss is designed to bear on multiple
supports. Interior bearing locations should
be marked on truss. Shim or wedge if
necessary to achieve full bearing.
WndLcd per ASCE 7-02, CSC, V= 140mph,
H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0
Bld Type= anal L= 35.0 ft W= 34.7 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glaring Req
Supported span based on int, wind zone.
This truss has not been designed for ROOF
PONDING. Building designer must provide
adequate drainage to prevent ponding. (0.25
in./ft. min. slope to drain). Truss must be
marked to prevent UPSIDE DOWN erection.
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Horiz Uplift Y Type
0- 1-12 1 4557 0 0 B Pin
16- 8- 0 1 13744 0 -524 B H Roll
34- 6-12 1 4932 0 0 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
TI:FGRD3X Qty:3
Joint Locations
1) 0- 1-12 7) 34-10- 4 13) 12- 0- 0
2) 3- 1-12 8) 34-10- 4 - 14) 7- 4- 4
3) 7- 4- 4 9) 31- 4- 4 15) 3- 7-12
4) 16- 9-12 10) 27- 7-12 16) 0- 1-12
5) 27- 7-12 11) 23- 0- 0
6) 31- 4- 4 12) 16- 9-12
--
-------- TOTAL DESIGN LOADS ---------- -
Uniform PLF From PLF To
TC Vert L+D -345 0- 0- 0 -345 34- 8- 8
BC Vert L+D -212 0- 0- 0 -212 2- 6- 0
BC Vert L+D -387 2- 6- 0 -387 8- 2- 8-
BC Vert L+D -212 8- 2- 8 -212 26- 6- 0
BC Vert L+D -387 26- 6- 0 -387 31-11- 0
BC Vert L+D -212 31-11- 0 -212 34- 8- 8
Concentrated LBS Location
BC Vert L+D -420 0-10- 4
BC Vert L+D -420 33- 6-12
In -Plant Quality Assurance with Cq = 1.00
In -Plant Quality Assurance, per
sec. 3.2.4 of TPI-1-02, for joint(s):
9,12
--------GLOBAL MAX DEFLECTIONS--_------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span-0.14/999-0.40/999 5-4(L)
Horiz. 0.03 0.06 NA
Long term deflection factor = 1.50
(L): Deflection is from local inner panel
34-8-8 r
3- 6- 0 3- 8- 8 14 9-5-8 1, 10-10- 0 3- 8- 8 3- 6- 0
13- 6- 0 2 7- 2- 8 3 16-8-0 4 27-6-0 531- 2- 8 �34- 8- 8 7
6x8 3x6 IOX10 1Ox10 1Ox10 3x6 6x8
Mail
13-5-0
13-5-0 VWW M All
3x6 r.<oul 3x6 3x6 3x6 rcAtl 3x(
t --'--r 11,4x 1,41
6-0 , 3-8-8
6-0 7-2-8
4557#
1• ...-1 .----.
8-8-8
4 4- 7-12 3- 8- 8 3- 6- 0
- 4 2700 31- 2- 8 34- 8- 8
49320 3.50"
16 15 14 13 12 11
1420# CIL: 16- 8- 0
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING:
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING:
=Maronda Systems Bracing shown on this drawing is not traction bracing, wind bracing. portal bracing or similar bracing which is a pan of
the building design and which must be considered by the building designer. Bracing shown is for lateral support of muss
members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spceifrcd
locations dcicrmined by the building designer. Additional bracing of the weralt structure may be required. (Sac HIB-91
of TPI).For specific Imss bracing requirements. contact building daigner.(rruss Plate Institute TPI is located at 583
4005 MARONDA WAY D'Onofrio Drive. Madison. Wisconsin 53719).
Sanford, FL. 32771 Component Engineering by: Truss Engineering Co.. P.A.. 819 Soundsidc Rd. Edenton. NC 27932
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE 470050068
367 Medallion PI. Chuluo(a, FL 32766
l 420#
Over 3 Supports Scale = 0.1228
Eng Job:
STBJ3X
WO: STJB3X
Dwg:
TI: FGRD3X
Dsgnr:TLY
Chk:
10/22/2007
TC Live
16.0
psf
Lbr DF: 1.25
TC Dead
7.0
psf
Plt DF: 1.25
O.C.: 2- 0- 0
BC Live
10.0
psf
FBC-04/TPI-02/NDS-01
BC Dead
10.0
psf
Code: FLA
TOTAL
43.0
Psf
v5.5.6-10639
Design: Matrix Analysis Profile Path: C:\Backup Tdrive\Jobs\140MPH\STJB3X\St. John B Pitts\FGRD3X.prx
STBJ3X
Name: ST. JOHN B
Customer:ST. JOHN B WO:STJB3X
DESIGN INFORMATION
This design is for an individual building component and
has been baud on information provided by the client. The
designer disclaims any responsibility for damages es a
molt or faulty or incorrect Information, specifications
+ And/or designs furnished to the Imss designer by Ilia client
and The eorrottness or Accuracy or this Information as it
may relate to a specific project and Accepts no
responsibility or exercises no control with regard to
fabrication, handling, shipment and Instaliadon of trusses.
This bass has been designed as an individual building
component In accordance with ANSVIPI 1.1995 and
NDS-97 to be incorporated as pan of Ilia building design
by a Building Designer. When reviewed for npproral by
the building designer, the design loadings shown must be
checked to be sum that the dnia shown am in agreement
with ilia local building codes, local climatic records for
,And or no. loads. project speeificild- or special
Applied loads. Unless shown, truss has -1 been designed
rot siomge or occupancy lands. The design assume
compression chords (lop or bottom) are continuously
braced by sheathing unless otherwise specified. Wbere
bottom chords In tension am not hilly braced laterally by a
properly applied rigid ailing• they should be braced at a
mnximurn spacing of 10• 0. o.c. Connector plates shall be
mmint.,elured from 20 gauge hot dipped galvanized steel
meeting ASTM A 653, Grade 40. unless olherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review This
dnming to veri6- that this draung is in conformance with
the fobricators plans and to realize a continuing
responsibility for such vertlicsllon. Any discrepancies am
to be put in writing before coping or rnbricallon. Plata
shall not be installed over knothales, knots or distorted
grain. Members shall be cut far light filling wood to wood
bearing. Connector plates shall be located on both faces or
the Imss with nails fully imbedded and shall be sym, oboe
Ore joint unless otherwise shoo. A 5x4 plate is S' wide x
4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes)
ran pamllcl to the plate length specified. Dabble cuts on
web members shall meel at the cenlroid of the webs unless
othenisa shoo. Connector plate sizes am minimum
sizes based on the forces shown and may teed to be
increased for certain handling and/or erection stresses.
Tiris buss is not la be fnbricaled with fim mlardant treated
lumber unless olhcnviseshon. Foraddilional
information on Quality Control infer to ANSVfPI
1.1995
PRECAUTIONARY NOTES
All bracing And erection recommendations am to be
followed in Accordance whit nocopted Industry
publications. Trusses am to be handled with porinlar
ram during banding and bundling, delivery And
installation to maid damage. Temporary and permanent
bracing for holding Irussa in n straight And plumb
position And for reslsling lateral fonts shall be designed
and installed by others. Careful handling Is essential and
erection hoeing is always required. Normal precautionary
ncdon far trusses requires such temporary bracing during
Insallndon between trusses to Avoid toppling and
dominoing. The supervision oferm6on of imsses shall be
under the control of persona experienced in the
installntion or wsses. Professional Advice shall be sought
if needed. Concentration of construction loads greater than
the design loads shall not be Applied to trusses at any time.
No loads other than the weight of the armors shall be
applied to losses until After nil fastening and bracing Is
completed
TC: 2x 8 SP #2
BC: •2x 8 LSL LSL 1.7E
WB: 2x 4 SP #2
Unbalanced load case(s) have been checked.
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
L. and R. End verticals designed for wind
This 3-PLY truss designed to carry multiple
loads. See total design loads to verify load
3-PLY TRUSSI fasten w/3"x 0.12011 nails in
staggered pattern per nailing schedule:
TC- 3 per ft. BC- 4 per ft. WEBS- 2 per ft.
Repeat nailing as each ply is applied.
Distribute loads equally to each ply.
This truss is designed in accordance with
the 2004 Florida Building Code section
2306.1 and referenced standards, U.N.O.
..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI.
1- 2 202 0.09 A 16-15 2386 0.08
2- 3 -3727 0.32 A 15-14 2386 0.08
3- 4 -2775 0.67 A 14-13 3727 0.12
4- 5 -3534 0.68 A 13-12 903 0.20
5- 6 -4235 0.46 A 12-11 903 0.20
6- 7 202 0.09 A 11-10 4235 0.12
10- 9 2620 0.08
9- 8 2620 0.08
--------GLOBAL MAX DE�ZECT20I75=�=-�-
LL I TL 2 3
in./Ratio in./Ratio Jnt(s).
I.Span-0.11/999-0.30/999 5-4(L)
Horiz. 0.01 0.02 NA
Long term deflect factor L .50 OX10
(L): Deflection af
3 P
Lin
8-8-8
6968
Bottom chord live loads based on
uninhabitable areas without storage
loaded concurrently per IRC-00 R301;4.
H or (): Plate(s) OFFSET from joint center.
The Joint Detail Report must be included
with any submittal, inspection, and/or
fabrication documentation,
This truss is designed to bear on multiple
supports. Interior bearing locations should
be marked on truss. Shim or wedge if
necessary to achieve full bearing.
WndLod per ASCE 7-02, C&C, V= 140mph,
H= 15.0 ft, Iee 1.00, Exp.Cat. B., Kzt= 1.0
Bld Type= encl L= 35.0 ft W= 34.7 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
Supported span based on int, wind zone.
This truss has not been designed for ROOF
PONDING. Building designer must provide
adequate drainage to prevent ponding. (0.25
in./ft. min. slope to drain). Truss must be
marked to prevent UPSIDE DOWN erection.
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=0/202,2-3=-3727/338,
3-4=-2775/278,4-5=-3534/298,5-6=-4235/369,
6-7=0/202,
BOT CHORD 16-15=0/2386,15-14=0/2386,
14-13=0/3727,13-12- ,QOgL,a2-11=0/903,
1TT0-0rl4233,10 9- 9- -07'7E2D----
Webs 16-1=-632/4S4,16-2=-5988/209,
15-2=0/1559,2-14=-138/3488,14-3=-1079/164,
3-13=-1869/119,13-4=-59/4148,12-4=-10556/550,
4-11=-83/4710,11-5=-1507/139,10-5=-1915/219,
10-6=-196/4242,9-6=pd,IM2,6-8=-6574/231,
TI:FGRD4X Qty:3
Joint Locations
1) 0- 1-12 7) 34-10- 4 -13) 12- 0- 0
2) 3- 9-12 8) 34-10- 4 14) 7- 2- 4
3) 7- 2- 4 9) 31- 2- 4 15) 3- 9-12
4) 16- 9-12 10) 27- 9-12 16) 0- 1-12
5) 27- 9-12 11) 23- 0- 0
6) 31- 2- 4 12) 16- 9-12
------------ TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D -345 0- 0- 0 -345 34- 8- 8
BC Vert L+D -462 0- 0- 0 -462 34- 8- 8
Concentrated LBS Location
BC Vert L+D -73 3- 8- 0
BC Vert L+D -66 7- 0- 8
BC Vert L+D -66 27- 5-12
BC Vert L+D -73 30-10- 4
In -Plant Quality Assurance with Cq = 1.00
In -Plant Quality Assurance, per
sec. 3.2.4 of TPI-1-02, for joint(s):
6
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Horiz Uplift Y Type
0- 1-12 1 6968 0 -245 B Pin
16- 8- 0 1 13847 0 -545 B H Roll
34- 6-12 1 7507 0 -267 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
.WEB. ..FORCE..CSI. Cr .WEB. .,FORCE.,CSI.
16- 1 -632 0.23 C 4-11 4710 0.29
11- 5 -1507 0.15
15-52 155% 0.10 C 7 10- 5 -1915 0.14
2-14 3488 0.21 C 10- 6 4242 0.26
14- 3 -1079 0.08 C 9- 6 1602 0.10
3-13 -1869 0.18 C 6- 8 -6574 0.57
1 41 0.26 C 8- 7 -646 0 23
-
-
x 8 3
1 Foots
381.2
3- 1-
7 7
�7 +7
1- 0
6x8 3x6 6x8
112x12] {3x6)
(12x12) 6x8 3x6 6x
# 3.50" 13847# 3.50" 7507#
34-8-8
6 15 14 3 12 11 )0
173# b 6644 C/L: 16- 8- 0
EXCEPT AS SHOWN PLATES ARE MiTek MT20
66.2# f 73.4#
x6
8-8-8 I
3.50"
Over 3 Supports Scale = 0.1724
WARNING: Eng Job: STBJ3X
READ ALL NOTES ON THIS SHEET, A COPY OF THIS DRAWING TO BE GIVEN TO
yy ERECTING CONTRACTOR, BRACING WARNING: Dwg;
arond Booing sham on this drawing Is not erection bracing, wind bracing• portal booing or similar bracing which is a pan of
, tiff S M V m the building design and which must be considered by Ilia building designer. Bracing shoo is for lateral support of Imss Dsgnr : TLY Chk
.... .. members only to reduce 6nckling length. Provisions must be made to anchor lateral bracing at ends and specified
locations determined by the building designer. Addilionol bracing of the overall stmclum may be required. (See HIB-91 TC Live 16.0 psf
of TPD•Fur sp=ific loss bracing requirements, contact building dmigmr.rrmw Plate Inslimrq TPI is located 4005 MARONDA WAY D'Onorat 58] TC Dead 7.0 psf
frio Drive, Madison, Wisconsin 53719).
Sanford, FL. 32771 Component Engineering by: Truss Engineering Co., P.A.• 818 Soundside Rd, Edenton, NC 27932
(407) 321-0064 Fax (407) 321-3913 BC Live 10.0 psf
TOMAS PONCE P.E. LICENSE 00050068 BC Dead 10.0 psf
367 Medslaon PL Chuluota, FL 32766 TOTAL 43.0
Design; Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJB3X\ST. JOHN R\FrRndY -
WO: STJB3X
TI: FGRD4X
4/25/2007
Lbr DF; 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
STBJ3X
Name: ST. JOHN B
Customer:ST, JOHN B WO:STJB3X
DESIGN INFORMATION
This design is for an individual building component and
has been based an information provided by The client. The
designer disclaims any responsibility for damages ns a
result of faulty or Iacoreel informnron. spsxificotions
and/or designs Furnished to the buss designer by the client
and the co rccm- or aeeuracy of this imam ado, as II
mqv mlule to a specific pmject and accepts no
responsibility or mmises no control with regard to
fabrication, handling, shipment and insrallalion of trusses,
This buss has been designed as an individual building
component in accordance with ANSVIPI 1.1995 and
NDS-97 to be Incorporated as part of the building design
by a Building Designer. When reviewed for approval by
tic building designer. the design landings shown must be
checked to be sum that the data shown are In agreement
Mill the local building codes, load chmatic records for
wind or army loads, project spechicallem, or special
applied lands. Unless shovm, truss has not been designed
For storage or occupancy lands. The design assumes
compression chords (top or bottom) are continuously
bmmd by sheathing unless oilienviw sp=Uled. Where
bottom chords In tension are not Poll• braced laterally by a
properly applied rigid ceiling. They should be braid at a
maximum spacing of 10'41- o.c. Connector pintes shall be
manufactured from 20 gauge hot dipped galvi nlrcd steel
meeting ASIT4 A 653. Grade 40. unless ojIc vdse.hm,,.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review ibis
dmning to verify that this drawing is In confornsnco with
the fabrienlor's plans and to realize a continuing
responsibiliy For such verification. Any discrepancies are
to be put in writing before cutting or fabrialion. Plates
shall not be installed over knolholes, knots or disioned
grain. Members shall be at for light ruling wood to wood
bearing. Connector plates shall be loafed on both faces of
the truss with nails full' imbedded and shall be sym, about
the jaial unless otherwise shorn. A Ss4 plate is 5' wide s
4' long. A 6s11 plate is 6' wide:: a' long, Shut (hotel)
run parallel to the plate length specified. Double cols oa
web members shall mect al Ilse cenimid of the ucbs unless
othenviseshown. Connector plate sizes are minimum
sirs based on the forces shone and nap' nod to be
increased for certain handling and/oreration streses.
This truss is not to be Fabricated with fire retardant baled
lumber unless oth-rise shmvn. For additional
information on Quality Control refer la ANSVrPI
1.1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are to be
Followed in accordance Mill accepted industry
publications. Trusses ore to be handled with particular
are during banding and bundling, delivery and
Installation to avoid damages Temporary and permanent
bracing for holding Irussa in a straight and plumb
position and for resisting lateral fonts shall be designed
and Installed by others. Carehll handling is essential and
elation bracing Is always required. Normal precautionary
action for trusses requires such temporary bracing during
Installation between trusser to avoid toppling and
dominoing. Tha super ilsion of erection of trusses shall be
under the control ofporsans mTerienced in the
Installation of Inuscs. Professional advice shall besought
If needed. Concenimlion of construction loads greater than
the design loads shall not be applied to ausses at any time.
No loads other than the weighl of the ancient shall be
applied to nurses until after all fastening and bracing is
completed
TC:' 2x 4 SP #2
BC: 2x 8 SP #2
WB: 2x 4 SP #3
WG: 2x 8 SP #2
GB: 2x 4 SP #3
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
This truss is designed in accordance with
the 2004 Florida Building Code section
2306.1 and referenced standards, U.N.O.
..TC. .-FORCE.-CSI. Cr .,BC. ..FORCE..CSI.
1- 2 -244 0.14 A 6- 5 115 0.05
2- 3 -244 0.14 A 5- 4 115 0.05
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
WndLod per ASCE 7-02, C&C, V= 140mph,
Hee 15.0 ft, Ize 1.00, ExP.Cat, B, Rzt= 1.0
Bld Type= encl L= 7.3 £t Wee 7.3 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=-244/219,2-3=-244/219,
BOT CHORD 6-5=-21/115,5-4=-21/115,
Webs 5-2=-109/144,
.WEB. ..FORCE,.CSI. Cr ,WEB, ..FORCE..CSI
5- 2 144 0.04 C
3-8-0 41 3_8-0
1 2 3
12.00 -12.00
4x6
TI:G2X
Qty:1
Joint Locations
1) 0- 0- 0 3) 7- 4- 0 '5) 3- 8- 0
2) 3- 8- 0 4) 7- 4- 0 6) 0- 0- 0
This truss has ben designed for wind
in the plane of the truss onlylli
In -Plant Quality Assurance with Cq = 1.00
----MAX. REACTIONS PER BEARING LOCATION-----
X-Los BSet Vert Soria: Uplift Y Type
0- 8- 0 1 361 0 -313 B Pin
6- 8- 0 1 361 0 -313 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
Cr--------
GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span-0.01/999-0.02/999 3-2
Horiz. -0.01 -0.02 NA
Long term deflection factor = 1.50
4- 5-13
'F
0 91I-13
mac'
361# 16.00"
361# 16.00"
7-4-0
6 5 1
-0-0 7-4-0 _0_0
1- 1- )
COSMETIC PLATES (8)2x4
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING' Eng Job: STBJ3X
READ ALL NOTES ON THIS SHEET, A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING: Dwg:
Maronda Sy � Bracing shown on this drawing Is not erection bracing, wind bracing, Pons! bracing or similar bracing which is a pan of
iiii//// the building design and which must be Considered by the building designer. Bracing shown is for lateral D8 r : TLY Chk :
members only to nbmz buckling length, Provisions must be made to anchor lateral bracing at ends and specified
f truss
loatlans ddrumined by the building designer. Additional bracing of the overall structure may be require& (See H113.91 TC Live 16.0 psf
4005 MARONDA WAY olTPIl.Por stir, t 1micing requtrean-11,conmp building dotgner.1lTnw Piste lrutimiq TPI is located o158)
D'OnoFrio Drive, Madison, Wisconsin 53719). TC Dead 7.0 psf
Sanford, FL.. 32771 Component Engineering by: Truss Engineering Co., P.A., 818 Soundside Rd, Edenton, NC 27932
(407) 321-0064 Fax (407) 321-3913 BC Live 10.0 psf
TOMAS PONCE P.E. LICENSE 4VO05006B BC Dead 10.0 psf
367 Modslilion Pill. Chuluots, FL 32796
TOTAL 430 sf
Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobs\140MP8\STJB3X\ST. JOHN B\G2X.prx .
Scale = 0.3618
WO: STJB3X
TI: G2X
4/25/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
v5.4.18-91078
STBJ3X
Name: ST. JOHN B
Customer:ST. JOHN B WO:STJB3X
DESIGN INFORMATION
This design is for an individual building component and
has been based on information provided by the client. Tile
designer disclaims any responsibility far damages as a
result of faulty or incorrect Information, specifications
and/or designs famished to the truss designer by the client
and the comecmass or accuracy of this information as it
may relate to a specific project and accepts no
responsibility or mercises no central with regard to
fabrication. handling. shipment and installnllon oftmsses,
This Imes has been designed as an individual building
component in accordance Will] ANSIffPI 1.1995 and
NDS-97 to be incorporated as Pan of due building design
by a Building Designer. Whin Weaved for approval by
the building designer, the design loadings shmtm must be
checked to be sure that the dale shmm are In agreement
ttilh the local building codes, loco) climatic records for
triad or aura, loads, project spcel0mtions or special
applied leads. Unless shmm, truss has not been designed
for storage or occupancy loads. The design assumes
compression chords (top or bonam) are continuously
braced by sheathing unless otherwise specified. Where
bottom chards In tension arc not fully braced lotemlly by a
Properly applied rigid Wiling, they should be braced al a
ma.simum spacing of 10'-0' o.c. Connector plates shall be
mamafactured from 20 gauge hot dipped galvanized ""I
Inceling ASTM A 653. Grade 40. unless otherwise shmm.
FABRICATION NOTES
Prior to fabrication, the robricalur shall review this
drawing to verify that this drawing is In conformance with
Ilia fabric foes plans and to realize a continuing
responsibility for such verification. Any discrepancies are
to be put in willing before culling or fabrication. Plates
shall not be installed ever knotholes, knots or disloned
grain. Members shall be cut for light ruling wood to wood
bearing. Connector plaits shall be located an both feces of
the truss with nails fully Imbedded and shall be sym. about
the joint unless otherwise shmm. A Ss4 plate is 5' wide x
V long. A 6v8 plate is 6' wide s 8' long. Slols (hales)
run parallel to the plate length specified. Double cuts on
uvb members shall mat at the eclumid of the webs unless
otherwise shorn. Cannaelor plate sizes are minimum
sizes based on the forces A. m and may need to be
increased for certnin handling andfor.reclion stresses.
This truss is not to be fabricated with fire retardant treated
lumber unless otherwise shmm. Far additional
infarmntian an Quality Control mfar la ANSVIPI
1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations arc to W
relished in aaordance with accepted Industry
publications. Trusses are to be handled with particminr
core during banding and bundling, delivery and
imlallalion to ovoid damage. Temporary and permanent
bracing for holding Inasses in a straight and plumb
position and far resisting lateral farces shall be designed
and installed by others, Careful handling is essendai and
oration bracing is always required. Normal precautionary
anion for trusses requires such temporary bmcing during
installation between trusses to avoid toppling and
dotninaing. The supervision of erection of trusses shall be
under the control of persons evperienced in the
installation of trusses. Professional advice shall be sought
if n=dad. Commnlmlion of MuMcdon loads grenler than
the design loads shall not be applied to trusses at any time.
No loads other than the tmight of the erectors shall be
applied to Wassail until Met all fastening and bracing is
completed
TC: 2x 4 SP 42
BC: 2x 4 SP #2
WB: 2x 4 SP #3
2x 4 SP #2 2-6,3-5,4-5
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
WndLod per ASCE 7-02, CSC, V= 140mph,
H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0
Bld Type= encl L= 21.3 ft W= 21.3 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=-1605/820,2-3=-875/391,
3-4=-168/31,
BOT CHORD 8-7--1386/1428,7-6--1385/1420,
6-5=-776/727,
Webs 7-2=-27/279,2-6=-742/6651
6-3=-272/630,3-5--983/1050,5-4=-128/381,
-WEB. ..FORCE..CSI. Cr -WEB. ..FORCE..CSI.
7- 2 279 0.09 C 3- 5 1050 0.84
2- 6 -742 0.67 C 5- 4 381 0.11
6- 3 630 0.20 C
MULTIPLE LOADCASES -- This design is the
composite result Of multiple loadcases.
End vertical(s) not designed for exposure
to lateral wind pressure.
This truss is designed in accordance with
the 2004 Florida Building Code section
2306.1 and referenced standards, U.N.O.
Bracing Schedule:
Webs Brace Pt Joint to Joint
1/2 3- 5,4- 5
Bracing shown is for visual purposes only.
Continous lateral bracing attached to
VN either edge of web(s) shown OR a T-brace,
nailed flat to edge of web with 3"x 0.120"
nails spaced 8" O.C. T-brace must extend
at least 90% of web length and be same
size, species, and grade as web,
2x6 T-Brace required on any web over 14'-01'
Cr--------GLOBAL MAX DEFLECTIONS---------
CLL TL
C in./Ratio in./Ratio Jnt(s).
I.Span-0.09/999-0.19/539 5-6(L)
Horiz. -0,03 -0.05 NA
Long term deflection factor = 1.50
(L): Deflection is from local inner panel
21- 3-
5.00
TI:M1X
Qty.19
Joint Locations
1) 0- 0- 0 4) 21- 3- 8 7) 7- 6- 5
2) 7- 6- 5 5) 21- 3- 8 8) 0- 0- 0
3) 14- 4-15 6) 14- 4-15
In -Plant Quality Assurance with Cq - 1.00
In -Plant Quality Assurance, per
sec. 3.2.4 of TPI-1-02, for joint(s):
1,5
----MAX. REACTIONS PER BEARING LOCATION-----
X-Lot BSet Vert Horiz Uplift Y Type
0- 4- 0 1 970 748 -646 B Pin
21- 2-10 1 907 0 -1086 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
PROVIDE HORIZONTAL CONNECTION PER SCHEDULE
..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI.
1- 2 -1605 0.51 A 8- 7 1428 0.53
2- 3 -975 0.76 A 7- 6 1420 0.60
3- 4 -168 0.72 A 6- 5 -776 0.48
6x8 3x4 3x4
)-2-8
p9q 9
970N 8.00" 21-3-8 9074 1.75"
21-3-8 6
EXCEPT AS SHOWN PLATES ARE M.iTek MT966-11- 9)
WARNING: Eng Job: STBJ3X
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
�!f ,yy� �� ERECTING CONTRACTOR. BRACING WARNING: Dwg:
}� ' 1�r�il Bracing shown on this drawing Is not erection bracing. Lind bracing, portal bracing or similar bracing which is a pan of
Maroas >II/ t em the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss Dsg= : TLY Chk :
members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified
lorallons daermined by the building designer. Additional bmcing of the overall structure maybe required, (SecHD3.91 TC Live 16.0 psf
MARONDA WAYoP).PoTumss bracing equirtnanscontact building des(gner.(Tnass plate lnttlNt0. TPI Is loted n583
TC Dead 7.0 psf4005 OndfrioDrive,Madison,Wisconsin53719).
Sanford, FL 32771 Component Engineering by: TrussEngineering Co., P.A.- 818 Seardside Rd. Edenton, NC 27932 BC Live 10.0 psf
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE #005006a BC Dead 10.0 psf
367 Medallion PL Chuluof9, FL 32766
TOTAL 43.0 Psf
Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobs\140MPH\STJB3X\ST. JOHN B\M1X.prx
Scale = 0,1501
WO: STJB3X
TI: MIX
4/25/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
V5.4.18-90946
STBJ3X
Name: ST. JOHN B
Customer:ST, JOHN B WO:STJB3X
DESIGN INFORMATION
This design is for on individual building component and
has been based on information provided by the client. The
designer disclaims any responsibility for damages as a
result of rnulty or incorrect information, specifications
and/or designs fumished Ia the buss designer by the client
and die correctness or accuracy of this information as II
may relate to a specific project and accepts no
responsibility or cvemiscs no control with regard to
fabrication. handling, shipment and installation of trussrs.
This Imss has been designed as an individual building
component in Accordance %with ANSIffPI 1.1995 and
NDS-97 to be incorporated As part of the building design
by a Building Designer. When reviewed for approval by
the building designer, the design loadings shown must be
checked to be sum that the data shown tiro in agroement
with the local building codes, local climatic records far
wind or snow loads, pmjw speCJCmiam or special
applied loads. Unless shown, Imss has not been designed
for storage or occupancy loads. The design assumes
compression chords (lop or bottom) am continuously
braced by sheathing unless otherwise specified. Where
bottom chords In lenston are not Polly braced laterally by a
properly applied rigid ailing. Ibey should be braced at a
maximum spacing of IP-0' o.o. Connector Plela shall be
manufactured from 20 gnuge hot dipped galvanized steel
mating ASTM A 653, Grade 40. ua]= otherwise shown.
FABRICATION NOTES
Prior to fnbrialian the fabricator shall revicm this
dinning to verily that this drawing Is in confonnnnce with
die fabriatoes plans and to realize a continuing
responsibility for such verification. Any discrepancies no
to be Put in writing before aping or fnbrialion. Plates
shall not be installed over knotholes, knots or distorted
grain. Members shall be oul for light filling wood to wood
hearing. Connector Plata shall be located on both faces of
the Imss with nails fully imbedded and shall bee s)mh, about
the join) unless otherwise shm%m. A 3x4 plate is 5• wide s
4' long, A US plate Is V wide s 96 Ion& Stoll (bola)
ran parallel to the plate length specified. Double cuts on
web members shall mat at the centraid of the webs unless
otherwise shown. Connector plate sizes are minimum
sizes baud on the forces shown and may need to be
increased for certain handling and/or erection straws
This Imss is not to be fabricated with Piro retardant baled
lumber unless oth-A. shown. For additional
informalion on Quality Conlrol For
to ANSMI
1.1995
PRECAUTIONARY NOTES
All bracing and ereclion recommendations are to be
followed in accordance with accepted Industry
publications. Trusses are to be handled with particular
are during banding and bundling, delivery and
installation to avoid damage. Temporary and permanent
bracing far holding inuus In A straight And plumb
position and for resisting lateral forces shall be designed
and installed by others. Careful handling is essential and
creclion bracing is ahwnys required. Normal precautionary
action for Imases requha such temporary bracing during
instAllAlion between IAssa to avoid toppling And
dominoing. The supervision of erection of tmssa shall be
under the conlrol of persons esperiencd In the
Installation of busses. Professional advice shall be sought
if needed. Concentration ofconstmclion loads greater than
the design loads shall not be applied to Irassa at any lime.
No loads other than the %"eight of the ereclors shall be
applied to losses until after All fastening and bracing is
completed
TC: 2x 4 SP #1 D
BC: 2x 4 SP #2
WB: 2x 4 SP #3
2x 4 SP #2 2-4,3-4
SL: 2x 6 SP #2
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
WndLod per ASCE 7-02, C6C, V= 140mph,
H= 15.0 ft, I= 1.00, Exp.Cat. B, Azt= 1.0
Bld Type= encl L= 10.0 ft W= 50.0 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=-441/34,2-3--413/88,
HOT CHORD 6-5=-940/367,5-4=-940/362,
Webs 5-2=0/259,2-4=-401/1042,
4-3=-146/588,0-0=-270/356,
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span-0.06/999-0.22/540 3-2(L)
Horiz. -0.01 -0.03 NA
Long term deflection factor = 1.50
(L): Deflection is from local inner panel
EXCEPT AS SHOWN PLATES ARE MiTek MT20
Mar onda. �'I Ae
4005 MARONDA WAY
Sanford, FL_ 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE fU0050068
367 MedaB)on PI. Chuluots, FL 32766
Design: Matrix Analysis
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
End vertical(s) not designed for exposure
to lateral wind pressure.
Bracing Schedule:
Webs Brace Pt Joint to Joint
1/2 3- 4
Bracing shown is for visual purposes only.
Continous lateral bracing attached to
either edge of web(s) shown OR a T-brace,
nailed flat to edge of web with 3"x 0.120"
nails spaced Oil o.c. T-brace must extend
at least 906 of web length and be same
size, species, and grade as web.
2x6 T-Brace required on any web over 141-011
. TC. ..FORCE..CSI. Cr ..BC, .,FORCE..CSI.
1- 2 -441 0.82 A 6- 5 -940 0.35
2- 3 -413 0.91 A 5- 4 . -940 0.35
1 2 3
10.00
M
498# 8.00"
2X4
9-1-6
JAI#
4204.75"
9-11- 8
L-4-0 5 9-11-8 4
()'21- 5-15)
TI:M2X
Qty:9
-Joint Locations
1) 0- 0- 0 3) 9-11- 8 - 5) 3- 1-12
2) 3- 1-12 4) 9-11- 8 6) 0- 0- 0
This truss is designed in accordance with
the 2004 Florida Building Code section
2306.1 and referenced standards, O.N.O.
In -Plant Quality Assurance with Cq - 1.00
In -Plant Quality Assurance, per
sea. 3.2.4 of TPI-1-02, for joint(s):
4
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Horiz Uplift Y Type
0- 4- 0 1 498 892 -88 B Pin
9-10-10 1 420 0 -1035 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
PROVIDE HORIZONTAL CONNECTION PER SCHEDULE
.WEB. ..FORCE..CSI, Cr WEB. ..FORCE..CSI.
5- 2 259 0.08 C 4- 3 588 0.18
2- 4 1042 0.36 C 0- 0 356 0.15
Wkul.NlNCs: Eng Job: STBJ3X
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING: Dwg:
Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing which is o part of
The building design and which must be considered by the building designer. Bracing shown is for lateral support of truss DSgnr : TLY Chk :
members only to reduce buckling length. Pmvisions must be made to anchor lateral bracing at ends and specified
locations determined by the building designer. Additional bracing of die overall structure may be required (Sea HIB-91 TC Live 16.0 psf
orTPr) For specific Irun bracing requtmment% centaci building dwigne Crmaa Plate hnadrom, TPI is loala at 333
D'OnofroDrive, Madison. Wisconsin 53719). TC Dead 7.0 psf
Component Engineering by: Toss Engineering Co., P.A., 818 Smindside Rd. Edenton, NC 27933 $C Live 10.0 psf
BC Dead 10.0 psf
TOTAL 43.0 psf
Profile Path: C:\TEE-LOX\Work\Jobs\140MPH\STJB3X\ST, JOHN B\M2X.prx
Scale = 0.2110
WO: STJB3X
TI: M2X
4/25/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
v5.4.18-90947
STBJ3X Name: ST. JOHN B Customer:ST. JOHN B WO:STTB3X TI:M2AX Qty:9
DESIGN INFORMATION
This design Is far an individhml building ocompomml and
has been based on ir=aIIon provided by the client. The
designer disclaims any responsibility for damages us a
tenth of faulty, or incormcl information, specifications
and/or designs furnished to the truss designer by Ilia client
and ilia correctness or accuracy of this Information as It
may mince to a specific project and accepts no
responsibility or exercises no central with regard to
fabrication. handling• shipment and inslallnllon of trusses.
This buss has been designed as an Individual building
component in accordance with ANSMI 1.1995 and
NDS-91 to be incarporated as part of the building design
by a Building Designer. When reviewed for approval by
the building designer, the design loadings shown must be
choked to be snn that the cimn shown am in agreement
Mill the local, buitding codes, local climatic records for
wind or snmv loads, project specifications or special
applied lands, Unless shown, uws has not been designed
rot storage or occvpancy toads. The design ossumes
compression chords (top or bottom) am continuously
braced by sheathing unless otherwise specified. Wlmm
bottom chords In tension am not fully braced laterally by a
properly applied rigid calling, they should be braced at a
maximum spacing of I041' o.c. Connector plates shall be
manufactured from 20 gauge hot dipped galvanised atal
meeting ASTM A 653. Grade 40. unless otherwise showm.
FABRICATION NOTES
Prior to fabrication. ilia fabricator shall review this
dmuing In went• that this drawing is in conformance with
Ilia fabricators plans and to r mliu a continuing
responsibility for Such verification. Any discrepancies an
to be put in vvriling before culling or fnbriwtion, Plotes
shall not be Installed ever knotholes, knots or distorted
grain. Members shall be mil rot light fitting wood to wood
bearin& Connector Plata Shall be located on both faces or
the buss with nails fully Imbedded and shall be sym. about
Ihojoinl unless otherwise shmm. A 5x4 plate is 5' wide x
4' long. A 6xg plate is 6' wide x 8' long. Slots (Boles)
mn pamllcl to llto pinte lengtlh specified. Double curs on
wcb members shall mat at the cenlroid of the webs unless
olherhiseshmvn. Connector pintesius am minimum
Sirs based on the tones shown and may need to be
Increased
ror cerufii handling nndle, creclion stresses.
TUG truss "not to be fnbricnted with fin retardant treated
InmberunI—Ihervise Showat. Foroddtlionol
information on Quality Central infer to ANSIRPr
1.1995
PRECAUTIONARY NOTES
All bracing and creation recommendations am to be
followed in accordance with accepted industry
publications. Trusses am to be handled with particular
care during banding and bundling. delivery and
Installation to maid damage. Temporary and permanent
bracing for holding trusses in a straight and plumb
position and for resisting lateral forms shall be designed
and Installed by others. Comful handling is essential and
erection bracing is always required. Normal precautionary
onion for trusses requires such temporary bracing during
installation between trusses to amid toppling and
dominoing. The supervision cremation of tmcses shall be
under the central of persons aperienced In the
instnllaion of Imsses. Prollmlonal advice shall be ought
if needed. Conantmiton of construction loads greater Ilrnn
Ilia design loads shall not be applied to tresses at any time.
No loads other than the weight of The enxlon; shall be
applied to busses until after all fastening and bracing is
completed
TC: 2x 4 SP #1 D
BC: 2x 4 SP #2
WE: 2x 4 SP #3
2x 4 SP #2 2-4,3-4
SL: 2x 6 SP #2
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
WndLod per ASCE 1-02, CdC, V= 140mph,
H= 15.0 ft, 2= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= encl L= 10.0 ft W= 10.0 £t Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=-472/22,2-3=-429/91,
SOT CHORD 6-5=-974/392,5-4=-975/387,
Webs 5-2=0/264,2-4=-429/1080,
4-3=-149/614,0-0=-221/369,
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span-0.06/999-0.23/545 3-2(L)
Horiz. -0.01 -0.02 NA
Long term deflection factor = 1.50
(L): Deflection is from local inner panel
9-
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
End vertical(s) not designed for exposure
to lateral wind pressure.
Bracing Schedule:
Webs Brace Pt Joint to.Joint
1/2 3- 4
Bracing shown is for visual purposes only.
®Continous lateral bracing attached to
either edge of web(s) shown OR a T-brace,
nailed flat to edge of web with 311x 0.1201,
nails spaced 8" o.o. T-brace must extend
at least 90% of web length and be same
size, species, and grade as web.
2x6 T-Brace required on any web over 141-0"
..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI.
1- 2 7472 0.85 A 6- 5 -974 0.36
2- 3 -429 0.95 A 5- 4 -975 0.36
9-11- 8
1 2 3
10.00
0- 9-13
R
425# 1.75"
2X4
9- 1- 6
R
431# 1.75"
,, 9-11- 8 _
^6 5 4
joint Locations---
1) 0- 0- 0 3) 9-11- 8 - 5) 3- 1-12
2) 3- 1-12 4) 9-11- 8 6) 0- 0- 0
This truss is designed in accordance with
the 2004 Florida Building Code section
2306.1 and referenced standards, U.N.O.
In -Plant Quality Assurance with Cq = 1.00
In -Plant Quality Assurance, per
sec. 3.2.4 of TPI-1-02, for joint(s):
4
----MAX. REACTIONS PER BEARING LOCATION-----
X—Loc BSet Vert Horiz Uplift Y Type
0- 0-14 1' 425 927 0 B Pin
9-10-10 1 431 0 -1078 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
PROVIDE HORIZONTAL CONNECTION PER SCHEDULE
.WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI.
5- 2 264 '0.08 C 4- 3 614 0.18
2- 4 1080 0.38 C 0- 0 369 0.10
EXCEPT AS SHOWN PLATES ARE MiTek MT20
+4r+.r.rr.ri �r WARNING: Eng Job: STBJ3X
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING: DWg:
jBracing shown on this drawing is not erection bracing. wind bracing. panel bracing or similar bracing which is a pan of
••• iiitv ����iiii ts the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss D9r : TLY elk
... members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified
psf
. 16 Live
Itrcalions delermincd by the building designer. Additional bracing of Ilse overall structure may be required. (Sec F(IB-91 TC F3
Scale = 0.2097
WO: STJB3X
TI: M2AX
4/25/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
STBJ3X
Name: ST. JOHN B
Customer:ST, JOHN B WO:STJB3X
DESIGN INFORMATION
This design is for an individual building component and
has been based on information provided by the client. The
designer disclaims any responsibility for damages as a
result or fnulry or incorrect infarm uion, specifications
and/or designs furnished to the trials designer by the client
and the correctness; or accuracy or this Information as It
may relate to a specific project and accepts no
responsibility or mxcmises no canlml with regard to
fabrication, handling, shipment and Insinuation or trusses,
This truss has been designed as an individual building
opmponenl in accordance will/ ANSVIPI 1.1993 slid
NDS-97 to be Incorporated as pan orthis building design
by a Building Designer. When reviewed for approval by
the building designer. the design landings shown must be
checked to be sure that the 61. shown are in agreement
with the local building codes, local climatic records for
wind or snow loads, project specifications or special
aPPllad toads. Unless sham, Inns has not been designed
for storage or occupancy toads. The design assumes
compression chords (lop or bottom) am continuously
braced by sheaOing unless olhemise specified. Where
bottom chords in tension are not fully braced lalemlly by a
properly applied rigid miing, they should be braced at a
maximum spacing of lo'-0' o.e. Connector plates shall be
mamdaetured from 20 gauge hot dipped galvanized steel
meeting ASTM A 653, Grade 40, unless otherwise shown,
FABRICATION NOTES
Prior to fabrication. the fabricator shall review this
drawing to verify, that Oils drawing Is In confamrance with
the fabricators plans and to =it, a continuing
responsibility for such verification. Any discrepancies are
to be pill In writing before culling or fabrieallon. Plaice
shall not be installed over knotholes, knots or distorted
grain. Members shall be col far light filling wood to wood
bearing. Connector plates shall be located on boll] faces of
the Ims with nails fully imbedded and shall bo sym. about
the joint unless ollmmise shown. A SW Plalc is 5' wide s
4• long. A 6sg plate is 6' wide x g' long. Slots (holes)
run parallel to the plat. length spelled. Double cuts oa
web members shall meet at the cemroid of Owe webs unles
otherwise sham. Connector plate sizes are minimum
sizes based on the forms shown and may need to be
Increased for certain handling and/or erecion stresses.
This Ims is not to be fabricated with fire retardant healed
lumber unless olhenvise shown. For additional
information on Quality Central refer to ANSIn PI
1-1995
PRECAUTIONARY NOTES
All bracing and ereelion recommendations ore to be
fallo,d In accordance with accepted industry
publications. Tmsses are to be handled with pnnicutar
care during bantling and bundling, delivery and
installation to avoid damage. Temporary and permanent
bracing for holding imsses In a straight and plumb
position and for resisting Inleml forces shall be designed
and Installed by others. Gimful handling is essential and
erection bracing is always required. Normal precautionary
action for cases regtlim such temporary bracing during
Installation between irtrsses to avoid toppling and
dominoing The nipervision ofereclton artmssa chap be
iunder the control of Pcrsoos experienced in the
Insinllalion of Imsses. Professional advise cltall be sought
if needed. Concenlralion ofconsimctian lw6 greater than
the design loads shall not he applied to trusses at any time.
No loads other than the weight afilic erectors shall be
applied to Imssms until aficr all fasiening and bracing is
TC: 2x 4 SP #1 D
BC: 2x 4 SP #2
WEI: 2x 4 SP #3
2x 4 SP #2 2-4,3,-4
SL: 2x 6 SP #2
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
WndLod per ASCE 7-02, C&C, V= 140mph,
Hes 15.0 ft, I= 1.00, Exp.Cat. B, Bzt= 1.0
Bld Type= anal L= 10.0 ft W- 10.0 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=-402/174,2-3=-430/91,
BOT CHORD 6-5=-86/141,5-4=-954/270,
Webs 5-2=-343/73,2-4=-299/1057,
4-3=-149/615,0-0=-171/357,
.WEB. ..FORCE..CSI. Cr ,WEB, ..FORCE..CSI
5- 2 -343 0.09 C 4- 3 615 0.
2- 4 1057 0.27 C 0- 0 157 n_
CANT: 3- 0- 0
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
End vertical(s) not designed for exposure
to lateral wind pressure.
Bracing Schedule:
Webs Brace Pt Joint to Joint
1/2 3- 4
Bracing shown is for visual purposes only.
Continous lateral bracing attached to
either edge of web(s) shown OR a T-brace,
nailed flat to edge of web with 31lx 0.12011
nails spaced 81, o.c. T-brace must extend
at least 90% of web length and be same
size, species, and grade as web.
2x6 T-Brace required on any web over 14'-0"
..TC.--FORCE..CSI.'Cr ..BC. ..FORCE..CSI.
1- 2 -402 0.84 A 6- 5 141 0.32
18
Cr C 2- 3 -430 0.94 A 5- 4 -954 0.32
nR r
9-1-6
0- 9-13
9-11- 8
1 2 3
I6.66
2x4
9-1-6
Zx4 3x4
621#A3.50" 347#p1.7511
9-11- 8
5 4
TI:M2BX Qty:3
Unbalanced load case(s) have been checked.
Joint Locations =
1) 0- 0- 0 3) 9-11- 8 5) 3- 1-12
2) 3- 1-12 4) 9-11- 8 6) 0- 0- 0
This truss is designed in accordance with
the 2004 Florida Building Code section
2306.1 and referenced standards, U.N.O.
In -Plant Quality Assurance with Cq = 1.00
In -Plant Quality Assurance, per
sec. 3.2.4 of TPI-1-02, for joint(s):
4
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Horiz Uplift Y Type
3- 1-12 1 621 927 -50 B Pin
9-10-10 1 347 0 -1067 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
PROVIDE HORIZONTAL CONNECTION PER SCHEDULE
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
L,Cant.-0.01/999-0.02/999 1
I.Span-0.03/999-0.24/329 3-2
Horiz. -0.02 -0.04 NA
Long term deflection factor = 1.50
EXCEPT AS SHOWN PLATES ARE MiTek MT20
""... WARNING: Eng Job: STBJ3X
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
{� y ERECTING CONTRACTOR. BRACING WARNING: Dwg:
,[�4,aronda,. 1 ■, Bracing shown on this droving is not erection bracing, wind bracing, portal bracing u similar bracing which Is apart of
i// to the building design and which must be considered by the building designer. Bracing shown is for lateral support of Ices Dsgnr : TLY Chk :
.. ... members only to milum buckling length. Provisions must be made to anchor lateral bracing at ends and specified
locations determined by the building designer. Additional bracing of die overall simcium may be required, (See F♦7H-91 TC Live 16.0 psf
ofTPl).Far spcelfie wss bracing requirements, contact building designer, frmss Plate Insllrute. TPI is located at 58J 4005 MARONDA WAY D'Onohio Drive, Madison, Wisconsin 53719). TC Dead 7.0 psf
Sanford, FL. 32771 Component Engineering by: Truss Engineering Co., P.A., 818 Soundside Rd, Edenton, NC 27932
(407) 321-0064 Fax (407) 321-3913 BC Live 10.0 psf
TOMAS PONCE P.E. LICENSE 00050069 BC Dead 10.0 psf
367 Medalllon PL Chuluots, FL 32766
TOTAL 43.0 �s�f
Design: Matrix Analysis Profile Path: C:\TEE-LOB\Work\Jobs\140MPH\STJB3X\ST. JOHN B\M2BX.prx
Scale = 0.2097
WO: STJB3X
TI: M2BX
4/25/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
v5.4.18-89200
STBJ3X
Name: ST. JOHN B
Customer:ST. JOHN B WO:STJB3X
TI:SIX
(DESIGN INFORMATION
This deign is for an individual building camponenl and
has been based on information provided by the client. The
designer disclaims any responsibility for damages ns a
=,it of faulty or incorrect information, specdOm[(ons
and/or designs furnished to the Imss designer by the icilum
and thnec e wlnes or accuracy of this infonnallon as t
ma)' mlAle to a speei(e project and accepts no
responsibility or exemises no central with regard to
fnbrication, handling, shipment and insiollnlion of trusses.
This truss has been designed as an individual building
component In accordance with ANSViPI 1.1995 and
NOS-97 to be inarpornled as pan of the building design
by a Building Designer. When rc ioted for approval by
the building designer, the design loadings shown muss be
checked to be sure Thal the don shown are in pgmmenl
ttilh the local building codes, local climatic mards for
wind or snow loads, project apoeificalians or special
applied loads. Unless shown, buss has not been designed
for storage or owupnney loads. The design asumea
compression chords (lop or bosom) see continuously
bawd by sheathing unless otherwise specified. Where
bonom chords in tension arc not fully braced laterally by a
properly applied rigid ailing, they should be braced at a
maximum spacing of 10%0' o.c. Connector plates shall be
manufactured from 20 gauge hot dipped golvanimd steel
meeting ASTM A 653, Grade 40. uNess otherwise sham.
FABRICATION NOTES
Prior to fabrication, the fabricntor shall review this
drntving to verifj• tin[ this drawing is in conib rmance with
the fobriwlor's pions and to realise a continuing
responsibility for such vaiftmlion. Any discrepancies are
to be pill in writing before culling or fnbriaiion. Plams
shall not be installed over knolholm knots or distorted
grain. Members shall bend for light filling wood In wood
baring. Connector plats shall be located on both faces of
the. Ws trills nnils fully imbedded and shall be sym. about
The joint unless otherwise sham. A 5x4 plate is S• wide x
4' long. A ling plate is 6' wide x a' long Slots (holes)
urn parallel to Ilse plate length specified. Double cats on
nab members shall mecl at the centroid of tin webs unless
othentisc sham. Connector plate sins arc minimum
sins based on the farces shotrn and may need to be
increased for certain handling and/or erecllon siresus.
This truss is not to be fnbricalod i ilh fire retardant treated
lumbcruntesolherwiseshetm. Foreddilionol
information on Quality Control refer to ANSVIPI
1.1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are to be
followed In accordance nith accepted Industry
publications. Trusses are to be handled with particular
care during banding and bundling, delivery and
Installation to Avoid damage Temporary and Permanent
bracing for holding crosses in a straight and plumb
pe,silion and for resisting lateral forces shall be designed
and Installed by others. Camfill handling is essential And
elation bracing is shveys required. Noma] precautionary
action for buses requires such temporary bracing during
installation be woen trusses to ovoid toppling and
dominoing. The supervision of emolian of IT4= shall be
under the wmrol of persons mwricneed in the
installatiun of trusses. Pmr,4,ional ndwim sholl be sought
if needed. Commnimiion of mnslmcllon lads grealer llian
[lie design lads shall not be applied to Imssa at any time.
No lads other than the tmight of the erectors shall be
applied to busses until after all fastening and bracing is
TC: 2x 4 SP #2
BC: 2x 4 SP #2
WE: 2x 4 SP #3
SL; 2x 4 SP #2
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
This truss is designed in accordance with
the 2004 Florida Building Code section
2306.1 and referenced standards, Q.N.O.
..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI.
1- 2 -1048 0.38 A 9- 8 776 0.31
2- 3 -1597 0.44 A 8- 7 741 0.30
3- 4 -1627 0.33 A 7- 0 1863 0.50
4- 5 -1975 -0.32 A 0- 6 1530 0.45
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span-0.10/999-0.18/999 2-1(L)
Horiz. 0.05 0.10 NA
Long term deflection factor = 1.50
(L): Deflection is from local inner anel
5- P/-14
5-
10.00
0- 4-14
f
0-4-8 I I
7194 4.50"
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
WndLod per ASCE 7-02, 1 C&C, V- 140mph,
H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0
Bld Type= encl L= 16.8 ft W= 16.8 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=-1048/B29,2-3=-1597/1366,
3-4=-1627/1235,4-5=-1975/1705,
HOT CHORD 9-8=-317/776,8-7=-281/741,
7-0=-1454/1863,0-6=-1285/1530,
Webs 8-2ec-93/222,2-7=-871/1083,
7-3=-109/339,7-4=-331/533,0-0=-174/298,
-5.00
5x6
Qty:17
�--Joint Locations-
_) 0- 0- 0 4) 12- 5-10 a 7) 8- 4- 8
2) 5- 7-14 5) 16- 9- 0 8) 5- 7-14
3) 8- 4- 8 6) 16- 9- 0 9) 0- 0- 0
In -Plant Quality Assurance with Cq = 1.00
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Horiz Uplift Y Type
0- 2- 4 1 719 -172 -586 B Pin
16- 6-12 1 722 0 -677 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
.WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI.
8- 2 222 0.07 C 7- 4 533 0.13
2- 7 1083 .0.35 C 0- 0 298 0.16
7- 3 339 0.09 C
2.50 -2.50
-4-8
722# 4.50"
8-4-8 8-4-8
9 8 7
EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3663
WARNING: Eng Job: STBJ3X W0: STJB3X
READ ALL NOTES ON THIS SHEET.•A COPY OF THIS DRAWING TO BE GIVEN TO
aar:s1 ERECTING CONTRACTOR. BRACING WARNING: DWg: TI: SIX
i�qu:t dill� i% ' Bracing shown on this droving is not election bracing, wind bracing, portal bracing or smilarbracing which is a pan of
a y .s the building design and which must be considered by the building designer. Bracing shown is for lateral support of imss Dsgnr : TLY Chk : 4 /25 / 2 0 07
.. ... . members only to reduce budding length. Previsions must be made to anchor lateral bracing at ads and specified
locations determined by the building designer. Additional bracing of the overall structure maybe required. (See HM-91 TC Live 16.0 psf Lbr DF : 1.25
ofTPp.For specific truss bracing requirements, contact building dWper.(Trxs Plate lrlsUmlt� TPI Is located 81533 4005 MARONDA TC Dead 7.0 psf Plt DF: 1.25 WAY D'Onofrio Drive, Madison, Wisconsin 53719).
Sanford, FL. 32771 Component Engineering by: Truss Engineering Co., P.A., 818 Soundside Rd, Edenton, NC 27932 O.C. : 2- 0- 0
(407) 321-0064.Fax (407) 321-3913 BC Live 10.0 psf FHC-04/TPI-02/NDS-Ol
TOMAS PONCE P.E. LICENSE 00CISM66 HC Dead 10.0 psf Code: FLA
367 Mac afflon PI. Chuluo* FL 32764
TOTAL 43.0 psf V5.4.18-89299
Design: Matrix Analysis Profile Path; C:\TEE-LOX\Work\Jobs\140MPH\STJB3X\ST. JOHN B\SiX.prx
STBJ3X
Name: ST. JOHN B
Customer:ST. JOHN B WO:STJB3X
DESIGN INFORMATION
This design is for an individual building component and
has been based on information provided by the client, The
designer disclaims any responsibility for damages as a
retail of faulty or incorrect Information, specifications
and/or designs tarnished to the tress designer by the client
and the correctness or acouracy of this Information as it
may reline to a specific project and accepts no
responsibility or exercises no control with regard to
fabrication, handling, shipment and installation of trusses.
This trots lips been designed as an individual building
component in accordance with ANSVfPI 1-1995 and
NDS-97 to be incorporated as part of the building design
by a Building Designer. When rewinsed for approval by
the building designer, the design landings shown must be
checked to be sure that The dam shown am In agreemenl
with the local building odes, local climatic records for
wind or snow lands, project specifications or special
applied loads. Unless shown, truss has not been designed
for storage or oecopnncy loads. The design assumes
compression chords (lop or bottom) are continuously
bmadbyshwlhingunlessolhemiwspmiried. Where
bottom chords in Ionsion are nor fully braced laterally by
properly applied rigid ailing, they should be braced at a
minimum spacing of IIry o.c. Connector Plates shall be
manufactured from 20 gauge hot dipped galvanized steel
meeting AS7M A 633. Grade 40. unless othenvies shown.
FABRICATION NOTES
Prior to fnbrimtian, the fabricator shall review this
drawing to verity that this drawing is in conformance with
the fabricator's plans and to realize a continuing
responsibility for such verificalion. Any discrepancies me
to be put in writing before adting or fabrication. Plates
shall not be installed over knolholrs, knots or disloned
grain. Members shall be cut for tight filling wood to wood
bearing. Connector plates shall be located on both fans of
the Iniss willh nails fully Imbedded and shall be sym. about
Ihejoint unless olhcrwtse shmm. A 5x4 pieta is 5s wide x
4"long, A 6x8 plate is 6'swide x 8' long. Slols (holes)
inn parallel to the plate length specified. Double cuts on
such members shall creel at the contmid of the webs unless
otherwise sham. COUC110T ptale sizes are minimum
sizes based on the forces sham and may need to be
increased for certain handling and/or cri aten stresses.
71his trust; is not to be fabricated with rare retardant treated
lumberunless otherwise sham. Foraddirional
information on Qualiry Control refer to ANSVPPI
1.1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are to be
followed in naordance wills accepted industry
publications. Trusses are In be handled with particular
care during banding and bundling, dclhtry and
installation to avoid damage. Temporary and permanent
bracing for holding busses In a straight and plumb
position and for resisting lateral fonts shall be designed
and Installed by others. Careful handling is essential and
erasion bracing is ahrreys required. Normal precautionary
action for Utttes requires such temporary bracing during
installation between trusses to mold toppling and
dominaing. Thesupervision ofercelon oflmsses shall be
under the mniml of persons aNperienmd in the
installation of trusses. Professional advice shot( be caught
if needed. Concentration afconsrtuetion loads greater than
the design loads shall not be applied to trusses at any lime.
No loads other than the %night of the erectors shall be
applied to trusses until idler all fastening and bracing is
TC: 2x 4 SP #2
BC: 2x 4 SP #2
WB: 2x 4 SP #3
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise
This truss is designed in accordance with
the 2004 Florida Building Code section
2306.1 and referenced standards, U.N.C.
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2--164/122,2-3--164/122,
BOT CHORD 6-5=-45/115,5-4=-45/l15,
Webs 5-2--23/82,
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in,/Ratio Jnt(s).
I.Span 0.00/999 0.00/999 3-2
Horiz. 0100 0.00 NA
Long term deflection factor = 1.50
2- 5-13 0- 4-10
Bottom chord live loads based.on
uninhabitable areas without storage
loaded concurrently per IRC-00 R301.4,
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
WndLod per ASCE 7-02, CfiC, V= 140mph,
H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type- encl L= 4.0 ft W= 4.0 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
.WEB. ..FORCE.,CSI, Cr .WEB. ..FORCE.,CSI
5- 2 82 0.03 C
2-0-0 2-0-0
1 2 3
9.00 -9.00
4x6
TI;T4X
Qty:10
Joint Locations - '•
1) 0- 0- 0 3) 4- 0- 0 • 5) 2- 0- 0 '
2) 2- 0- 0 4) 4- 0- 0 6) 0- 0- 0
In -Plant Quality Assurance with Cq = 1.00
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Horiz Uplift Y Type
0- 0-14 1 21B 0 -232 B Pin
3-11- 2 1 218 0 -232 B H Roll I
PROVIDE UPLIFT CONNECTION PER SCHEDULE
..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. I
Cr 1- 2 -164 0.05 A 6- 5 115 0.04
2- 3 -164 0.05 A 5- 4 115 0.04
218# 1.75" 2184 1.75"
4-0-0
6 5 4
1-0-0 4-0-0 1-0-0
(Ml- 0- 6) (R1- 0- 6)
EXCEPT AS SHOWN PLATES ARE MiTek MT20
1-10-10
0- 4-10
WARNING: Eng Job: STBJ3X
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
y��r System
,., ERECTING CONTRACTOR. BRACING WARNING: DWg:
' �Y ■ g� :1 `�'fl Bracing shown on this drawing is no erection bracing, wind bracing. portal bracing or similar bmcing which is a pan of
s M ttll�� ur tw the building design and which must be considered by the building designer. Bracing shown is for lateral support of Iniss Dsgnr : TLY Chk ;
... ., members only to reduce bucking length. Provisions must be made to anchor lateral bracing at ends and specified
F. locations determined by the building designer. Additional bracing of the overall structure may be required. (See Ka-91 TC Live 16.0 psf
of TPI).For specific toss bracing mquirements, contact building designet(Trusa Plot, InatituW. TPI Is located nr 593 4005 MARONDA WAY D'OnofiioDrive, Madison,Wisconsin 53719). TC Dead 7.0 psf
Sanford, FL. 32771 Component Engineering by: Truss Engineering Co., P.A., 818 Soundside Rd, Edenton, NC 27932 BC Live 10.0 p9 f
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE #0050068 BC Dead 10.0 psf
367 Medallion PL Chuluola, FL 3276C
TOTAL 43.0 Psf
Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobs\140MPH\STJB3X\ST. JOHN B\T4X,prx
Scale = 0.5773
WO: STJB3X
TI: T4X
4/25/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
STBJ3X
Name: ST. JOHN B
Customer:ST, JOHN B WO:STJB3X
DESIGN INFORMATION
This design Is for an individual building component and
has been based on information provided by the client. The
designer disclaims any lesponsbiliry, for damages as a
result of faulty or incorrect infomation, specifications
and/or designs fumished to the bass deigner by the client
and the correctness or amtncy of this information as it
may relate to a specific project and accepts no
responsibility or evereises no control vvith regard to
fabrication. handling, shipment and installation of trusses.
This Iruss has been designed as an individual building
component in accordance with ANSVfPI 1-1995 and
NDS-91 to be Incorporated as Pori of the building design
by a Building Designer. When revienved for approval by
Ilse Iuilding designer, the design loadings shown must be
checked to be sure that the data shown are In agreement
nigh the local building codes, local climatic records for
hind or snmv Iocls. project specification or special
applied loads. Unless shmm. Ines has not been designed
for storage or occupancy lands. The design assumes
compression chords (lop or bottom) are continuously
braced by sheathing unless otherwise specified. Where
bottom chords in Icnsion are not filly broad laterally by a
properly applied rigid roiling, they should be braced at a
maximum spacing of 10'-I" o.e. Connector plats shall be
manufactured from 20 gauge hot dipped galvanized sicl
meeting ASTM A 655, Grade 40, uNess otherwise shewn.
FABRICATION NOTES
Prior to fabrication. the fabricalar shall reviov this
dni ing to verify Ihm this dewing Is in wnfarmance, with
the fnbrimtols plans and to maties a continuing
responsibility for such verificalion. Any discrepancies ore
to be put in writing before culling or fabrication. Plnles
shall not be installed ever knotholes, knots or distorted
gnin. Memben shall be at for light fining wood to mod
bunting. Connector pinta shall be located on both face of
(lie truss with nails fully imbedded and shall be sin,
about
unless
the joint othenvisc shmum. A 5x4 plate is 5" wide x
4' long. A 6xR plate is 6" aides V long. Stoll (holes)
ran parallel to the plate length specified. Double cuts on
neb members shall meet at the cinirotd of the webs unless
olheruim shot". Connector plate sizes are minimum
size based on the fords shmim and may need to be
Increased for certain handling and/or erection stresses.
This toss is not to be fnbdonied with fire retardant bested
lumber unless oil—ise, sham. For additional
Infomution on Quality Contmlmlier, to ANSVfPI
1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations an to be
follouved in accordance with Accepted Industry
publications. Trusses are to be handled nigh particular
am during bonding and bundling, delivery and
installation to ovoid damage. Temporary and permanent
bracing for holding trusses In a straight and plumb
position and for resisting Intent fonts shall be designed
and installed by others Careful handling Is essential and
ere elion bracing Is aluvnys required. Normal prrcaullanary
action for trusses requires such temporary bracing during
inslnllallon between trusses to avoid toppling and
dominoing. The supervision of ermion of rrusses shall be
under lite control of persons evgscriencid In the
installation ofinisses. Professional advice shall be sought
if needed. Concentnlion of instruction loads grater than
the design lads shill not be applied to Ina= at any lime.
No lads other than the weight of the ermon shall be
applied to trusses until oner all fastening and bracing is
completed
TC: 2x 4 SP #2
BC: 2x 4 SP #2
GB: 2x 4 SP #3
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
WndLod per ASCE 7-02, CSC, V= 140mph,
H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= encl Lse 3.3 ft W= 3.3 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 5.0 psf
Impact Resistant Covering and/or Glazing Req
..TC. ..FORCE..CSI. Cr .,BC. ..FORCE..CSI.
1- 2 -44 0.11 A 1- 5 1 0.02
2- 3 -44 0.08 A 5- 3 1 0.02
Analysis based on Simplified Analog Model.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind loads have been checked perpendicular
to the face of the truss.
In -Plant Quality Assurance with Cq = 1.00
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Horiz uplift Y Type
0- 0-12 1 65 19 -21 B Pin
3- 3- 4 1 65 -19 -21 B Pin
PROVIDE UPLIFT CONNECTION PER SCHWULE
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span 0.00/999 0.00/999 2-1
Horiz. 0.00 0.00 NA
Long term deflection factor = 1.50
TI : V12X Qty: l
Joint Locations-
1) 0- 0- 0 3) 3- 4- 0 a 5) 1- 8- 0
2) 1- 8- 0 4) 3- 4- 0 6) 0- 0- 0
This truss is designed in accordance with
the 2004 Florida Building Code section
2306.1.and referenced standards, U.N.O.
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=-44/l7,2-3=-44/l8,
HOT CHORD 1-5=0/1,5-3=0/11
Webs 5-2=-40/25,
.WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI.
5- 2 -40 0.50 C
1- 8-0 1-8-0
1 2 3
12.00 -12.00
4x6
1-8-4 A3x43x4 1-8-4
I' +
0-0-4 rZ 0-0-4
2x4
IDEXXXXXXXXX
11
65# 1.50" Stud @ 4- 0- 0 65# 1.50"
3-4- 0
6 5 4
EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.5817
WARNING: Eng Job: STBJ3X W0: ST17B3X
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: V12X
. � Systems : Bmdng shown on this drawing is not erection bracing, nind bracing, portal bracing or similar bracing which Is n parlor
���Sffff 'may the bulleling design and which must be considered by the building designer. Bracing shm is ror lateral support of buss Der : TLY Chk : 4 /25 /2007
,., members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and speetned
locations determined by the building designer. Additional bracing of the overall structure may be required. (See MB-91 TC Live 16.0 psf Lbr DF : 1.25
ofTPq.For speelfio true bracing requirements, contact building destgner.rTruss Pluto Instinito, TPI Is located at 583 TC Dead 7.0 psf Plt DF : 1.25
AY
4005 MARONDA WD'O af)oD ve, Madison, Wisconsin 53719),
Sanford, FL. 32771 Component Engineering by: Truss Engineering Co., P.A., 818 Soundside Rd, Edenton, NC 27932 O.C. : 2— 0— 0
(407) 321-0064 Fax (407) 321-3913 BC Live 10.0 psf FBC-04/TPI-02/NDS-01
TOMAS PONCE P.E. LICENSE 90050068 BC Dead 10.0 psf Code: FLA
367 Medallion PL Chuluota, FL 3276G TOTAL 43.0 vsf v5 . 4 . 18-90948
Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJB3X\ST. JOHN B\V12X.prx
STBJ3X
Name: ST. JOHN B
CUStomer:ST. JOHN B WO:STJB3X
DESIGN INFORMATION
This design is for an individual building component and
has been based an infonnalion provided b)• the client. The
designer disclaims any responsibility for damages as a
msuh of fnulty or incorrect Informallon, speeifjohons
and/or designs furnished to the Truss designer by the client
and the correctness or accuracy of this information as it
may relate to a specific project and accepts no
responsibility at exercises no control with regard to
fabrication, handling, shipment and Instollatlon of lroues.
This miss has been designed as an individual building
component in accordance with ANSVfPI 1.1995 and
NDS-97 to be in cerpomied as part of the building design
by a Building Designer. When reviewed for approval by
the building designer, the design loadings shown must be
checked to be sum that Ilia data shown are in agreement
with Ilia local building codes, local climatic records for
wind or now, loads, project specifications or special
appliod leads. Unless shown, truss has not been designed
far storage or occupancy loads. The design a unaa
compression chords (top or bottom) are continuously
broad by sheathing unless otherwise specified. Where
bottom chards in Tension are not fully bmced Imerally by a
property npplied rigid ceiling. They should be braced rut a
maximum spacing of 10'-00 o.e. Connector plates shall be
menufnclumd from 20 gauge hot dipped gohnnind steel
meeting ASIM A 653. Grade 40, unless otherwise sham.
FABRICATION NOTES
Prior Ia fabrication, The fabricator shall review this
droving to verily That This drawing is in conformance with
The rabrimun s plans and to mollu a continuing
responsibility for such vcTificalion. Any discrepancies are
to be put in writing before tuning or fabrication. Places
shall not be installed over knuthoics, knots or distorted
grain. Members shall be cut for light filling wood to woad
bearing. Connector plates shall be located an both Nets of
The Truss will- nails fully imbedded and shall be sym. about
Ilia joint unless otherwise shown. A 5x4 plate is 5- wide x
40 long, A 6.x8 plate is 6- wide x 84 long Stela (holes)
run Parallel to the plate length specified. Double cuts on
web members shall meal at the ccalmid of the webs unless
otherwise sliewn. Connector place sins are minimum
sins based on ilia forces shown and may need to be
increased for certain handling and/or emcdon stresses.
This Truss is not to be fabricated with fire relardant treated
hnnberuni-therrAseshom. Foraddllional
information on Quality Central refer to ANSMT
1.1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are to be
followed In accordance with accepted industry
Publications. Trusses are to be handled with particular
sere during banding and bundling, delivery and
installation to avoid damage. Temporary and permanent
bracing for holding busses in a straight and plumb
pavilion and for resisting Intent forces shall be designed
and installed by others. Careful handling is essential and
creation bracing is always required. Normal precautionary
action for Trusses milaims such temporary bracing during
installation bet eetl Irusus to avoid Toppling and
dommaing The supervision of erection of Trusses shall be
under the control of persons experienced in The
installation of trusses. Professional advice shall be sought
ifneeded. Concentration ofconstrucdon loads grenler Than
the design loads shall not be applied to busses at any lime.
No loads other Than Ilse weight of The traders shall be
applied to Trusses until stiff all fastening and bracing is
TC: 2x 4 SP 42
BC: 2x 4 SP #2
GB; 2x 4 SP #3
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
WndLod per ASCE 7-02, CSC, V= 140mph,
H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= encl Ice 6.7 ft W= 6.7 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
..TC. .,FORCE..CSI. Cr .,BC. ..FORCE..CSI.
1- 2 -98 0.54 A 1- 5 -1 0.09
2- 3 -98 0.39 A 5- 3 1 0.09
3-4-4
0-0-4
Analysis based on Simplified Analog Model.
All COMPRESSION Chords are assumed to be
continuously braced unless noted othervriee.
Wind loads have been checked perpendicular
to the face of the truss.
In -Plant Quality Assurance with Cq = 1.00
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Horiz Uplift Y Type
0- 0-12 1 141 41 -42 B Pin
6- 7- 4 1 141 -41 -42 B Pin
PROVIDE UPLIFT CONNECTION PER SCHEDULE
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
i.Span -0.05/999-0.05/999 2-l(L)
Horiz. 0.00 0.00 NA
Long term deflection factor = 1.50
(L): Deflection is from local inner panel
3-4-0 .3-4-0
1 2 3
12.00 -12.00
4x6
TI:V13X Qty:1
---Joint Locations
1) 0- 0- 0 3) 6- 8- 0 5) 3- 4- 0
2) 3- 4- 0 4) 6- B- 0 6) 0- 0- 0
This truss is designed in accordance with
the 2004 Florida Building Code section
2306.1 and referenced standards, U.N.O.
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=-9B/38,2-3=-9B/38,
HOT CHORD 1-5=-1/0,5-3=0/1,
Webs 5-2=-86/51,
.WEB, ..FORCE..CSI. Cr .WEB. ..FORCE..CSI.
5- 2 -86 0.99 C
3- 4- 4
0-0-4
it
141# 1.50" Stud ® 4- 0- 0 141N 1.50"
6-8-0
6 5 4
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING: Eng Job:
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
y ERECTING CONTRACTOR. BRACING WARNING: Dwg:
aidt5t� Bracing shaven on this drawing is not erection bracing, wind bracing portal bracing or similar bracing which is a parlor
M ##S it �l/ Ile building design and which must be considered by the building designer. Bracing shown is for lateral support of truss Ds gnr : TLY
members only to reduce buckling length. Provisions Muslim made to anchor lateral bracing at ends and specified
lotatiows determined by the building designer. Additional bracing of the ovemll cuucmn maybe inquired. (Sea M.91 TC Liveof7W):For speeifle Truss bracing requirements, contact building designer.(Truss Plane Instlmte, TPI 15 tocaed at 583
4005 MARONDA WAY D'Onofrio Drive,Madison, Wisconsin 53719). TC Dead
Sanford, FL. 32771 Component Engineering by: Truss Engineering Co., P.A., 818 Soundside Rd. Edenton, NC 27937 BC Live
(407) 321-0064 Fax (907) 321-3923
TOMAS PONCE P.E. LICENSE 0i00SWISE! BC Dead
797 ModaHlon PL Chuluota, FL 32766
TOTAL
Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJB3X\ST. JOHN B\V13X.prx
Scale = 0.4195
STBJ3X WO: STJB3X
TI: V13X
Chk: 4/25/2007
16.0 psf Lbr DF: 1.25
7.0 psf PIt DF: 1.25
10.0 psf O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
10.0 psf Code: FLA
43.0 psf v5.4.18-90949
t
i
STBJ3X
Name: ST. JOHN B
CuStOMer:ST. JOHN B WO:STJB3X
DESIGN INFORMATION
This design Is for an Individual building component and
has been based on information provided by We client. The
designer diselaims nny responsibility for damages as a
result or foully or incomeu Information, speeificalions
and/or designs famished to the truss designer by the client
and the wtuclaess or nc amcy of this information as tl
may mlate to a specific pmjml and accepts no
responsibility or exercises no control wills regard to
rabriation. handling• shipment and Installation of trusses.
This truss has been designed as an individual building
component in accordance with ANSVIPI 1.1995 and
NDS-97 to be Incorporaled as pan of the building design
by a Building Designer. When reviewed for approval by
the building designer, the design loadings shown must be
checked to be sure that the ditto shown are In agreement
pith the local building codes, local climatic records for
wind or snow loads. project specifications or special
applied loads. Unless shown, truss has not been designed
for storage or occupaury loads The design assumes
compression chords (lop or bottom) ore continuously
braced by sllrathing unless otherwise specified. Where
bottom chords in tension are not fully bmced laterally by a
Properly applied rigid ailing, they should be braced at a
maximum spacing of 10'-0' 0.,, Connector plates shalt be
manufactured from 20 gauge hot dipped galvanized steel
mating ASTM A 653. Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fobricallon, the fabricator shall mica, this
drawing to warily that this drawing Is in conformance with
the fabricmons plans and to realise n continuing
mspomihiliry for such verincrilion, Any discrepancies am
to be pal in writing before culling or fabrication. Plales
shall not be inslolled over knotholes, knols or distoned
grain. Members shall be can for light fitting synod to wood
bearing. Connector plates shoal be located on both faces of
the Imss pith nails Poll' imbedded and shall be rya. about
thejoinl unless othenviu shown. A 5A plate is S' wide x
a' long A 6xg plate is 64 wide x g' long. Slots (holes)
ran parallel la llro plate lengllh specified. Double cuts an
web members shall mat al the cenlraid of the webs unless
otherwise shown. Conneclor plate sizes ore minimum
sizes based on the forces sham and may need to be
increased for attain handling and/or erection stresses.
This truss Is not to he fabric led with fire miardanl (rated
tumor unless ahenwise shown. Par additional
information on Qualit•Contral refer to ANSVrPI
1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendalions are to be
followed In accordance with accepted industry
publications. Trusses ore to be handled with particular
care during banding and bundling, delivery and
installation to amid &range. Temporary and permanent
bracing for holding trusses in a siraighl and plumb
position and for resisting lateral forces shall be designed
and installed by oilers. Caalhl handling is essential and
erection bracing is Plays required. Normal precautionary
action for trusses requires such temporary bracing during
htsullmion between trusses to amid toppling and
dominoing. 711c supervision of erecdon of trusses shill be
under the control of persons experienced in the
Installation of trusses. Professional advice shall be might
If neadrd. Concentration orconsiraction loads greater than
the design loads shall not be applied to busses at any time
No loads other than the wveighl of the erectors shell be
applied to busses until nfier all fastening and bracing Is
TC: 2x 4 SP #2
BC: 2x 4 SP #2
GB: 2x 4 SP #3
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
WndLod per ASCE 7-02, CSC, V= 140mph,
H= 15.0 £t, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= encl L-- 10.0 ft Wes 10.0 £t Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
In -Plant Quality Assurance with Cq = 1.00
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loci Bset Vert Horiz Uplift Y Type
0- 0-12 1 116 84 0 B Pin
9-11- 4 1 116 -84 0 B Pin
PROVIDE UPLIFT CONNECTION PER SCHEDULE
.WEB. ..FORCE.,CSI. Cr ,WEB. ..FORCE..CSI.
9- 2 -147 0.03 C 7- 4 -147 0.46
8- 3 -48 0.40 C
5-0-4
0-0-4
Analysis based on Simplified Analog Model,
All COMPRESSION Chords are -assumed to be
continuously braced unless noted otherwise.
Wind loads have been checked perpendicular
to the face of the truss.
This truss is designed in accordance with
the 2004 Florida Building Code section
2306.1 and referenced standards, U.N.O.
Bracing Schedule:
Webs Brace Pt Joint to Joint
1/2 3- 8
Bracing shown is for visual purposes only,
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=-67/47,2-3=-64/53,3-4=-64/53,
4-5=-67/47,
BOT CHORD 1-9=-1/0,9-8-0/0,8-7=0/0,7-5=0/1,
Cr Webs 9-2=-147/l37,8-3=-48/l,
C 7-4=-147/137,
5-0-0 5-0-0
I 2 3 4 5
12.00 -12.00
4x6
I t• I , 1 1
I I I
s
TI:V14X Qty:l
=Joint Locations- -_
1) 0- 0- 0 5) 10- 0- 0 ' 9) 3- 0- 0
2) 3- 0- 0 6) 10- 0- 0 10) 0- 0- 0
3) 5- 0- 0 7) 7- 0- 0
4) 7- 0- 0 8) 5- 0- 0
Continuous lateral bracing attached to
either edge of web(s) shown. Bracing MUST be
positioned to provide equal unbraced
segments OR 2x4 T-brace nailed flat to edge
of web with w/311x 0.12011 nails spaced 8" o.c.
Brace must extend at least 90% of web length
2x6 Brace required'on any web over 14'-0".
..TC. ..FORCE,.CSI. Cr .,BC. ..FORCE,.CSI.
1- 2 -67 0.36 A 1- 9 -1 0.05
2- 3 -64 0.24 A 9- 8 0 0.05
3- 4 -64 0.25 A 8- 7 0 0.05
4- 5 -67 0.27 A 7- 5 1 0.05
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I,Span-O.Ol./999-0.02/999 5-4
Horiz. 0.00 0.00 NA
Long term deflection factor = 1.50
5-0-4
0-0-4
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING: Eng Job: STBJ3X
READ ALL NOTES ON THIS SHEET, A COPY OF THIS DRAWING TO BE GIVEN TO
Fondy� lay yy,,, ERECTING CONTRACTOR. BRACING WARNING: DWg:
a ;■T:� Bracing shorn on this drawing is not erecdon bracing, wind bracing, portal bracing or similar bracing which is a pan of
M S MM'VV The building design and which must be considered by the building designer. Bracing shown is for lateral support of Into Dsgllr : TLY Calk
..._:. ...... members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and, specified
... locations delermined by the building designer. Additional bracing of the overall struclum may be required (See WIB-91 TC Live 16.0 psf
mf7-Pry.For s)xcltic wsa brecing -, Immense, contact building designer•(TNss Plate fnstlhnc, TPI Is located at 583 4005 MARONDA WAY DOnohiaDrive,Madison,Wisconsin53719). TC Dead 7.0 psf
Sanford, FL. 32771 Component Engineering by; Truss Engineering Co., P.A., 818 Soundside Rd, Edenton, NC 27932 $C Live 10 , 0
(407) 321-0064 Fax (407) 321-3913 psf
TOMAS PONCE P.E. LICENSE 0*0050068 BC Dead 10.0 psf
367 Medallion PL'Chuluots, FL 32766
Design: Matrix Analysis Profile Path: C:
Scale = 0.3166
WO: STJB3X
TI: V14X
4/25/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
v5.4.18-90951
r
JOHN B\V14X.prx
STBJ3X
Name: ST. JOHN B
Customer:ST. JOHN B WO:STJB3X
DESIGN INFORMATION
This design is for nn individual building component and
has been based on information pmaided by the client. The
designer disclaims any responsibility for damages as a
result of faulty or incorrect Information, spcciferaons
and/or designs furnished to the truss designer by the client
and the correctness or accuracy of this information as 11
may relate to - specific pmjecl and accepts no
responsibility or exam!= no'mnlrol with regard to
fabrication, handling, shipment and installation of trusses.
This Imes has been designed as nm indhiduol building
component in accordance Mar ANSVPPI 1.1995 and
NDS-97 lobe incorporated as pan of the building design
by a Building Designer. When reviewed for uppraval by
Ilse building designer, the design loadings shmm must be
checked to be sure that the data shmm are in agreement
with the local building codes, local climatic records for
wind ar snmv toads, project speetfientions or special
applied toads. Unless shown, cuss has not been designed
for storage or occupancy loads. The design assumes
compression chords (lop or bottom) are continuously
braced by sheathing unless olhenviso specified. Where
bottom chords in tension are not Polly braced laterally by a
properly applied rigid ailing, they should be braced at a
maximum spacing of 10'-0' c.c. Connector pinks shall be
manufactured from 20 gouge hot dipped gahmnized steel
maling ASTM A 657, Grade 40, unless otherwise shmm.
FABRICATION NOTES
Prior to fabrication, the rubricator shall mvimv this
drouing to wrify that this drawing is In conforru ace widi
the fibrialoes plans and to man a condnuing
responsibility for such wrifiation. Any discrepancies are
to be put in writing before culling or fnbrialion. Palm
shall not be installed one knolholm knots or distorted
grain. Members shall be cul for light filling wood to wood
hearing. Connector pinin shall be Immil on both faces of
Ilse buss with nails fully Imbedded and shall be sym. about
theo joinl unless dtenvise shoxm. A 5x4 plate is 5' wide x
4' long. A 6xg plate is 6' wide x g' long. Slots (hoes)
ran parallel to the plate length specified. Double cuts on
sstb members slwil mad at the centroid critic webs unless
otherwise shown. Connector plate sizes are minimum
size based on the forces shmm and may need to be
increased for annin handling and/or creation stresses.
This Imss is not to be fabriated with fire retardant treated
lumber unless otherwise shmm. For additional
iMormadon on Quality Control refer to ANSVIPI
1.1995
PRECAUTIONARY NOTES
All bracing and creation recommendations arc to be
follourd in accordance with accepted Industry
publialtons. Trusses are to be handled pith particular
care during banding and bundling, delinry and
installation to nimid damage Temporary and permanent
bracing for holding trusses in a straight and plumb
Position and for resisting lateral forces shall be designed
and installed by others. Careful handling is c=nlinl and
oration bracing is ahwys required. Normal precautionary
action for trusses requires such Iempomry bracing during
installation behveen Wssis to avoid toppling and
dominoing. The supervision ofcrection of trusses shall he
under the control of Persons e'ycriencod in the
installation of tmsses. Professional advice shall be sought
if needed. Concenlration of construction loads greater than
Ilia design loads shall not be applied to trasses at any lime.
No loads other than the weight of the erector shall be
applied to trusas until after all fastening and bracing is
TC: 2x 4 SP #2
BC: 2x 4 SP #2
GB: 2x 4 SP #3
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
WndLod per ASCE 7-02, CSC, V= 140mph,
H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0
Bld Type= encl L= 13,3 ft W= 13.3 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
In -Plant Quality Assurance with Cq = 1.00
----MAX, REACTIONS PER BEARING LOCATION-----
S-Loc Bast Vert Horiz Uplift Y Type
0- 0-12 1 110 ill -22 B Pin
13- 3- 4 1 110 -111 -22 B Pin
PROVIDE UPLIFT CONNECTION PER SCHEDULE
.WEB. ..FORCE,.CSI. Cr .WEB. ..FORCE,.CSI.
13- 2 -129 0.34 C 10- 5 -107 0.32
12- 3 -107 0.32 C 9- 6 -129 0.34
11- 4 -58 0.72 C
6-8-4
0-0-4
Analysis based on Simplified Analog Model,
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind loads have been checked perpendicular
to the face of the truss.
This truss is designed in accordance with
the 2004 Florida Building Code section
2306.1 and referenced standards, U.N.O.
Bracing Schedule:
Webs Brace Pt Joint to Joint
1/2 3-12,4-11,5-10
Bracing shown is for visual purposes only.
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=-115/81,2-3=-68/8,3-4=-67/71,
4-5=-67/71,5-6=-68/8,6-7=-115/81,
BOT CHORD 1-13=-1/0,13-12=0/0,12-11=0/0,
Cr 11-10=0/0, 10-9=0/0, 9-7=0/1,
C Webs 13-2=-129/118,12-3=-107/100,
Cll-4=-58/12,10-5=-107/100,9-6=-129/118,
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span-0.01/999-0.01/999 7-6
Horiz, 0.01 0,01 NA
Long term deflection factor = 1.50
6- 8-0 6-8-0
1 2 3 4 5 6 7
12.00 -12.00
4x6
TI:V15X Qty:l
Joint Locations----
1) 0- 0- 0 6) 10- 8- 0 '11) 6- 8- 0
2) 2- 8- 0 7) 13- 4- 0 12) 4- 8- 0
3) 4- 8- 0 8) 13- 4- 0 13) 2- 8- 0
4) 6- 8- 0 9) 10- 8- 0 14) 0- 0- 0
5) 8- 8- 0 10) 8- 8- 0
Continuous lateral bracing attached to
either edge of web(s) shown. Bracing MUST be
positioned to provide equal unbraced
segments OR 2x4 T-brace nailed flat to edge
of web with w/3"x 0,120" nails spaced 8" o.c
Brace must extend at least 90% of web length
2x6 Brace required on any web over 14'-011.
..TC. ..FORCE..CSI. Cr ..BC. ..FORCE.,CSI.
1- 2 -3.15 0.26 A 1-13 -1 0.04
2- 3 -68 0.20 A 13-12 0 0.04
3- 4 71 0.24 A 12-11 0 0.03
4- 5 71 0.23 A 11-10 0 0.03
5- 6 -68 0.21 A 30- 9 0 004
6- 7 -115 0.20 A 9- 7 1 0.,04
11109 1,501,a l l 110# 1.501,
1 1
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING: Eng Job: STBJ3X
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
1u ERECTING CONTRACTOR. BRACING WARNING: Dwg:
a onda sti�j�91s Bracing shown on this drawing is not erection bracing.'vind bracing, portal bracing or similar bracing when is a part of
• {Ml Systems. j the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss Dsgnr : TLY Chk :
.. .,.. members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified
to locations determined by Ilse building designer_ Additional bracing of Ilse mtmll structure maybe required. (See f8H-91 TC Live 16.0 psf
Design: Matrix Analysis Profile Path; C:\TEE-LOR\Work\Jobs\140MPH\STJB3X\ST. JOHN B\v15x.nrar
Scale = 0.2011
WO: STJB3X
TI: V15X
4/25/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C,: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
v5.4.18-90952
.r
STBJ3X
Name: ST. JOHN B
Customer:ST. JOHN B WO:STJB3X
DESIGN INFORMATION
This design Is for an indvdunl building component and
has been based on information provided by Ilm client. The
designer disclaims any responsibility for dnmagcs ns a
result of fonlny or incorrect Information, spmiflmtio-
and/or designs furnished to the truss designer by the client
and the correctness a or aumey of this Information its11
may mint! la p specific project and accepts no
responsibility or emmises no control with regard to
rubrication. Ihnndling, shipment and installation oftrusua.
This Imss has been designed as an individual building
component in nccordnna with ANSTfr'PI 1-1995 and
NDS-97 to be Incorporated as pan of the building design
by n Building Designer. When reviewed for approval by
the building designer, the design loadings shown must be
checked to be Alm than the data shown are In agreement
will) the local building codes, local climatic records for
wind or snow loads, pmjeel specifications or special
applied loads. Unless shown, Into has not been designed
for storage or orznpancy leads. The design assumes
compression chords (top or bottom) an continuously
braced by sheathing unless otherwise specified. Where
bottom chords in tension art not hilly braced laterally by a
properly applied rigid ailing, they should be braced at e
minimum spacing of 10'-Il• o.e. Connector pinta shnll be
manufactured from 20 gongs hot dipped galvanized steel
meeting ASIM A 657, Grade 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, die rubricator shall review this
droning to verify that IN. dnwing is in conformance with
[lie fabricalor's plans and to realize a cominuing
responsibility for such verification. Any discrsponcia are
to be pal in writing before cutting or fabrication. Plates
shall not be installed over knotholes, knots or distorted
grain. Members shall be cut for light niting weed to wood
bearing. Connector plates shall be ]oaled on both faces of
the Imss with nails fully Imbedded and shall be sym. about
the joint unless otherwise shown. A 5s4 plate is 5- wide s
4' long. A 6.,g plate is 6- wide s 8' long. Slula (holes)
nhn parallel to the plate length specified. Double cuts on
mcb members shall meet at die cenimid of the webs unless
otherwise shown. Connector plate sizes are minimum
sizes baud on the forces sham and may need to be
increased for certain (handling and/or cmtion stresses.
This truss is not to be fabriated with rite retardant treated
lunar unless otherwise ahovn. Far additional
information on Quality Central refer to ANSVTPI
1.1995
PRECAUTIONARY NOTES
A)I bracing anderation recommendations are to be
followed in accordance with accepted Industry
publications Tessa are to be handled with particular
are during banding and bundling, delivery and
installation to avoid damage. Temporary and permanent
bracing for holding Inssa in a straight and plumb
pesitlon and for resisting lateral forces shall be designed
and Installed by others. Cnmful handling is essential and
erecilon bracing is always required. Normal precautionary
action for Irhhssa requires such temporary bracing during
installation bctw=n Irusus to ovoid toppling and
domincin& The supervision ofereciion of tnzcses shall be
under The contml of persons ewperienced in the
installation of lasses. Professional advice shall be sought
H needed. Concentralion of construction loads greater than
the design lords shall not be applied to Iru s at any time.
No loads other than the weight of the erectors shall be
applied to trusses until after all fastening and bracing is
completed
TC: 2x 4 SP #2
BC: 2x 4 SP #2
GB: 2x 4 SP #3
2x 4 SP #2 5-14
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
WndLod per ASCE 7-02, C&C, V= 140mph,
H= 15.0 ft, 2= 1.00, Exp.Cat. B, Kzt- 1.0
Bld Type= anal L= 16.7 ft W= 16.7 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
In -Plant Quality Assurance with Cq = 1.00
----MAR. REACTIONS PER BEARING LOCATION-----
X-Loa BSet Vert Horiz Uplift Y Type
0- 0-12 1 115 139 -55 B Pin
16- 7- 4 1 115 -139 -55 B Pin
PROVIDE UPLIFT CONNECTION PER SCHEDULE
.WEB. ..FORCE..CSI. Cr WEB, ..FORCE..CSI.
17- 2 -113 0.23 C 13- 6 -108 0.60
16- 3 -111 0.80 C 12- 7 -ill 0.80
IS- 4 -108 0.60 C 11- 8 -113 0.23
14- 5 -68 0.63 C
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span-0.01/999-0.01/999 5-4
Horiz. 0.01 0.02 NA
Long term deflection factor = 1.50
8-4-4
0-0-4
Analysis based on Simplified Analog Model,
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind loads have been checked perpendicular
to the face of the truss.
This truss is designed in accordance with
the 2004 Florida Building Code section
2306.1 and referenced standards, U.N.O.
Bracing Schedule:
Webs Brace Pt Joint to Joint
1/2 4-15,5-14,6-13
Bracing shown is for visual purposes only,
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=-162/120,2-3=-84/57,
3-4=-61/10,4-5--82/90,5-6=-82/90,6-7=-61/10,
7-8=-80/57,8-9=-162/120,
HOT CHORD 1-17=-1/0,17-16=0/0,16-15=0/0,
Cr 15-14=0/0,14-13=0/0,13-12=0/0, 12-11=0/0,
C 11-9=0/1,
C Webs 17-2=-113/100,16-3=-111/103,
C 15-4=-108/97,14-5=-68/34,13-6=-108/97,
12-7=-111/103,11-8=-113/100,
8-4-0 8-4-0
1 2 3 4 5 6 7 8 9
12.00 -12.00
4x6
2x4 2x4 2x4 6x8 2x4 2x4 2x4
TI:V16X Qty:I
Joint Locations
1) 0- 0- 0 7) 12- 4- 0 13) 10- 4- 0
2) 2- 4- 0 8) 14- 4- 0 14) 8- 4- 0
3) 4- 4- 0 9) 16- 8- 0 15) 6- 4- 0
4) 6- 4- 0 10) 16- e- 0 16) 4- 4- 0
5) 8- 4- 0 11) 14- 4- 0 17) 2- 4- 0
6) 10- 4- 0 12) 12- 4- 0 18) 0- 0- 0
Continuous lateral bracing attached to
either edge of web(s) shown. Bracing MUST be
positioned to provide equal unbraced
segments OR 2x4 T-brace nailed flat to edge
of web with w/311x 0.1201, nails spaced 811 o.c
Brace must extend at least 90% of web length
2x6 Brace required on any web over 141-0'r.
..TC. ..FORCE..CSI. Cr .,BC. ..FORCE..CSI.
1- 2 -162 0.19 A 1-17 -1 0.03
2- 3 -84 0.20 A 17-16 0 0.03
3- 4 -61 0.19 A 16-15 0 0.03
4- 5 90 0.24 A 15-14 0 0.03
5- 6 90 0.22 A 14-13 0 0.03
6- 7 -61 0.20 A 13-12 0 0.03
7- 8 -80 0.20 A 12-11 0 0.03
B- 9 -162 0.14 A 11- 9 1 0.03
8- 4- 4
0-0-4
1159 1 Stlad 1 1 I
r 1
i6 i5 '14 12
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING: Eng Job: STBJ3X
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
44 ERECTING CONTRACTOR. BRACING WARNING: Dwg:
:% Dnis
Bracing shown on this dmwing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a pan of D9 r • TLY Chk
KMarm-da... the building design and which must be considered by the building designer. Bracing shown is for lateral support of Wss gn
. _.. .. members only toreduce buckling length. Provisions must be made to anchor lateral bracing of ends and specified
locations determined by the building designer. Additional bracing of the overall structure may be required. (Sea HM-91 TC Live 16.0 psf
ofT'f).For Specific truss bracing requirements, contact building dwigner.(Tmss Plate institute, Thl Is located at 587 TC Dead 7.0 psf
MARONDA WAY Donofrio Drive, Madison, Wisconsin 53719).
Sanford, FL 32771 Component Engineering by: Truss Engineering Co., P.A.• 818 Soundside Rd, Edenton, NC 27932 $C L110 , 0 sf
(407) 321-0064 Fax (407) 321-391Live 3 p
TOMAS PONCE P.E. LICENSE 0*0050068 BC Dead 10.0 psf
367 Medallion P1. 6huluota, FL 32766 _ _ _ _
Deeign: Matrix Analysis Profile Path: C:
Scale = 0.1944
WO: STJB3X
TI: V16X
4/25/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
v5.4.18-90954
_0
. JOHN B\V16X_nrx
STJBF I Name: STJBF
Customer:ST. JOHN'S B WO:STJBF
DESIGN INFORMATION
This design is for an individual building component And
has been based on information provided by the client. 711c
designer disclnims any responsibility for damages as a
result of Pauly or incormat information, spcoifications
and/or designs furnished to the truss designer by the client
and the correctness or Accuracy of this information as it
may raise In A specific pmJ.1 and Accepts no
responsibility or exercises no control with regard to
fabrication, handling, shipment and installation of trusses,
This truss has been designed as an individual building
component in Aaardance wilh ANSIVTPI 1.1995 and
NDS-97 to be Incorporated as part oftha building design
by a Building Designer, When tevimvcd ror approval by
the building designer. We design loadings ahmvn must be
checked to be sure that the dma slim" are In agreement
i ilh the local building codes, tort climatic records for
mind or snmv loads, project specifimilons or,axial
applied loads. Unless shm., miss has nor been designed
for storage or occupancy loads. The design assumes
compression chords (lop or bottom) am continuously
broad by sheathing unless mli-ii. specified. When;
bottom chords In lension are not Tully braced laterally by a
properly Applied rigid riling, they should be braced oe
maximum spacing of 1o'-0' o.c. Connector piste, shalf l be
manufnctumd from 20 gorge hot dipped galvonlud steel
meting ASTM A 653. Gmde 40. unless od-vise shown.
FABRICATION NOTES
Prior to rnbrirtion. the fabricator shall revimv [his
dmwing to verify flint [his drawing is in conformance with
the fabricator's plans and to realize a continuing
responsibility far such verification. Any discrepancies Are
to be put in writing before cutting or fabrirdon. Piame
shall not be Inslnlled over knolliolm knots or disloned
grain. Members shall be col for light filling wood to wood
bearing. Connector plates shall be located on both (laces of
ilia Imss with nails fully imbedded and shall be sym, about
0rc Joint unless otherwise shomm. A 5x4 plate is 5' wide x
4' long. A 6s8 plate is 6' %vide a 8' long. Slots (boles)
ran parallel la the plate length specified. Double cuts on
web members shall mew at the ammid of the webs unless
allic-isa slim.. Connector plot. slue Am minimum
Sizes based on Ilia Pones shmvn and may need to be 0
Increased for rntiin handling and/or erection stresses.
This tows is not to be fabricated with fire retardant treated
lumber unless otherwise shniv a. For additional
information on Quality Central miter to ANSVfPI
1.1995
PRECAUTIONARY NOTES
All bracing and creation recommendations am to be
fallaied in accordance with accepted Industry
publicallons. Tosses are to be handled with particular
care during banding and bundling, delivery and
installation to avoid damage. Temporary and permanent
bracing for holding trusses In a simight And plumb
position And far resisting lateral fares shall be designed
and installed by others. Careful handling is essential and
creation bracing is ai mys roquired Normal precautionary
notion for losses requires such temporary bracing during
Installation between trusses to avoid Toppling and
duminoing. The supervision ofwection oftmsss shall be
under Ilia control of persons.xparienaad in ilia
insmllmion or trusses. Prormsional advice shall be sought
if needed, Concentration of construction loads greater than
the design loads shall not be applied to trusses at any rime,
No loads other than Ilse might of the canon; shall W
applied to trusses until Flier all fastening and bracing is
completed
TC: 4x 2 SP #2
BC: 4x 2 SP #2
WB: 4x 2 SP #3
Unbalanced load case(s) have been checked.
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise,
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=0/0,2-3--1281/0,3-4=-2026/0,
4-5=-2026/0,5-6� 1919/0,6-7=-1295/0,7-8=0/0,
BOT CHORD 15-14=0/814,14-13=0/1736,
13-12=0/2026,12-11=0/2026,11-10=0/1755,
30-9=0/809,
Webs 15-1=-49/0,15-2=-1063/0,
2-14=0/649,14-3=-633/0,3-13=0/547,
13-4--234/0,12-5=-144/64,5-11=-322/48,
11-6=0/304,6-10=-640/0,10-7=0/677,
7-9=-1056/0,9-8=-56/0,
Typical Panel = 3011
6-2-0
6-2-0
1.50
TI:FC
Qty:3
[1 or 0: Plate(s) OFFSET from joint center. -Joint Locations
The Joint Detail Report must be included 1) 0- 0- 0 6) 9- 7- 0 11) 8- 4- 0
with any submittal, inspection, and/or 2) 1- 6- 0 7) 12- 1- 0 12) 7- 0- 4
fabrication documentation. 3) 4- 0- 0 8) 13- 7-.0 13) 5- 3-12
This truss is designed in accordance with 4) 5- 3-12 9) 13- 7- 0 14) 2- 9- 0
the 2004 Florida Building Code section 5) 7- 0- 4 10) 10-10- 0 15) 0- 0- 0
2306.1 and referenced standards, U.N.O. In -Plant Quality Assurance with Cq = 1.11
----MAX. REACTIONS PER BEARING LOCATION----- In -Plant Quality Assurance, per
X-Loc BSet Vert Horiz Uplift Y Type sec. 3.2.4 of TPI-1-02, for joint(s):
0- 1-12 1 747 0 0 B Pin 2,7,9,10,15
13- 5- 4 1 747 0 0 B H Roll .,TC. ..FORCE.,CSI. Cr „ BC. ..FORCE ..CSI.
PROVIDE UPLIFT CONNECTION PER SCHEDULE 1- 2 0 0.21 A 15-14 814 0.23
.WEB. ..FORCE..CSI. Cr ,WEB. ..FORCE.,CSI, Cr 2- 3 -1281 0.25 A 14-13 1736 0.56
15- 1 -49 0.01 C 5-11 -322 0.07 C 3- 4 -2026 0.47 A 13-12 2026 0.74
IS- 2 -1063 0.23 C 11- 6 304 0.12 C 4- 5 -2026 0.45 A 12-11 2026 0.74
2-14 649 0.26 C 6-10 -640 0.13 C 5- 6 -1919 0.43 A 11-10 1755 0.40
14- 3 -633 0.13 C 10- 7 677 0.27 C 6- 7 -1295 0.37 A 10= 9 809 0.21
3-13 547 0.22 C 7- 9 -1056 0.22 C 7- 8 0 0.17 A
13- 4 -234 0.05 C 9- 8 -56 0.01 C--------GLOBAL MAX DEFLECTIONS ---------
12- 5 -144 0.03 C LL TL
in./Ratio in,/Ratio Jnt(s),
I.Span-0.09/999-0.17/942 5
Horiz. 0.02 0.03 NA
Long term deflection factor = 1.50
13- 7-
I
-�7
r..r•
3X6
q
747# 3.50"
3x4 [3x41 5'3x.) 3x4
1 Gv2
3x4 RIG
R
747# 3,50"
3-7-0
15 14 13 12 11 10 9
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING: Eng Job: STJBF
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
f� `q y ERECTING CONTRACTOR. BRACING WARNING: Dwg:
�;Y; y��, '-Oi.�4'1i ice' Bracing shown on this droving is not erection bracing, wind bracing, portal bracing or similar bracing %vtilch is apart of
n v M ss// 1st (�.je7 the building design and which must be considered by We building designer. Bracing shown is for lateral support of Was Dagnr : TLY Chk :
., . ... ..... members only to reduce buckling length. Previsions must be mode to anchor lateral bracing at ends and specified
.. .. locations determined by the building designer. Additional bracing of the merall structure may be remdred. (Ben HID-91 TC Live 40.0 p s f
cpcclne trues bmctng m uimmeni A, contna building dmigner.frmse Ploie Instimle, TPI Is located el 583
4005 MARONDA WAY D'Onofrio Drive, Madison. Wisconsin 53719). TC Dead 10.0 pef
Sanford, FL.(327' 1 Component Engineering by: Truss Engineering Co., P.A., 818 Soundside Rd, Edenton, NC 27932 BC Live 0.0 p9 f
(.4,,) 321-0064 Fax 407 321-3913
TOMAS PONCE P.E. LICENSE 0*0050068 BC Dead 5.0 pef
767 Medallion PL Chuluolm, FL 32766
TOTAL 55.0 iDsf
Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobs\STJBF\STJBF\FC.prx
WO: STJBF
TI: FC
4/20/2007
0-3-8
f
Scale = 0.4538
Lbr DF: 1.00
Plt DF: 1.00
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
688
STJBF Name: STJBF
Customer:ST. JOHN'S B WO:STJBF
(DESIGN INFORMATION
This design is for an individual building component and
has been based on information provided by the client. The
designer disclaims any responsibility for damages as a
sesah of faulry or incorrect information, specifications
:and/and/or designs furnished to the buss designer by the client
or
ocimotes or .-may athis Inform alon as is
mu)• mtnte Io A specific project and occepls no
responsfbiliry or aerciscs no control with regard to
'fabrication, handling, shipment and installation oflrussrs.
This Ins has been designed as an individual building
component In accordance wish ANSVfPI 1.1995 and
NDS-97 to be Incorporated as pan of the building design
by A Building Designer. When reviewed for approval by
the building designer, the design landings shown must be
checked Co be sure that the data shown are in agreement
nith the local building codes, local climate records for
wind or snow loads, pmJeel specili®llons or special
applied lends. Unless shown, truss has not been designed
for storage or occupancy Inds. The design assumes
compression chords (lop or bottom) are continuously
bmmdbysilwlhingunleasothenvimsp,eified. When
bottom chords in lension are not fully broad latemlly by a
pmperly applied rigid ceiling, they should be braced at a
maximum spacing of imss* o.e Con,welor plmes shall be
manufactured from 20 gauge 1101 dipped galvanized steal
meeting ASTM A 653. Gradc 40, unless otherwise sham.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review this
droving to verify, that this drawing Is in confomwna with
Clue rabricmoes plans and to realize a continuing
responsibility for Rich verification. Any discrepancies are
to be put in writing before tuning or fabrication. Plata
shall nor be instnlled over knodwIcs, knols or distorted
groin. Members shall be cut for light fining wood to wood
bearing. Conneuor plates shall be second on both faces of
the truss with nails Polly imbedded and shall be sym. about
the joint unless othcreise shown. A 5x4 plate is 5' wide x
4' long. A 6xg plate is 6' aide x Is' long. Slots (boles)
con parallel to she plate length specified. Double cots on
woh members shall meet at the cenimid of the welts unless
e111MVIse shown. Coarmlor plate sixes are minimum
sims based on The ro= shown and may need to be
Increased for certain handling and/or erection stresses. 0'
T1119 Ws is not To be fabricated with It. retardant Cleared
TumberunicuolhcrA-hown. Foraddiliorml
Information on Quality Control refer to ANSIrM
1.1993
PRECAUTIONARY NOTES
All bracing and erection recommendations are to be
followed in accordance with accepted industry
publications. Tmsscs am to be handled with particular
are during banding And bundling, delivery and
Installation to avoid damage. Temporary and permanent
racing for holding buses in a straight and plumb
msilion And for resisting talent ro= shall be designed
and Inslnlled by others. Careful handling is essential and
:ration bracing is always required. Normal precautionary
Iction rot Imses requires Rich temporary bracing during
nsiallation between trusses to avoid toppling and
tominoing. The supervision of erection of trusus shall be
coder the control of persons ewperianad in the
nstall.ion of Imscs. Professional adria shell be sought
f needed Concentration ofconstmction loads greater then
he design loads shall not be applied to trusses at Any draw.
No lands other Than the height of the erectors shall be
'Pplicd to trusses; until after all fastening and bracing is
completed
TI:FD
Qty:2
U or (); Plate(s) OFFSET from joint center. ---Joint Locations
The Joint Detail Report must be included 1) 0- 0- 0 6) 9- 5- 4 11) 8- 2- 4
With any submittal, inspection, and/or 2) 1- 6- 0 7) 11-11- 4 12) 6-10- 8
fabrication documentation. 3) 4- 0- 0 8) 13- 5- 4 13) 5- 3-12
This truss is designed in accordance with 4) 5- 3-12 9) 13- 5- 4 14) 2- 9- 0
the 2004 Florida Building Code section 5) 6-10- 8 10) SO- 8- 4 15) 0- 0- 0
2306.1 and referenced standards, U.N.O. In -Plant Quality Assurance with Cq = 1.11
----MAX. REACTIONS PER BEARING LOCATION----- In -Plant Quality Assurance, per
X-Loc BSet Vert Boriz Uplift Y' Type sea, 3.2.4 of TPI-1-02, for joint(s):
0- 1- 8 1 739 0 0 B Pin 2,7,9,15
13- 3-12 1 739 0 0 B B Roll ,.TC. ..FORCE..CSI. Cr ..BC. ..FORCE.,CSI.
PROVIDE UPLIFT CONNECTION PER SCHEDULE 1- 2 0 0.21 A 15-14 805 0.22
.WEB. ..FORCE.,CSI. Cr WEB. ..FORCE..CSI. Cr 2- 3 -1264 0.24 A 14-13 1710 0.53
is- 1 -49 0.01 C 5-11 -307 0.06 C 3- 4 -1985 0.42 A 13-12 1985 0.71
15- 2 -1051 0.22 C 11- 6 292 0.12 C 4- 5 -1985 0.41 A 12-11 1985 0.71
2-14 639 0.26 C 6-10 -628 0.13 C 5- 6 -1884 0.42 A 11-10 1729 0.39
14- 3 -621 0.13 C10- 7 665 0.27 C 6- 7 -1277 0.36 A 10- 9 799 0.21
3-13 523 0.21 C 7- 9 -1044 0.22 C 7- 8 0 0.17 A
13- 4 -219 0.04 C 9- 8 -55 0.01 C--------GLOBAL MAX DEFLECTIONS---------
12-5 -143 0.03 C LL TL
in./Ratio in./Ratio Jnt(s).
I.Span-0.09/999-0.18/999 6-5(L)
Horiz. 0.02 0.03 NA
Long term deflection factor = 1.50
W : Deflection is from local inner panel
TC: 4x 2 SP #2
BC: 4x 2 SP #2
WB: 4x 2 S•P #3
(2) 4x 2 SP #3 8-9
Unbalanced load cases) have been checked.
MULTIPLE LOADCASES -- This design is the
Composite result of multiple loadcases.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=0/0,2-3=-1264/0,3-4=-1985/0,
4-5=-1985/0,5-6=-1884/0,6-7=-1277/0,7-8=0/0,
BOT CHORD 15-14-0/805,14-13=U/1710,
13-12=0/1985,12-11=0/1985,11-10=0/1729,
10-9=0/799,
Webs 15-1=-49/0,15-2=-1051/0,
2-14=0/639,14-3=-621/0,3-13=0/523,
13-4=-219/0,12-5=-143/61,5-11=-307/53,
11-6=0/292,6-10=-628/0,10-7=0/665,
7-9=-1044/0,9-8=-55/0,
Typical Panel = 3011
6-1-2
6-1-2
1.Sx3
3x6 3x4 [3x41 1.5x3 . 3x4 3x4 3x6
F9
739# 3.00"
R9
739# 3.00"
3- 5- 4
is 14 13 12 11 10 9
13-5-4 0- JT,12
(R0- 1-12)
EXCEPT AS SHOWN PLATES ARE MiTek MT20
:.. WARNING: Eng Job: STJBF
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN To
ERECTING CONTRACTOR, BRACING WARNING: DWg:
Maron �° i1� 8mcing shown on I is drawing is not erection bracing, wind bracing, pones bracing of similar bracing which is n part of
'h
. m the building design end which must be considered by the building designer. Bracing shown is rot lateral support of truss Dsgnr : TLY Chk :
., members only to reduce buckling length. Provisions must be made to anchor IAleml bracing AI ends and speed
lacalions determined by the building designer. Additional bracing of the overall structure cony be required. (Sea HIB-91 TC Live 40.0 psf
f TPqoos. .Por!patine lbracing mquimmema, eonnrci building d=lgner.(Trau Pint, insrimte, TPI Ts lasted at 583
4005 MARONDA WAY D'OnorrillDrive,Madison,Wisconsin53719). TC Dead 10.0 psf
Sanford, FL. 32771 Component Engineering by: Truss Engineering Co., P.A., 818 Soundside Rd, Edenton, NC 27932 Live 0 . 0
(407) 321-0064 Fax (407) 321-3913 BC psf
TOMIA,S PONCE P.E. LICENSE N0050068 BC Dead 5.0 psf
367 Medallion PL Chuluota, FL 32706
Design: Matrix Analysis Profile Path: C:
Scale = 0.4538
WO: STJBF
TI: FD
4/20/2007
Lbr DF: 1.00
Plt DF: 1.00
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
v5.4.18-906R4
.prx
e
STJBF Name: STJBF Customer:ST. JOHN'S B WO:STJBF TI:FE Qty:3
DESIGN INFORMATION TC: 4x 2 SP #2 Unbalanced load case(s) have been checked. Joint Locations Thisdesign is for an individual building component and BC: 4x 2 SP #2 2x6 continuous strongback. Attach to each 1) 0- 0- 0 15) 24- 6- 0 29) 19- 5- 4
has been based on information provided by the client.The WB: 4x 2 SP #3 ® truss with 3-3.5"x 0.135" nails. Splice 2) 1- 6- 0 16) 25- 7-12 30) 16- 9-12
designer disclaims any responsibiliryrot damages asn (2) 4x 2 SP #3 10-30,20-21 strongback on truss vertical.
must of Nulty or inwrnrot information.specifications 3) 4- 0- 0 17) 28- 2- 8 31) 14- 2- 4
nn&or designs furnished to the truss designer by the client I or 0: Plate(s) OFFSET from joint center. MULTIPLE LOADCASES -- This design is the 4) 6- 6-12 18) 30- 8- 8 32) 12- 4- 4
end ilia commincss or accuracy of this information as it The Joint Detail Report must be included composite result of multiple loadcases. 5) 7-10- 8 19) 33- 2- 8 33) il- 8- 4
may mlote to a specific project and ncmpts no with any submittal, inspection, and/or This truss is desi e responsibility or evereises no control wish regard to gn d to bear on multiple 6) 9- 5- 0 20) 34- 8- 8 34) 9-10- 4
fabrication documentation.
fabrication. handling. shipment andinnallalionoftrucscs, supports. Interior bearing locations should 7) 10- 5- 4 21) 34- 8- B 35) 9- 2- 4
This gnus has been designed as an individual building All COMPRESSION Chords are assumed to be be marked on truss. Shim or wedge if 8) 12-11- 4 22) 31-11- B 36) 7-10- 8
component in occortlar. with ANSInTI 1.1995 and continuously braced unless noted otherwise. necessary to achieve full bearing. 9) 15- 5- 4 23) 29- 5- 8 37) 6- 6-12
NDS-97tobeincorpomtedaspart ofthebuilding design This trues is designed in accordance with In -Plant Quality Assurance with C by a Building Designer. When mvimved for approval by q = 1.11 10) 16- 9-12 24) 27- 7- 8 38) 5- 3- 0
'the building designer. she design loadings shown must be the 2004 Florida Building Code section In -Plant Quality Assurance, per 11) 18- 2- 4 25) 26-11- 8 39) 2- 9- 0
checked to be sure dmflhe data sitcom am in agreement 2306.1 and referenced standards, U.N.O. sec. 3.2.4 of TPI-1-02, for joints) : 12) 20 8- 4 26) 25- 7-12 40) 0- 0- 0
with [he local building eadw. lool climatic records for ----MAX. REACTIONS PER BEARING LOCATION----- 2,9,11,14,22,27,28,29,30,31,33,39,40 13) 22- 6- 4 27) 24- 6- 0
wind or snow load%pmjxtspecifications uspecial R-Loc BSet Vert Boric Uplift T Type FORGES (lb) - Max Compression/Max Tension 14) 23- 2- 4 28) 21-11- 4
applied lands. Unless shown, truss has not ban designed
for storage oroaupancy]ends. The design assames 6- 1- 8 1 331 0 0 B Pin TOP CHORD 1-2=0/0,2-.3=-1391/0,3-4=-222, .TC. ..SORCE..CSI. Cr ..BC. ..SORCE..C.2
compression chords (top or bottom) are continuously 16- 9-12 1 2331 0 0 B H Roll 4-5=-2311/0,5-6=-2094 /222, 6-7=-2094/222, 1- 2 0 0.16 A 40-39 862 0.22
braced by sheathing unless o0unvim specified. Whom 34- 7- 0 1 '853 0 0 B H Roll 7-8=-136E/642,8-9=-54/1219,9-10=0/3029, 2- 3 -1391 0.37 A 39-38 1889 0.43
bottom chords In tension am nol'fully braced tolemlly by a PROVIDE UPLIFT CONNECTION PER SCHEDULE ,11-12=-
97/1128.,12-13=-1501/560,
10-11=0 3029
pmperly applied rigid miling.they should bebraced ofa / 3- 4 -2106 0.40 A 38-37 2311 0.70
maslrnum spacing of 10'1P o.c. Connator plates shall be .WEB. .•FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 13-14=-1501/560,.14-15=-2523/42, 4- 5 -2311 0.36 A.37-36 2311 0.70
manufactured from 20 page hot dipped gelvanind steel 40- 1 -56 0.01 C 30-11 -1686 0.36 C15-16=-2523/42,16-17=-2649/0,17-18=-23a3./0, 5- 6 -2094 0.37 A 36-35 2311 0.69
meeting ASTM A 655, Grade 40. unless otherwise shorn. 40- 2 -1126 0.24 C 11-29 1323 0.53 C18-19=-1525/0, 19-20=0/0, 6- 7 -2094 0.31 A 35-34 1866 0.42
2-39 735 0.29 C 29-12 -1276 0.27 CBOT CHORD 40-39=0/862,39-38=0/1889, 7- 8 -1368 0.28 A 34-33 1866 0.43
FABRICATION NOTES 39- 3 -693 0.15 C 12-28 877 0.35 C38-37=0/2311,37-36=0/2311,36-35-0/2311, 8- 9 1219 0.46 A 33-32 -902 0.20
Prior to fabrication. the fabricator shall review this 3-38 301 0.12 C 28-14 -907 0.19 C35-34=-414/1866,34-33=-414/1866, 9-10 3029 0.83 A 32-31 -902 0.20.
the dressing to arify that this drawing is in wnfomwnce with 38- 4 -279 0.08 C 14-27 907 0.36 C33-32=-902/843,32-31=-902/843,31-30=-1815/0, 10-11 3029 0.82 A 31-30 -1815 0.28
ng
responsibility
plans tsuchndloraalacAnydiscrep 37- 4 -219 0.04 C 27-15 -344 0.07 C 30-29=-1763/0,29-28=-813/941,28-27=-310/2072, 11-12 1128 0.47 A 30-29 -1763 0.27
responsibilip� for such verification. Any discrepancies ore
to be put in writing before wningorfabrication. Plain 36- 5 241 0.10 C 26-16 -313 0.06 C27-26=-42/2523,26-25=-42/2523,25-24=0/2669, 12-13 -1501 0.32 A 29-28 941 0.27
shall not be Installed rarer knotholes, keels or distorted 5-35 -646 0.14 C 16-25 510 0.20 C24-23=0/2669,23-22=0/2080,22-21=0/939, 13-14 -1501 0.20 A 28-27 2072 0.72
grain. Members shell be cut for light Riling wood to wood 35- 7 527 0.21 C 7 28 0.06 CWeba 40-1=-56/0,40-2=-1126/0, 14-15 -2523 0.66 A 27-26 2523 0.95
bee ring, Connector fully ain
bedded located onboys.th abices of 7-33 -804 0 9-C -Y9 2y--egg 0.08 C2-39=0/735, 39-3=-693/0, 3-38=-73/301, 15-16 -2523 0.64 A 26-25 2523 0.95
The truss with nails fully Imbedded end shot) be eyes. about
Ihejoidlunlessolhentisashoun. A5x4-plamis5`wides 33- 8 847 0.34 C 7-SIM; 421 0.17 C38-4=-279/208,37-4=-219/60,36-5=-39/241, 16-17 -2649 0.63 A 25-24 2669 0.61
4'long. A6s8plaleis6'widex8•long. Slols(holes) 8-31 -1219 0.26 C 18-22 -772 0.16 C5-35=-646/0,35-7=0/527,7-33=-804/0, 17-18 -2383 0.42 A 24-23 2669 0.59
ran parallel to the plate length specified. Double cuts on 31- 9 1248 0.50 C 22-19 816 0.33 C33-8=0/847,8-31=-1219/0,31-9=0/1248, 18-19 -1525 0,24 A 23-22 2080 0.48
vcb members shallCo=latthemnsruldizes or are mverbs unless 9-30 -1616 0.34 C 19-21 -1227 0.26 C 9-30=-1616 0,30-10=-117 0,30-11=-1686/0, 19-20 0 0.20 A 22-21 939 0.23
olharnisa shown. Connector plate sizes am minimum / /
saes based on ilia foray shown and may need to be 30-10 -117 T$A cabPane2t--3Or -51 0.00 C11-29=0/1323,29-12=-1276 0,12-28=0/877,--------
increasedfor certain handling and/or.ereetion sucsses / GLOBAL MAX DEFLECTIONS---------
28-14=-907/0,14- Q/g07,27-15--344 0, This Imss (s not to be fabricated 1vt1M1 g i retardant healed �1 g / LL TL-
IumberuNessblltarniseshown. Por additional �� win r,yb�e-a-�% n^ '5 17 2a3/$4, .� in./Ratio in./Ratio Jnt(s).
infannaliononQualityContmlmferlo ANSMI 17-23=-398/30,232�.B�j31/421,18-22=-772/0, I.Span-0.14/999-0.30/701 16
I.199s 22-19=0/816 19-21=-1i4z'$r{s21-20=-51/0 Horiz. 0.03 0.05 NA
PRECAUTIONARY NOTES 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 Long o deflection 1 Z to 20 1.50
All bracing and erection recommendations am to be _
followed in accordance with accepted industry
publications. Trusses am to be handled with particular 0-3-8 8 1- 4- 01.5X3 W=3x6 3X6
cam daring banding and bundling, delivery and [3X4) 1- 4-
installationloovoiddamage. Temporary and permanent 1.50 3x6 3x4 Px4l f3x4l3x4 4x6 4x6 3x4 4x6 - 4x6 W=3x6 1.50 3x4 3X4 4x6 3x4
bracing for holding trusses In a straight and plumb
position and for revising lateral forms shall be designed
and installed by others. Careful handling Is essential and
erection bracing Is always required. Normal precautionary
action for lasses requires such temporary bracing during installation between Wsscs to avoid toppling and 3x6 3x4 1.5x3 W=3X6 W=3X6 4X6 4x10 4X6 3X6 1.5x3 W=3X6 3X4 3x4 4X6
dominoing. IU supervision of ermian of tnessas shall be 1.50 .3x4 3x6 [3x4 3x4
under the wnlrol of persons m'perienocd in the 3X4
instnllntlon of trusses Professional advice shall be sough)
if needed. Con=nimiian of wnstmcdon lords greeter titnn t
the design ]cods shall not be applied to misses at any time. 790# 3.00 rr " 853# 3.00"
No leads other than Use weight of I Ica creators shall be 2331 # 3.50
applied to trusses until rifler ell fastening and bracing is -
completed -1-2-4 34-8-8 _
40 9 8 7 6 534 3 2 31 0 9. 8 7 6 25 4 3 12 1
C/L: 16- 9-12
EXCEPT AS SHOWN PLATES ARE MiTek MT20 Over 3 Supports Scale = 0.1898
WARNING: Eng Job: STJBF WO: STJBF
READ ALL NOTES ON THIS SHEET. A COPY OF THIS .DRAWING TO BE GIVEN TO
y ERECTING CONTRACTOR. BRACING WARNING: DWg: TI: FE
. y:• r�i ice. Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is apart of
MaronYYiiM. 7sr[ qi the building design and which must be wnsidemd by the W ilding designer. Bracing shown is for lateral support of Wss DaCJi1r' TI'Y Chk : 4 / 2 0'/ 2 007
members only to tedu=buckling length. Provisions must be made to anchor totem] bracing at ends and specified
lowllons determined by Via building designer. Additional bracing of the overall structure maybe required. (See HM-91 TC Live 40.0 psf Lbr DF': 1-. 00
. f TPt).Por specific muss bracing rcquiral... K come.. building dasignen(T,ves Prate InsU.ule, TPI is Iomtcd m 583 TC Dead 10.0 psf Plt DF : 1.00
4005 MARONDA WAY D'Onfrio oDrimMadison,Wisconsin53719).
Sanford, FL. 37771 Component Engineering by: Toss Engineering Co., P.A., 818 Soundside Rd. Edenton, NC 27932 O.C. : 2- 0- 0
(4b7) 321-0064 Fax (407) 321-39r13 BC Live 0. 0 psf FBC-04/TPI-02/NDS-01
TOMAS PONCE P.E. LICENSE #0050069 BC Dead 5.0 psf Code: FLA
367 Medallion PL Chu)uota, FL 32760 TOTAL 55.0 PEIf v5 . 4 .1B-90703
Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobs\STJBF\STJBF\FE.prx
c
v
STJBF I Name: STJBF Customer:ST. JOHN'S B WO:STJBF
DESIGN INFORMATION
This design is far an individual Wilding wmponat and
has been based an information provided by the errant. Tx
designer disclaims any responsibility for damages as a
=111 of faulty or incomcf Infamsalion. specifications
and/or designs famished to the Iruss designer by It,. client
and the wrawineas or accuracy of this Information as it
MY relale to a specific project and a=pis no
responsibility at avereism no control with regard to
fabrication. handling, shipment and installation of trosacs,
This truss has been designed as on individual building
component in accordance eilh ANSVfPi 1.1995 and
NDS-97 Io be Incorporated as part of the building design
by a Building Designer. When reviewed for approval by
the Wilding designer. the design loadings shown must be
checked to be sure that ilia data shown ate in agreement
with the local building codes, local climatic awards for
wind or snow loads, project sycchficaliorss or special
applied loads Unless shown, truss has not been designed
for storage cur occupsn y loads. The design assumes
compression chords (lop or bottom) see continuously
braced by sheathing unless otherwise specified. Where
bottom chords in Tension are not fully braced laterally by a
Properly applied rigid ailing, they should be braced at a
maximum spacing of 10'-0' o.c. Connector plates shall be
manufactured from 20 gauge hot dipped galvanized steel
meeting ASTM A 633, Grade 40, unless othcnvim shown.
FABRICATION NOTES
Prior to rnhriwliart the fnbdcotor shall review this
drawing to verity that this drawing is in confarmonce pith
the fabrimlo/s plans and to maliu a marinating
responsibility for such vcrillmlion. Any discrepancies ass
to be put in writing before cutting or fabrication. Plates
shall not be installed over knothols. know or distorted
grain. Members shall be col for tight fining wood to woad
bearing. Connector plates simll be located on both faces of
Ill: ss with ..its fully Imbedded and shall be ay". about
the W
Joint unless otherwise shown. A 5x4 plate is 5- wide x
4' long. A 6xg plate is 6' wide x g- long. Slurs (holes)
run Parallel to the plate length specified. Double cots on
web members shall meet at the centroid of the webs unless
otherwise shown. Connector plate sizes are minimum
sizes based an the torus sham and may need to be
increased for certain handling and/or erection stresses
This truss Is not to be fabricated with fire regarding [seated
lumber unless otherwise shown. For additional
infarmntion an Quality Control refer to ANSlffPI
1.1995
PRECAUTIONARY NOTES
All bracing and erection raommendalions are to be
follo wad in accordance will, sampled industry
publications. Trusses arc to be handled with particular
care during banding and bundling, delivery and
Installnlion to avoid damage. Temporary and permanent
imcing for holding busses in a straight and plumb
Position and for mi isiing laleml forces shall be designed
and installed by others. Careful handling is essential and
:ration bracing Is ahwways required. Normal prwesutiorary
scion for pusses requires welt temporary bracing during
'nstallnlion between trusses to avid toppling and
lominoing. The supervision of erecdon of busses shall be
coder The conlrol of persons avp:rianced in ilia
nstallxtion of lmssrs. Pmlimit nal advice shall be swghl
f needed. Concentration of oonamction lands greater than
he design goods shall out be applied to trusses at any time.
No loads other Than the weighl of the areamrs shall be
applied to busses until after all fastening and bracing Is
completed
TC: 4x 2 SP #2
4x 2 SP #1 D 6-13
Unbalanced load case(s) have been checked.
BC: 4x 2 SP #2
® 2x6 continuous strongback. Attach to each
4x 2 SP #2 D 21-29
truss with 3-3.5"x 0.135" nails. Splice
WB: 4x 2 SP #3
strongback on truss vertical.
(2) 4x 2 SP #3 9-30,10-30,20-21
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
H or (): Plate(s) OFFSET from joint center.
This truss is designed to bear on multiple
The Joint Detail Report must be included
with any submittal, inspection, and/or
supports. Interior bearing locations should
fabrication documentation,
be marked -on truss. Shim or wedge if
All COMPRESSION Chords are assumed to be
necessary to achieve full bearing,
In -Plant Quality Assurance with Cq = 1.11
continuously braced unless noted otherwise.
In -Plant Quality Assurance, per
This truss is designed in accordance with
sec, 3.2.4 0£ TPI-1-02, for joint(s):
the 2004 Florida Building Code section
8,9,11,22,27,28,31,32,34,39
2306.1 and referenced standards, U.N.O.
FORCES(lb) - Max Compression/Max Tension
----MAIL, REACTIONS PER BEARING LOCATION-----
TOP CHORD 1-2=0/0,2-3=-1583/0,3-4--2481/0,
R-Loa Met Vert Boris: Uplift Y Type
0- 1-
4-5=-2825/0,5-6=-2687/54,6-7=-2687/54,
e 1 877 0 0 B Pin
16- 9-12 1 3021 0
7-8=-2030/445,8-9=-654/988,9-10=0/3777,
0 B H Roll
34- 7- 0 1 843 0 0
10-11=0/3777,11-12=0/1821,12-13=-1400/1144,
B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
13-14=-1400/1144,14-15=-2447/479,
..TC. ..FORCE..CSI. Cr .,BC.
15-16=-2447/479,16-17=-2589/213,
..FORCE..CSI.
1- 2 0 0.21 C 40-39 967 0.26
17-18=-2342/0,18-19=-1504/0,19-20=0/0,
2- 3 -1583 0.44 C 39-38 2164 0.56
HOT CHORD 40-39=0/967,39-38=0/2164,
3- 4 -2481 0.52 C 38-37 2825 0.92
38-37=0/2825,37-36-0/2825,36-35=0/2825,
4- 5 -2825 0.53 C 37-36 2825 0.92
35-34=-231/2507, 4-33=-70$f�4�8,
5- 6 -2687 0.55 C 36-35 2825 0.90
33-32=-702/1498, - _- ,
31-30--1879/0,30-29=-2456 0,-28=-2456/0,
6- 7 -2687 0.33 C 35-34 2507 0.61
7- 8
28-27=-1451/831,27-26=-831/1981,
-2030 0.30 C 34-33 1498 0.39
8- 9
26-25=-479/2447,25-24=-479/2447,
988 0.23 C 33-32 1498 0.41
9-10 3777 0.78 C 32-31
24-23=-53/2619,23-22=0/2049,22-21=0/928,
1498 0.41
10-11 3777 0.82 C 31-30 -1879 0.32
Webs 40-1=-56/0,40-2=-1264/0,
11-12 1821 0.52 C 30-29 -2456 0.46
2-39=0/856,39-3=-809/0,3-38=-32/441,
12-13 -1400 0.31 C 29-28 -2456 0.35
38-4=-467/156,37-4=-208/122,36-5=-94/236,
13-14 -1400 0.31 C 28-27 -1451 0.25
5-35=-680/0,35-7=0/537,7-34=-765/0,
14-15 -2447 0.82 C 27-26 1981 0.73
34-8=0/835,32-8=T/Meal3PSBJ-T-- `/o ,
15-16 -2447 0.80 C 26-25 2447 0.97
31-9=0/2207,9-30--2565/6,30-10=-132/0,
30-11=-1759/0,11-28=0/1398,28-12=-1348/91
16-17 -2589 Q 7q 25-24 2447 0.97
R7htc-C
17 18 2342 24 23 2647
12-27=0/945,27-14=-988/0,14-26=0/1016,
-0.97
18-19 -1504 Q$2®_1q 23-22 2049 0.49
(20.20-1,t 049
26-15=-376/0,25 6=-365/0 16-24=0/624
19-20 0 ,23-21 0.49
24
24-17=-364/0,17 23=- 85 105, 3-18=-80 4071
18-22=-758/19 24 d 32
11
TI.FE-GRD Qty:I
Joint Locations 1)0-0- 0- 0 15) 24- 6- 0 29) IS- 8- 8
2) 1- 6- 0 16) 25- 7-12 30) 16- 9-12
3) 4- 0- 0 17) 28- 2- 8 31) 14- 2- 4
4) 6- 6-12 18) 30- 8- 8 32) 13- 5-10
5) 8- 4- 2 19) 33- 2- 8 33) 12- 9-14
6) 10- 1- 8 20) 34- B- 8 34) 12- 1-14
7) 10-10-14 21) 34- 8- 8 35) 9- 7-14
8) 13- 5-10 22) 31-11- 8 36) 8- 4- 2
9) 15- 5- 4 23) 29- 5- a 37) 6- 6-12
10) 16- 9-12 24) 26-11- 8 38) 5- 3- 0
11) 18- 2- 4 25) 25- 7-12 39) 2- 9- 0
12) 20- 8- 4 26) 24- 6- 0 40) 0- 0- 0
13) 22- 6- 4 27) 21-11- 4
14) 23- 2- 4 28) 19- 5- 4
------------ TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D -100 0- 0- 0 -100 34- B- 8
BC Vert L+D -10 0- 0- 0 -10 34- 8- 8
Concentrated LBS Location
BC Vert L+D -731 13- 5-10
.WEB. ,.FORCE.,CSI. Cr WEB. ..FORCE..CSI.
40- 1 -56 0.01 C 30-11 -1759 0.37
40- 2 -1264 0.27 C 11-28 1398 0.56
2-39 856 0.34 C 28-12 -1348 0.28
39- 3 -809 0.17 C 12-27 945 0.38
3-38 441 0.18 C 27-14 -988 0.21
38- 4 -467 0.10 C 14-26 1016 0.41
37- 4 -208 0.05 C 26-15 -376 0.08
36- 5 236 0.09 C 25-16 -365 0.07
5-35 -680 0.14 C 16-24 624 0.25
35- 7 537 0.22 C 24-17 -364 0.08
7-34 -765 0.16 C 17-23 -385 0.08
34- 8 835 0.33 C 23-18 407 0.16
32- 8 712 0.29 C 18-22 -758 0.16
B-31 -1745 0.36 C 22-19 802 0.32
31- 9 2207 0.88 C 19-21 -1212 0.26
9-30 -2565 0.25 C 21-20 -51 0.00
-30_10 -132 0.01 C
---GLOBAL MAX DEFLECTIONS :--------
-19= /802,19 1=-121 0, 5 6 1 8 9 10 11 12 1314 15 16 in.
La7n./Ratdl� /1�tioZO Jnt(s)
21-20=-51/0, I,Span-0.14/999-0.28/713 36
3- 8 1- 4- 01.50 3x4 Horiz. 0.03 0.05 NA
4x6 [3x4]Long term deflection factor 1-$,90
1.50 4x6 3x4 3x4l [3x4l W=3x6 4x6 5x10 3x4 4x6 4x6 W=3x6 1.50 3x4 3x4 4x6 3x4
Nl
4x6 3x6 1.50 3x4 3x4 Sx8 5x10 4x6 3x6 [4x6] 3x4 3x4 3x4 4x6
3x4 1.5x3 2x4 W=3x6 1.50
W=3x6
877# 3.001 3021# 3.50" 843# .001,
34-8-8
40 9 8 i1i 36 15 14A21kk 0 9 28 27 26 5 24 23 22 1
1 7-14
*- 7314 C/L: 16- 9-12 --�cl0- 4 -
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING:
t�
READ ALL NOTES ON THIS SHEET, A COPY OF THIS DRAWING TO BE GIVEN TO
1st y,��e ,�{, ERECTING CONTRACTOR. BRACING WARNING:
ta
j■� i gy{.:7'�"i.� Bracing shown an this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which Is apart of
agsMM �r j�� the building design and which must be considered by Ilia building designer. Bracing shown is for. lateral support orWss
members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified
lawtions determined by Ihe.building designer. Additional bracing of the overall lank um may be required (Sea HIS-91
Design: Matrix Analysis Profile Path: C:\TEE-LOA\Work\Jobs\STJBF\STJBF\FE-GRD.prx
Over 3 Supports Scale = 0,1898
Eng Job: STJBF
Dwg:
Dsgnr:TLY Chk:
TC Live 40.0 psf
TC Dead 10.0 psf
BC Live 0.0 psf
BC Dead 5.0 psf
TOTAL 55.0 nsf
WO: STJBF
TI: FE-GRD
4/20/2007
Lbr DF: 1.00
Plt DF: 1.00
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
v5.4.18-90706
'r.
STJBF I Name: STJBF
DESIGN INFORMATION
This design Is for an individual building component and
has been based an infomtation provided by the client. Tles
designer disclaims any responsibility, for damages as a
result of faulty or incorrect Information, speeifimlions
and/or designs furnished Io the truss designer by the client
and the correctness or accuracy of this inforinntion as it
may mlate to a spocific project and necepis no
responsibility or exercises no control with regard to
fabrication, handling, shipment and installation of trusses,
This truss has been designed as an individual building
component in accordance nilh ANsIM1 1.1995 and
NDS-97 lobe incorpumled as Pori critic building design
'by a Building Designer. When reviewed for approval by
the building designer, the design loadings shown must be
checked to be sure that the data sham are In ogreemenl
nilir the local building codes, local climatic records for
mind or an= tends, pmJW specifications or special
applied Iwlds. Unless shown, truss has not been designed
for storage or occupancy loads. The design assumes
compression chords (lop or bottom) am continuously
bmmd by shathing unless othcmim spmifted. Where
bottom chords in lension am not fully braced laterally by a
Properly applied rigid miling, they should be braced at a
maximum spacing of 10'-0• o.e Connector plain shall be
ream llienued from 20 gauge hot dipped galvanized steel
meeting ASTM A 655, Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabriation, the fabricator shall review this
drawing to verily that this drawing is in conformancewith
the fabriatoes plans and to =It= a continuing
responsibility for such verilicnlion. Any discrepancies arc
to be pal in writing before coning or fnbrie lion. Plain
shall not be installed over knolholes, knots or distorted
grain. Members shall be col for light lilting wood to nwd
hearing, Connector Plain shall be located an both feces of
Ilve was with nails fully imbedded end shall be sym. abort
the Joinl -Ins olhruwim dlavii. A U4 plate is 5• wide s
4• long. A 6A plate is 6• wide x 8• long. Slots (holes)
tun Parallel to the plate length specified. Double cols on
nrb members shall mat of the antrotd of the webs onus
athenvise shown. Connector plate sizes am minimum
;izn based on the forces shown and may need to be
Increased r r certain handling nndlor erecd- stress.
Iris Cross Is -11. be fabrinled with fire retardant treated
umber unless othenvis-hewn. F-midition-I
nfomtation on Quality Cor lrol refer to ANSVrP1
1.1995
PRECAUTIONARY NOTES
kil bracing and erection recommendations am to be
'ollo wd In nmordanm with accepted industry
mbliations. Trusses am lobe handled with particular
Mae during heading and bundling, delivery and
nsiallation to avoid damage. Temporary and permanent
racing for holding INSSeS in a straight and plumb
tuition and for resisting lateral forces shall be designed
nd Installed by others. Careful handling is essential and
necllon bracing is always required. Normal precautionary
Ilion for trusses requires such temporary bracing during
nstnllation between trusses to avoid topplingand
ominoing. Tile supervision ofarection of mosses shall be
ruler the control of Persons evpericnmd in the
vstallation of imsies. ProfesShmai advtm sholl bo sought
'needed. Concentration ofconslmuton loads gremler than
Ile design loads shall not be applied to trusses at any lime.
4. loads ogler then the veighl of the nectars shall be
Relied to mosses until site, all farentng and bracing is
ampleiad
Customer:ST. JOHN'S B WO:STJBF
TC: 4x 2 SP #2
BC: 4x 2 SP #2
WB: 4x 2 SP #3
Unbalanced load case(s) have been checked.
13 or 1); Plate(s) OFFSET from joint center
The Joint Detail Report must,be included
with any submittal, inspection, and/or
fabrication documentation.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=0/0,2-3=-1838/0,3-4=-2967/0,
4-5=-3625/0,5-6=-3625/0,6-7--3539/0,
7-8=-2980/0,8-9=-1835/0,9-10=-1835/0,
10-11=0/0,
BOT CHORD 21-20=0/1302,20-19=0/2541,
19-18-0/2541,18-17=0/3383,17-16=0/3625,
16-15=0/3625,15-14=0/3402,14-13=0/2537,
13-12=0/1104,
Webs 21-1=-53/0,21-2=-1440/0,
2-20=0/1024,20-3=-978/0,3-18=0/592,
18-4=-579/0,4-17=-59/564,17-5=-214/0,
16-6=-182/93,6-15=-371/163,15-7=-19/342,
7-14=-587/0,14-8=0/616,8-13=-975/0,
13-10=0/1018,10-12=-1442/0,12-11=-51/0,
Typical Panel = 301,
2x6 continuous strongback. Attach to each
truss with 3-3.5"x 0.135" nails. Splice
strongback on truss vertical.
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
This truss is designed in accordance with
the 2004 Florida Building Code section
2306.1 and referenced standards, U.N.O.
In -Plant Quality Assurance with Cq = 1.11
In -Plant Quality Assurance, per
sec. 3.2.4 of TPI-1-02, for joint(s);
3,8,19
..TC. ,-FORCE.-CSI. Cr ,.BC. ..FORCE..CSI.
1- 2 0 0.18 A 21-20 1102 0.27
2- 3 -1830 0.30 A 20-19 2541 0.56
3- 4 -2967 0.40 A 19-18 2541 0.59
4- 5 -3625 0.46 A 18-17 3383 0.82
5- 6 -3625 0.43 A 17-16 3625 0.97
6- 7 -3539 0.69 A 16-15 3625 0.97
7- 8 -2980 0.39 A 15-14 3402 0.76
8- 9 -1835 0.26 A 14-13 2537 0.58
9-10 -1835 0.22 A 13-12 1104 0.27
10-11 0 0.19 A
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span-0.25/836-0.39/535 7-6
Horiz. 0.05 0.07 NA
Long term deflection factor = 1.50
8-4-12
8-4-12
18- (
2 3 4 5 6
7
8
TI:FF Qty:5
Joint Locations
1) 0- 0- 0 8) 14- 0- 8 15) 10- 3- 8
2) 1- 6- 0 9) 15-10- 8 16) 8-11-12
3) 4- 0- 0 10) 16- 6- 8 17) .7- 9-12
4) 6- 6- 0 11) IS- 0- 8 18) 5- 3- 0
5) 7- 9-12 12) 18- 0- 8 19) 3- 5- 0
6) 8-11-12 13) IS- 3- 8 20) 2- 9- 0
7) 11- 6- 8 14) 12- 9- 8 21) 0- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Horiz Uplift Y Type
0- 1- 8 1 992 0 0 B Pin
17-11- 0 1 992 0 0 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
." ..FORCE..CSI. Cr .WEB. ..FORCE..CSI.
21- 1 -53 0.01 C 6-15 -371 0.08
21- 2 -1440 0.31 C 15- 7 342 0.14
2-20 ' 1024 0.41 C 7-14 -587 0.12
20- 3 -978 0,20 C 14- 8 616 0.25
3-18 592 0,24 C 8-13 -975 0.20
18- 4 -579 0.12 C 13-10 1018 0.41
4-17 564 0.23 C 10-12 -1442 0.31
17- 5 -214 0.04 C 12-11 -51 0.01
16- 6 -182 0.04 C
9 10 11
0-3-8
1-4-0
4x0 W=3x4 3x4 [3x4] 1.5x3 3x4 3x4 4x6 4x6
4x6
992# 3.00" 1- 0-8
#`--# 992# 3.00"
18- 0-8
21 20 19 18 17 16 15 14 13 12
EXCEPT AS SHOWN PLATES ARE MiTek MT20
_. ►air-ifiYl+l-
WARNING:
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING:
� '�%? Bracing shown on this drawing is not erecdon bracing, wind bracing, portal bracing or similar bracing which is a pan of tititilll�'V the building design and which must be considered by Ilse building designer. Bracing shown Is for Inleml support of Wss
... ..,,,.. _ members only to reduce buckling length. Previsions must be made to anchor lateral bracing at ends and specified
locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91
of TPI).For cp=itie trose bracing mouimmems, cone-ci building dmigme,,Crms Plele rmalna4 17'1 l
4005 MARONDA WAY D'OnofrioDrive.Madison,Wiscoasin53719). a IomtW at 593
Sanford, FL. 32773. Component Engineering by: Truss Engineering Co., P.A., 818 Soundside Rd, Edcnlon, NC 27977
(407) 321-0064 Fox (407) 321-3913
TOMAS PONCE P.E. LICENSE 4y0050065
767 MedaB)on PL Chuluotia, FL 32760
Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\STJBF\STJBF\FF.prx
Scale = 0.2846
Eng Job:
STJBF
WO: STJBF
Dwg;
TI: FF
Dsgnr:TLY
Chk:
4/20/2007
TC Live
40.0
psf
Lbr DF: 1.00
TC Dead
10.0
psf
Plt DF; 1.00
BC Live
0.0
psf
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
BC Dead
5.0
psf
Code: FLA
TOTAL
55.0
pSf
v5.4.18-90699
r
4
STJBF Name: STJBF
Customer:ST. JOHN'S B WO:STJBF
TI:FG Qty:6
DESIGN INFORMATION
This design is for an individual building component and
. has been based on information provided by llte client. The
designer disclaims any responsibility for damages as a
result of rendry or incorrect Information, specifications
and/or designs Mmished to the truss designer by ilia client
and the conacmesc or accuracy of This information as It
may mime to a specific project and aazpls no
responsibility or exercises no control rvith regard to
fabrication, handling, shipment and installation of imsses.
This truss has been designed as an Indhiduai building
component in accordance with ANSVIPI 1-1995 and
NOS-97 to be incorporated as part of the building design
by a Building Designer. When rcvicaTd for approval by
the building designer. IN design loadings teharve must be
checked to bo sure that the data shosm am in agreement
will/ die Cowl building codes, local climatic records for
wind or snow loads, prujecl sp=Ificallons or special
applied loads. Unless shown, truss has not been designed
for storage or occupancy loads. Tie design assumes
compiession chords (top or bottom) ere continuously
braced by sheathing unless othcnviu spedried Where
bottom chords in lension are not Wily braced laterally by a
property applied rigid ailing, they should be bread at a
maximum spacing of ilry o.c. Connector plalw shall be
manufactured from 20 gauge hot dipped golvenind sicel
coaling AM A 653, Grade 40, unless ollmnvise shorm.
FABRICATION NOTES
Prior to fabrication. the fabricalrr shall review this
dinning to verify that this draping is In conformarra with
the fabricators plans and to realize a continuing
responsibility for such verification. Any discrepancies are
to be put in rviiiing befom coiling or fabrication. Plaim
stroll not be installed over knodtales, knots or distorted
grain. Members shall be al for tight filling /rood to wood
bearing. Connector plmes shall be howled on both faces of
the truss nilh nails fully Imbedded and shall be sym. about
the joint unless otherwise shown. A 5xd plate Is 5' aide x
4' long. A 6xg plate is 6' ,vide x 8' long. Sloss (holes)
nun parallel to the plate length specified. Double cuts on
rveb members shall meet at the antruid of lite webs unless
ethenvise shown. Connector plate sizes are minimum
sizes based on the (arras echo van and may need to be
Inomased for certain handling and/or elation stresses.
This truss is not to be fabricated atilt fire retardant treated
lumber unless otherwise shorm. Foroddirtonal
information on Quality control mrar to ANSVIPI
1.1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are to be
fallmsed in accordance with scoapted Industry
publiwlions. Trusses am to be handled wish particular
care during banding and bundling, delivery and
installntion to ovoid ratings. Temporary and permanent
bracing for holding trusses In n straight and plumb
position and for resisting lateral Innate shall be designed
and Installed by others. Camhl Handling is esunlial and
erection bracing is ainitys required. Normal pirrautionary
action for trusses requires such temporary bracing during
installation buween trusses to avoid toppling and
dominoing. The supervision of et=tion of husus shall be
under the control of persons c,,w ianvA in the
Installation of trusses Professional advice shall be sought
if needod. Concentration of construction loads greater than
Ilto design loads shall not be applied to biasses at any time.
No lords other Ilion the weight of the erewors shall be
applied to trusses until aner all listening and bracing is
TC: 4x 2 SP #2
BC: 4x 2 SP #2
WB: (2) 4x 2 SP #3
4x 2 SP #3 3-11,3-10,4-10
4-9,5-9,5-8,6-8
Unbalanced load case(s) have been checked.
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcasea.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
This truss is designed in accordance with
the 2004 Florida Building Code section
2306.1 and referenced standards, U.N.O.
..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI.
1- 2 152 0.34 A 12-11 23 0.49
2- 3 -34 0.45 A 11-10 -520 0.58
3- 4 789 0.26 A 10- 9 -820 0.30
4- 5 819 0.27 A 9- 8 -677 0.17
5- 6 455 0.23 A 8- 7 35 0.02
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span-0.06/999-0.12/638 10-11(L)
Horiz. 0.03 0.07 NA
Long term deflection factor - 1.50
(L): Deflection is from local inner panel
Typical Panel = 30"
7-7
10,00
11 or 0: Plate(s) OFFSET from joint center.
The Joint Detail Report must be included
with any submittal, inspection, and/or
fabrication documentation.
WndLod per ASCE 7-02, C&C, V= 125mph,
H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= encl L= 14.0 ft W= 10.0 ft Truss
in END zone, TCDL= 0.0 psf, BCDL= 0.0 psf
Impact Resistant Covering and/or Glazing Req
In -Plant Quality Assurance with Cq = 1.11
----MAX. REACTIONS, PER BEARING LOCATION-----
X-Loc BSet Vert Horiz Uplift Y Type
0= 4- 0 1 349 -2 -428 B Pin
9-10- 0 1 349 0 -397 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
.WEB. ..FORCE..CSI. Cr • .WEB. ..FORCE..CSI.
12- 1 212 0.04 C 4- 9 105 0.03
il- 2 -240 0.04 C 9- 5 -100 0.03
11- 3 752 0.19 C 5- 8 406 0.10
3-10 -276 0.10 C a- 6 -520 0.18
10- 4 140 0.04 C 7- 6 392 0.08
9- 4-
Joint Locations
1) 0- 0- 0 5) 6-11-14 49) 5- 8-14
2) 0- 7- 4 j 6) 9-11- 8 SO) 3- 2-13
3) 1-11-13 7) 9-11- 8 11) 0- 7- 4
4) 4- 5-14 8) 8- 2-14 12) 0- 0- 0
------------ TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D -60 0- 0- 0 -60 0- 7- 7
TC Vert L+D -60 0- 7- 7 -60 9-11- 8
BC Vert L+D -10 0- 0- 0 -10 9-11- 8
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=-103/152,2-3=-34/31,
3-4=-623/789,4-5=-671/819,5-6--367/455,
BOT CHORD 12-11=-17/23,11-10=-520/439,
10-9=-820/717,9-8=-677/616,8-7=-26/35,
Cr webs 12-1=-165/212,11-2=-240/187,
C 11-3=-606/752,3-10=-276/256,10-4=-130/140,
C4-9=-64/105,9-5=-100/76,5-B=-347/406,
C8-6=-520/454,7-6=-343/392,
C
C
JAY JX4
pg� q
3499 8.00" 3494 3.00"
9-11-8
12 11 10 9 8 7
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING: Eng Job: STJBF
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING: DWg:
Bracing sliawn on this drawing Is not erection bracing, wind bracing, penal bracing or similar bracing which Is a pan of
arsondai-Systems the building design and which must be considered by the building designer. Bracing shown is for laterDs: TLY Chkal support of truss s
' .. mambers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified
lowlipns dpermlried by the building designer. Additional bracing of the overall structum maybe required. (See H)8-91 TC Live 40.0 psf
of TPr),Forspecifictmmbmcingnequime ts,wnimtrulldingdmigmr.ffnus PlnrelnsUruie, 7PI Is located a1583 4005 MARONDA WAY D'Onofrio Drive,Madhain, Wiscumin5TC Dead 10.0 s£3719), p
Sanford, FL. 32771 Component Eaginvering by: Truss Engincering Co., P.A., gig Soundside Rd, Edenton, NC 27932 BC Live 0.0 p
sf
(407) 321-OOW Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE #0050068 BC Dead 5.0 psf
397 Modalflon PL Ghuluofa, FL 32766 TOTAL 55.01 sf
Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\STJBF\STJBF\FG.mrx
Scale = 0.4655
WO: STJBF
TI: FG
4/25/2007
Lbr DF: 1.00
Plt DF: 1.00
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
v5.4.18-91040