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HomeMy WebLinkAboutTrussMaronda Systems
Engineer of Record
Design 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, Ff. 32766 FL PE # 50068,
r)acinn• MafriY Analvcic TF1=-1 r)V cnfh—rn
PLAN JOB #
LOT
ADDRESS
DIV/SUB
MODEL
3WT001
1
MEL-3WT
STJA3 LEFT
5T. JOHN
UNIT A 10 x 24 HIP PORCH
This structure was designed in accordance with, and meets the requirements
of TPI standards and the FLORIDA 2004 BUILDING CODE for 140 M.P.H. Wind Zone.
Truss load Ina is in accordancp with ASCF 7-n2 Thpcp trnscaa ara dacinnarl fnr an anrin¢arl hi iilrlinn
Truss ID
Run Date
Drawing
Rev ie ed
Truss ID
Run Date
Drawing
Revi wed
No. of Eng. 9
Dwgs:
Layout
4-24-07
Floor Layout
4-24-07
Roof Loads-
V
7-27-05
FA
4-25-07
TC Live: 16.0 psf
TC Dead: 7.0 psf
BC Live: 10.0 psf
BC Dead: 10.0 psf
HIP
11-2-06
FA-GRD
4-25-07
FGRD1X
5-21-07
FB
4-25-07
FGRD2X
4-25-07
FC
4-20-07
G1X
4-25-07
FD
4-20-07
Total 43.0 psf
G3X
4-25-07
FG
4-25-07
DurFac- Lbr: 1.25
DurFac- Pit: 1.25
O.C. Spacing: 24.0"
GRD1X
4-25-07
M1X
4-25-07
M2X
4-25-07
TC Live: 40.0 psf
TC Dead: 10.0 psf
BC Live: 0.0 psf
BC Dead: 5.0 psf
Total 55.0 psf
M2AX
4-25-07
M2BX
4-25-07
M2CX
4-25-07
MG1X
4-25-07
MG2X
4-25-07
MG2AX
5-1-07
DurFac- Lbr: 1.00
DurFac- Pit: 1.00
O.C. Spacing: 24.0"
S1X
4-25-07
TI-GX
4-25-07
T3X
4-25-07
T4X
4-25-07
V10X
4-25-07
V11X
4-25-07
V7X
4-25-07
V8X
4-25-07
KLIE
V9X
4-25-07
PH1X
4-25-07
PHGRD1X
4-25-07
PX
4-25-07
P1X
4-25-07
P2X
4-25-07
INV #
DESC
QNTY
DATE: OCT 2 5 2007
P3X
4-25-07
18331
THD26 .
PJGRD1X
4-25-07
18336
THD28-2
1
PT2
4-25-07
18329
THD48
5
V1 X
4-25-07
18361
SKH26L
V2X
4-25-07
18363
JUS26
44
V3X
4-25-07
.18370
THJ26
2
'-'V4X
4-25-07
IROOF
SEAT
PLATES
28
M3X
10/19/07
SEAT
PLATES
8
M3Gx
10/19/07
HFLOOR
r
6
e•,
wl.
ST. JOHN ELEVATION "A° - FL
PORCH OPTION GARAGE_ LEFT
mwxcMr p am rvaw nags
1V�a►ronda Homes
A.
'407) 321-0064 4005 ALDDDDA MT SANFORO. FLORIDA
HARDWARE
LEGEND
U
HUS26
0
HUS28
JUS26
®
MP6F
R55
MPA1 & MPAT
©
SKH26 L/R
Q
SKHH26 L/R
®
SUS26
0
SUS28
10
THD26
11
THD28
12
THD28-2
13
THDH28-3
14
THD48
15
THJ26•■
©
LTW12
HARDWARE MANUFACTURED
/
BY LISP
x HARDWARE MANUFACTURED
BY SIMPSON
OCT2 5
x x HARDWARE MANUFACTURED
BY CLEVELAND
600�
DESIGNER: CP
DRAWN BYn K WARD
SCALE: II8' = 11-0"
CHECKER: MIKE
DATE. 1011512007
LOADING-FBC2004/TPI2002
IATEK 2000
won s"sa
UW.64=87
TC WE 16.00
SNOW LOAD 0.00
TC DEAD 7.00
LumBER DOL 125
BC LNE 10.00
PLATE DOL 125
BC DEAD 10.00
WIND 140
TOTAL 43.00
SPACING 0-9
JO-V
A
FA
FA
9D
0
0o
FAT
90
0
It
N
o
FB
Z
G')
a
co -H
'T' N
X_ ao
Z N
G) x
zoo
� m�
FC
r
i
FB
FC
FB
FC
FB
=
p
A FD
FB
D
Z FD
FA-GRD
N
RS
o
w
o
FI
z
—
11
�.
.A
0
,.
18 8
1-4
36-
4-8
1-4
10-0
��9nm
6J41 & a vdv.
JOB NUMBER: STJAF I DRAWN BY Ct)yD DATE: 4-24-07
CUSTOMER: REVERSED PITCH: OH:
JOB NAME: ST. JOHN'S A FLOOR BEARING: 8- & 3.5" LOAD: 55#
'TEPS TO SETTING TRUSSES
.AS MEDIDAS DE LA INSTALLACION DE LOS TRUSSES
1) Install ground bracing. 2) Set first truss and attach securely to around bracing. 3) Set next 4
-" trkses with short member temporary lateral restraint (see below). 4) Install top chord diagonal
bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses
(see below). 6) Install bottom dliord temporary lateral restraint and diagonal bracing (.see below).
%) Repeat process on groups of four trusses until all busses are set.
1) Instate Los arriostres de sierra. 2) Instate el primero truss y ate seouramente at arriosbe de
tierra. 3) Instate los pr6ximos cuatro trusses con restdcci6n lateral temporal de miembro corto
(vea abajo). 4) lnstale el arriostre diagonal de la cuerda superior plea abajo). 5) In=_tale arriostre
Diagonal pare los pianos de IDS miembros secundarios pars estable IDS primeros cinco trusses
(vea abajo). 6) Instate la restricci6n lateral temporal y arriostre diagonal para la cuerda inferior
(vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses
esten instalados.
Refer to BCSI-B2 Summary Sheet - Truss Installation & Temporary Restrdi iIjg acing for more
information.
Vea el resumen BCSI-B2 - Instalaci6n de Trusses v Arriostre Temporal para mayor
information.
2ESTRAINT/BRACING FOR ALL PLANES OF TRUSSES
_L RESTRICCION/ARRIOSTRE EN TODOS PLANOS DE TRUSSES.
.21 This restraint & bracing method is for all Lmsss except 3x2 and 4x2 parallel chord trusses.
Este methdo de resbiccinn y arriosoe es paro !odo 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
Espaciamiento del Arriostre Temporal de la Cuerda Superior
Up to 30'
10' D.C. max.
Hasta 30 pies
10 pies maximo
30' to 45'
8' D.C. max.
30 a 45 pies
8 pies maxima
45' to 60'
6' o.c. max.
45 a 60 pies
6 pies maximo
60' to 80"
4' o.c. max.
60 a 80 pies
4 pies maximo
-Consult a Professional Engineer for tresses longer than 60'.
'Consulte a un ingenieno para trusses de mas de 60 pies.
FO See BCSI-B2 for TCRR options.
Vea el BCSFB2 para las opciones de TCTLR.
Refer to BM-B3 Sum -
A! nary Sheet -Permanent - -
& Web Members far Gable
End Frame res Taint/bracing/
reinforcement Inforation.
Para inforad6n sobre
rest ricci6n/arriostre/refuerzo
pare araz6n de hastial vea
el resumen BCSI-B3 - Re-
Iruawl-1173 }'FS4'KsLDt•. sPl7t•
RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES
LA RESTRICCION Y EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2
0 Refer to BC51-B7-B7 Diagonal Bracing
Summary Sheet 10 or 15"�Repeat Diagonal Bracing
- Temporary & Per- S +i every 15 truss spaces (301
moment Restrain -
Bracing for Parallel 1,�{ •; I I "�'' Chord Trusce< for
more information. I •.h - ai!..
i ..�
Vea el resumen
BCSI-B7 - Restric- Apply Diagonal Brace to
cinn v Arriostre vertical webs at end of
Temporal v cantilever and at bearing All Lateral Restrains
Temporal v de - locations. lapped at least two trusses.
Trusses de Cuerdas *Top chord Temporary Lateral Restraint spacing shall be
Paralelas pars mas 10 o.c. max. for 3x2 chords and 15' o.c. for 4x2 chords.
infonnad6n.
INv�F'iLLikG:v iG�STALFri6ri�CiG.
�( Tolerances for Out -of -Plane.
l� I Tolerancias par Fuel -de -Plano.
Maus Bow
Length
RI —►I
(�
" Man Bow I-- Length —=-�
-Max. Bow
�— length -
1AX-umb
Tolerances for b1-1/2'6'Out-of-Plumb-
Tolerancias para Dy50max
Fuera-de-Plomada.
Max_
Bow
Truss
Length
D/SO
D (fL)
3/4'
72.5
1l4'
7'
7/8'
14.E
1/2'
2'
1'
16.7'
3/4'
3'
1-118,
18.8'
4'1-114'
20.8'
1-7l4'
S'
22.9'
1-112'
25.0'
1-3/4-
29.2'
2'
z8'
2'
233.3'
CONSTRUCTION LOADING — CARGA DE CONSTRUCTION
i\ Do not proceed with construction until all lateral restraint and
(� bracing is securely and properly in place_
No proceda con la construcci6n hasty que todas las restric-
clones laterales y IDS amostres esten colocados en fora
apropiada y Segura.
®Do not exceed maximum stack heights. Refer to BSSL-B4
S rmmary Sheet - Construction Loading for more information.
sue.
No exceda las maximas alturas recomendadas. Vea el resumen
''-,•ran` x
BCST-B4 Carga de ConstruCCl6n pare mayor inforad6n.
Repeat diagonal
braces for each set of
4 busses.
Ground bracing not shown for clarity. Repita IDS arrisorres
diagonales pars cada
grupo de 4 trusses.
2) WEB MEMBER PLANE— PLANO DE LOS MIEMBROS SECUNDARIOS
♦ �•
!
t
®Do not overload small groups or single trusses.
No sobreargue pequenos grupos o trusses individuates.
® Never stack materials near a peak.
Material
Haight
Gypsum Board
12'
Plywood or OSB
16'
Asphalt Shingles
2 bundles
rompee Block
ay Tile
3A tiles high,
Nunes amontone material cera del pico.
® Place loads over as many trusses as possible.
.Diagonal Coloque las argas sobre tantos busses Como sea posible.
Bracing position loads over load bearing walls.
CDloque las argas sobre las paredes soportantes.
Trus54ncing not
ALTERATIONS — ALTERACION ES sh mD for cam.
.� ,& Refer to a .
la w` Vea el resumen BCSI-B5 Dafios detrusses.Modifiadon n la Obra yEmores de Instalad6n
Chords
Diagonal Braces every 10
ss spaces (20' max.)
bottom chord Lateral Restraint Some chord and web members
not shown for clarity.
3) BOTTOM CHORD — CUERDA INFERIOR
Lateral Restraints - 2x4x12' or
greater lapped over two trusses.
Bottom
&ords
IN,
` ° ?r>n' Diagonal Braces every
n/Aix a-��•
Fv �!/` 10 bussspaces (20' max.)
10'-15'Some chord and web members
max. i not shown for clarity.
®Do not curt, alter, or drill any structural member of a truss unless
specifically permitted by the Truss Design Drawing.
No Corte, altere o perfore ning6n miembro esbucturdl de Ids
trusses, a mends que est6 especifiamente peritido en el dibujo
del diseno del truss.
Tresses that have been overioaded during construction or altered Without the Truss Manufacturer's
L� prior approval may render the Truss Manufacturer's limited warranty null and void.
Thisses que se han sobreargado durante la construcdon o han sido alterados sin una autorizad6n
previa del Fabriante de Tresses, pueden reducir o eliminar la garanda del Fabriante de Trusses.
NOTE: The Truss Manufacturer and Truss Designer rely m the presmnptlon that the Contractor and crane operator (B applicable) are
professionals with the capabtity to undertake the wok they have agreed to do on any given pm)ecL If the Contractor believes a needs
assistance in some aspect of the comtructlon project, it should seek assiso roe from a competent party. The Matlads and procedures
outlined In this doamment are intended to ensure that the overall uanstmdlah techniques employed will purl the trusses Into place SAFELY.
These recommendations Far handling. InstaBhy, restraining and baring Mines are based upon the collective experience of leading
personnel imotved r t h buss design, manufacture and Installation, but must, due to the more of msponsiblYtres Involved, be presented
only w a Gt11DE for use by a qualified Bullring Designer or Contractor. It Is not intended that these remmrnendatlons be Interpreted as
superior to the Buadktg Designers design spedfiapon for handling, hilatli g, restrainIng and bracing buses and It does not preclude the
use of other equivalent methods for nsoalning/braci g and providing stability for the vans, umlumnq floors, rook and BE the Interrelated
smuctrral bulling components as determined by the Contractor. Thus, wrCA and TPI expresly, dlsdarm arry responsibility for damages
arising from the use, application, or rellance on Bce recommendations; and Wmnatlon contained herds.
# 1.99b
TRUSS PLATEINSTITOTE
6300 Enterprise lane • Madeson, VA 53719 218 N. Lee St, Ste. 312 • Aleondra, VA 22314
608/274-4849 • wwwsbdndustry.Com 703/683-1010 • www.tpfnsLDrg
BIWARN12XI72DO51215
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 W CQQd Practice for
Handling. Installing,Restainina & Bracing of
Metal Plate Connected Wood Trusses for more
detailed Information.
Truss Design Drawings.may specify locations of
permanent lateral restraint or reinforcement for
individual truss members_ Refer to the SCSI-B3
Summary Sheet - Permanent Restraint/Bracing
of Chords & Web Members for more information.
All other permanent bracing design is the
responsibility of the Building Designer.
NOTAS GENERALES
Los trusses no estan marcados 'de ning6n modo que
identifique la frenlenda D Iocalzad6n de restiicd6n lateral
y arriostre diagonal temporales. Use las recomendadones
de manejo, Instaladdn, restricli6n y arriostre temporal de
IDS trusses. Vea el folleto BC5I Guia de Buena Pr5dio
para el Manefo Instalaci6n Restricd6n v Arrtostre de l%
Trusses de Madera Con con Plains de Metal Para
infomuad6n mAs detallada.
Los dbujos de dL&D de los trusses pueden especificar las
local®dons de restrioci6n lateral permanente a refuerzo
en IDS miembros individuales del truss. Vea la hoja
resumen BCSI-B3 - Resbicddn/Ariostre Permanente de
Cuerdas v Miembros Secundados para mbs inforrmad6n.
t3 resto de IDS dlseRes de arr ostres permanentes son la
responsablidad del Disenador del Edifido.
QThe consequences of improper handling, erect-
ing, installing, restraining and bracing can result
in a collapse'of the structure, or worse, serious
personal injury or death.
El resultado de un manejo, levantamiento,
instalad6n, restricd6n y arrisotre incorecto puede
ser la caida de la estructura o a6n peor, heridos o
muertos.
QBanding and truss plates have sharp edges. Wear
gloves when handling and safety glasses when e
cutting banding.
-Einpaques y placas de metal tienen bordes
afilados. Use guantes y lentes protectores cuando
torte los empaques.
HANDLING - MANE]O
/a Avoid lateral bending. — Evite la f!exi6n lateral.
(� Use special care in
windy weather or
near power lines
and airports.
QThe contractor is responsible for properly
receiving, unloading and storing the trusses
at the jobsite.
El contratista tiene la responsabilidad de
recibir, descargar y almacenar adecuada-
mente los trusses en la obra.
r'.
If trusses are to be stored horizontally, place
blocking of sufficient height beneath the
stack of trusses at 8' to 10' on center.
For trusses stored for more than one week,
cover bundles to prevent moisture gain but
allow for ventilation.
Refer to Kit Guide to Good Prarti a for
Handling. Installing. P,estraining & Bracing.
gLMeta! Plate Connected Wgad Trusses
for more detailed information pertaining to
handling and jobsite storage of trusses.
Si las trusses estarAn guardados horizon-
talmente, ponga bloqueando de alturd
suficiente detras de la pila de los trusses.
•
Para trusses guardados por n,As de una
Santana, cubra IDS paquetes Para prevenir
aumento de humedad pero permita venti-
laci6n.
'Vea at folleto BC$�tlDia d� Buena Prac[ica
Qara el tlarl-_io. ins lairin._EekL[kC'Ln_Y�:
LIQaLfiQ 1gi ICpl ecL - tier r-noz;liidL'.
Lpn larz15 di- klejal pars infor naei6n ;nAs
detallada solire el manejo y almacenado de
IDS trusses an area de Lrabaio.
Utilise cuidado
especial en dias
ventosos o cerca de
cables electricos a de
aeropuertos.
r •.r• t. I .
r t
mf �1rL�QTf
© Use proper rig- Use equipo apropiado
ging and hoisting Para levantar e
equipment. improvisar.
PK) Do not store No almacene
�Y unbraced bundles verticalmente los
upright. trusses sueltos.
HOISTING RECOMMENDATIONS,FOR TRUSS BUNDLES
RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES.
0 Warning! 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 IDS empaques pat levantar un paquete.
No levante un grupo de empaques individuales.
�( A single lift point may be used for bundles
u 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 lift points for bundles with structure with taus bundle.
trusses greater than 60'. iAdvertenda! No sobrecargue la estructur
Puede usar un solo lugar de levantar pars apoyada can el paquete de trusses.
paquetes de trusses hasta 45 pies.
Puede usar dos puntos de levantar para Place truss bundles in stable position.
paquetes mess de 60 pies. Puse paquetes de trusses an una poslc16r!
Use par to menos tres puntos de levantar Para estable.
paquetes mess de 60 pies.
INSTALLATION OF SINGLE TRUSSES BY HAND
INSTALACION POR LA MANO DE TRUSSES INDMDUALES
Q
Trusses 20'
Trusses 30' or L ` - -' - _ _
or less, sup- t less, support at f `
port at peak. quarter points.
Levante Levante de
del pico los los cuartos
trusses de de trdmo los
20 pies o I E Trusses up to 20' -Y I trusses de 30 I -4- Trusses up to 3(F
menos. Trusses hasty 20 pies pies o manors. Trusses hasta 30 pies
IOISTING OF SINGLE TRUSSES — LEVANTAMIENTO DE TRUSSES INDMDUAL
Hold each truss in position with the erection equipment until top chard temporary lateral restraint
is installed and the thus is fastened to the bearing points.
Sostenga cada truss en posid6n con equipo de gr6a hasta clue la restricci6n lateral temporal de I;
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.
iAdvertencia! El use de un solo lugar pars
levantar en el pico puede hater dano al truss.
HOISTING RECOMMENDATIONS FOR SINGLE
TRUSSES 60' or less
RECOMENDACIONES PARA LEVANTAR TRUSSES
INDMDUALES
App— 12
truss length
Tagline TRUSSES UP TO 30' _
d TRUSSES HASrA 30 PIES
Toe -in n Attach
Lombi Spreader bar. Vy D.C.
Spreader bar 12 to above 0r stnb ck may-
2/3 U— length mid -height
TegGne TRUSSES UP TO 60'
TRUSSES HASTA 60 PIES — I -I—
I Spreader bar 2/3 to
3M truss length
Tagline
TRUSSES UP TO AND OVER 60'
TRUSSES HASTA Y SOME 60 PIES
TEMPORARY RESTRAINT & BRACING
RESTRICCION Y ARRIOSTRE TEMPORAL
/.\ Refer to Br Sr-B2 Summary Sheet -
Ll Installat on & Temoo2ry RestrainUBracina
Truss
for Top Chard Temporal
\ Lateral Restraint
f` \ a��)
more information.
Vea et resumen BCSI 82 - Re_stricdon/
20 min.
Ariostre Temocral v Instaladdri de
IDS i1i
;.
Trusses Para mess information.
r',t r f L'J line with all rows of top chord temporary lat-
--a " -- - - oral restraint (see table in the next column). Cf =g0"
Do not store on No aimacene en Coloque IDS arriostres de tierra Para el primer
uneven ground. tierra desigual. truss directamente an linea con cads una de Brace first truss
las filas de restrircidn lateral temporal de la Q— securely before
cuerda superior (vea la table an la pr6xima erection of addition.
��� •�'at.- column). trusses.
v Do not walk on unbraced
y;r•_ -•sue - .. ", trusses. /
® No camine en trusses
sueltos.
' :
fGN TNFORMAT,30N ,
Ign is for an individual building component and
I bnsud on Information presided by the client. The
disclaims any responsibility for damages .e .
foulry ar incorrect info—d-, spcaill—1 na
lesig 15 famished to the truss designer by
the elieot
camcctncu or accuracy orthis inramulion o h
ale to . specific project and ....plc no
Ibiliry or exemisu no control with regard (o
ton, handling, shipment and installation of trusses.
„s has bees designed , an individual building
lent In accordance with ANSIrTPI 1.1995 and
I to be Incorporated as pan of the building design
idling Designer (registered architect or
'onal engineer). When revinvcd for approval by
ding designer, the design leading. shown muss be
i to be sure that the data shown are in ugreemeni
e local building codes, local climatic records for
new load,, project so..nesliee. .''Peet.!
loads. Unless shown, buss has not been designed
age or occupancy loads. The design assumea
ssion chords (top or bottom) the continuously
by sheathing unless otherwise specified. Where
chords intension we not fully braced laterally by ■
y applied rigid ceiling, they should be braced at a
um spacing of [,yo" o.c. Connector plain 'ball be
lclured from 20 gauge hot dipped galvanized Reel
It ASTM A 653. Omdc 40. unless otherwise shown.
IRICATION NOTES
I fabrication, the rabrieator shot[ review this
g to verily that this drawing is in conrormence with
ric.tor's plans and to realize a continuing
dbtlity for such veriguli... My discrepancies we
at 1n writing befare cutting or rubrication. Plates
at be installed over knotholes, kraals or dfsionad
Member shot] be cut For tight filling wood to wood
I. Caanaror plalu shall be located on both than of
ss with nails TVIT
Imbedded and than be sy abmn
nt antes otherwise shown. A 5x4 plate is S" wide x
1. A kli plate is 6' wide x 8" long. Slats (hole.)
Mlet to the plate length specified. Doable cuts on
embers shall meet al ihc. ccntroid cribs webs unless
is, shown. Connector plate sizes .0 mtniroum
aced eo the fames shown and may need to be
led for certain handling and/or erection siressce.
ass is not to be fabricated with fire rci.rdanl vested
r unless olb-0,.'hewn. For additional
ution on Quality Central refer to ANSUTPi
i
IKCAUTIONARY NOTES
icing and erection recommendations are tote
ed in ....rdence with *Handling, lostalling and
Ili', HIB•91. Trusses are to be handled with
liar cam during banding and bundling, delivery and
.,ion to avoid damage. Temporary mod permanent
g far holding trusses In a straight and plumb
to and tar restating lateral Tomes shall be designed
stalled by others. Careful handling Is caninlid and
in bracing Is always required. Normal precoudo alry
fur trusses requires such temporary bracing during
ation bcrvem mosses to avoid toppling and
Ioing. The supervision or—a.n or".su'boll be
the control of persons experienced in the
Intion of trasse.• Proressfonal advice shall be ought
dcd. Concentration ormnstruction loads greater than
sign loads shall not be applied to busses at any drive.
,ads other than the weight or the erosion sball be
d to tosses until after all fastening and bracing Is
Ielcd.
Job: MARONDA SYSTEMS Cust
TOP CHORDS; 2X4- SP #2
BOT CHORDS: 2X4 SP #2
WEBS: 2X4 SP #3
TIC MUST BE CONTINUOUSLY BRACED
BY ROOF SHEATHING UNLESS NOTED
OTHERWISE,
VALLEY MEMBERS TO BE SET
PERPENDICULAR TO TRUSSES BELOW,
IT IS NOT REQUIRED TO SHEATH TRUSSES
BELOW VALLEY SET, VALLEY MEMBERS
PROVIDE ALL NECESSARY TOP CHORD
BRACING,
WHEN VALLEY MEMBERS ARE NAILED DIRECTLY
TO TRUSS TOP CHORDS USE (2) 16D NAILS PER
INTERSECTION, OR TWO FEET ON CENTER,
WHEN BELOW TRUSSES ARE SHEATHED FIRST
USE (2) 10d NAILS OR (1) 16d NAIL PER
INTERSECTION, OR TWO FEET ON CENTER.
VARIES
UP TO 7112
DIAGONAL WEBS REQUIRED WITH
SPANS GREATER THEN 26.0.0
0-0-4 2x4
3z8 2zt
2x
)mer:- WOiVALLEY SET
2KTR7(1T9V RAG NG GE-- _
OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF
THE SAME DIMENSION AND GRADE AS WEB; NAILED
TO FACE (5) OF WEB -WITH 10d NAILS STAGGERED VA►.LI
81 D.C. SCAB OR TRANSVERSE BRACKING TO EXTEND
FOR 90% OF WEB LENGTH. 2X6 BRACE REQUIRED
ON ANY WEB EXCEEDING 14l. COMMON VALLEY:
oenoles UNE edge or one face
"" dandles BOTH edges or Bolh feces, _
(1) ONE BRACE REQUIRED ON WEBS > to 94.0' LONG
(2) TWO BRACES REQ'D ON WEBS > =126.0' LONG. 6.
VALLEY TRUSSES ARE ACCEPTABLE TO BE
CANTILEVERED UP TO TWO FEET. \I
VALLEY 1RUBBEa' r. P.)! I�I�II . YI''
IF LES§ THEN 3.0-0 THEN MOVE
DIAGONAL WEB TO NEXT PANEL.
e 2z4 .aft 2x4
OR OR
4x6 6z6 3x6
MONOVAL'LE•Y
II II •
_ _,[urrognxalnu�a[r
I �.
... 4;
(•) WHEN DIOAONAL WEB PRESENT UBE 4Xe'PLATE
(i) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE
•4x6 3x8 4x6 .4x8
OR OR
2X4 \ 2x4
2x4 . 2x4 2X4 4z10 2x4 3x8
3x6 4t4X6 0xR '4x6 2x4
0 2x4
VALLEY MEMBERS AT
24 - D.C. (TYP)
92x4
3x8
2x4
r 12
2x4 2X4 3x8
MAX. 6.0.0 O.C. (TYPI MAX. 6.0.0.0,C, (T•YP)
MAX, TRUSS SPACING
1 ;BELOW a 48, O.C.
1.4 SPANS UP TO 60.0.0 -�
TI : V:
Qt,y;1
Ilom r . _
lawn
•��'I
I
I
1
t
SUPPORTING TRUSS
VALLEY TRUSSES(TYR)
COMMON OR GIRDER
COMMON TRUSSES (TYP.)
*.VALLEY STRAPPING TO'fRUBS BELQW"
4' 0, C..
XCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1.-1995 Cont. Support
Ma ronda Systems
4005 MARONDA WAY
-all ford, FL. 32771.
(407)321-0064 Fast: (407)321.3913
TOMAS PONCE P.E. LICENSE W0050068
1005 VANNESSA DR. OVIEDO FL 32766
WARNINdi
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTORBRACING WARNING,
Bracing chow,, rot; this draw.ing is not emcllon bracing. wind bTcing, portal bracing or similar bracing witch Is a pan of
the build fng desigh and which must be considered by the building designer. Bracing shown is for Inleral support of Wes
members only In Seduce buetlfng length. Provisians must be mode to anchor lateral bradug al ends and specified
locations determined by the building deeignar. Additional brncing of the overall structure may be required. (See 1-1I6•91
of TPl).ror spectre WH biasing m9alre.-I., ...—I building designec(Traar roam Innlwic, Trt Is I.anled at Sex
D'Onordo Drirc, Madison, Wisconsin $3719).
SES
Y
iC7
(� O
\ \ O
CV
Studs (� 6-0-0 O.C.
Eng Job:
WC: VALLEY SET
Dwg:
Ti; V'
Degnr;TLY
Chki
7/27/2005
TC Live
16.0
psf
Lbr DF; 1.25
TC Dead
7,0
psf
F1t Dr; 1.25
BC Live
10,0
psf
O.C.: 2- 0- 0TpI_02/FBC-04
BC Dead
2.0
pef
Code; FLA
TOTAL
35.0
osf
v4.7-21-4355
Design: Matrix Analysis
Profile'Pathi C:\TEE-LOX\Work\Jobe\MARONDA SYSTEMS\VT.prx
'No. xPl3ET7tiL t I -. liip Gty: I ti
3N INFORMATION - . I
n Is for an
Individual building componcert and,*
..6d on nformtion PmAded by IM c1lbut. no
1.16.1imy aresponsibility for damagesas■DTP TRUSS BLOCK.ING REQUIREMENTS
mIty or hicurrect information, specifications
Ilion Varnished to the Iran designer by't ' bi client APA-FORM NO. TT-083
Trueniomin accouracy.ribis woroado'll a it SPAN RATING AND BLOCK]NO RECOMMNDATJONS FOR USE OVaRW.ROOF8 SMq#ORT AT 24- O.0
; to a specific prel"t"d am" on
ility or acrelses no control with regard to Panel So n Rellno
o, handlshipment ad Installation ofU=- .. 40120 48124 .'r
, has b= designed u so Individual building - 8 16P a —24110 32/18
it In accordance with ANSVTPI 1.1995 and -9 1:12
o be incorporated u part orlha building design OK OK - OK 0
ding Deaignor. Whm reviewed for approval by ii 2:12 .0 K — OK 0K OK C=
ng design, the design loadings drown remmodbe 2'K 0 K —0 K OK 0-4
o be sum the data shown are in agirccitical 4:12 0 R
coal building codes. local climatic records for
0 K 0 K 0 K
now loads, project specifications of special 14 84 2 0 K. 0
K 0 K
UiM
)ads. Unless dwj% brom has not been designed 4 8:12 0 K 0 K 0 K
,. or ecoupancy loads. The design —ma - ..
ion chords (top or bottom) us contirmondY 19 8:12 0 K OK 0 K
shestlaingurdeastotherwin specified. Where -9 7:12 0 K 0 K
fiords In lormian are not runY braced laterally by a
applied rigid ceiling, they should be braced at a 8: 12 0 K 1 0 K 0 K
n Fpwing of 10.0' o.c. Connector plain iliall be 9:12 OK OK
cored from 20 gap hot dipped g%lvmiz-d elect
0: 2
ASTM A 653. Grad. 40, unloss othawis. sbila- K
:12 OK OK
V-11 3/ ^ _4 IL IlVt2 I I Pam,
fabrication, the fabricator shall review this ., T 3:1 T 2
to verify then this drawing is In coul'braosoccwttli Ic
cwtor's plow and to rculiza a continuing A 4112
bility for such verification. Any distircinencins are
t In writing before cutting or fabrication. Plata wargi ADMAREA REQUIRE 13 H 3X LUMBSR DLOCX8TWEM TRUSS AT UN SUFMM RTPA.. F RO
OF
i be lustalled ever knothol es. knots or didistortedaLOCK Pl
A—licia shall be out for light Steins wood to wood
Connector platics shall be located on both fiam.of
i with calls My Imbedded and'sball be rim abdut
I milloss; otherwise an— A 5.4 plate is S' -ids a
A 6xg plate Is 6- wide I V long. Slots (hdlw) 12
,11.1 to the Vista Icogth stiocificell. Double cuts do
liters shall rimet at the Z'=Idcfthe wcb1 emtcss�
su sho. Connector PI&to sizoa are 12 m7
Wi6
sod an the fumes shown and may new to be
A for ccrusin handling mWor enaction sawscs. 51
a I n not to be rabricatcd with fire rulardand tidtod
i.W. otherwise shown. For additional
,don an Quality Control refc3;to ANSIrM
6112 OR ABOVE
;CAUTIONARY NOTES 2X BLOCKING TYP (2) IX ONE FRO
Ding and craction recounceirdathrus are to be 1
5/12 (1) 2x 1-113/4' NAILED W/ 10D 12"O.C, ONE BACK OF
,d In accordance with acdWd inabstry H7 TRUSS
lines. Traii;cs; are be handled with particular TO THE FRONT OF
cing banding ad bundling, delivery and W TRUSS IC
dom to mid damage. Temporary and permanent
f for holding basses in a straight and plainic
a and for rcsisdag lateral fumes shall be chisipud 7/160 OSB ROOF
awned by others. Careflif handling b trAindal and PRE - HNGD TRUSSES
n Iftecing Is'savoys *wd. l4dur�oal'precmiflbeary SFMATMN
thr trustics; requires such temporary bracing decring
ethic between trusses; - to — pit, Id , ar:�
Ding. no aptimision 0 no f, sliall be
Ilia combal ofinswas experienced In ille,
FUOU OfIDUSM PrOficW011111 'i"CO 812211 be Sought
od• conceinemHou arconornann Icinds C
dp loads shill tint be uWlcd'io triiiscs u arty sine.
ads other thanthowerightofthatex6noissli.11be
d to lru:� untill ifte, all fastening and brachi, is NOTE: NO BLOCKING 15 REQUIRED ON 4112 AND BELOW PITCHED ROOFS
cued
... .... ...
... .............. N)A1iTae
fvltafon da Systems the be
dedi
members only A lmdons do.
4005 MARONDA WAY olio ralMve`
Sanford, FL. 32771 1 CDOMPOOMI Eligh
(407) 321-00" P— (407) 321-3413
IOMAS PONCE P.E. LICENSE
347 Medullilion FL Owlavats, FL 32760
IS Slqr. A COG]( Or tHIS ORA-M-90 " AZ #VVEMI
E;XAC:WC; 14W*.
't Motion biniong. wind 1)racbn& Portal bradnj or similar brecteig which hi a
be considered by the 1=44ing dosipqr. grachit pbown Is for Wick WiDpoirt
agLhlircIvisions thlift be Wade to anchor iubcral bracing at cod's and bp * befflod
1 designer. Additional bro qfng . ofthi . blerall lurtichira I they lidirbo
oe6tw. wrdi"u
in 37 1 9).
agin..W Co., P.A., 818 Sounclsid. PA Edenton, NC 27932
Jbb':
p,
ffivw
TC Live 16.0 psf tibr 0F: 1.25
Tr. Dead 7.0 piat Vltt M)V, 1.2S
BC Live 10.0 psf O.C. ; 2- 0- 0TPI-02/FBC-04
BC Dead 10.0 )psf Code; rLA
STJA3X
3SIGN INFORMATION
s design is for an individual btllding componenrwnd
been based on information provided by the client. The
per disclaims any responsibility for damages as a
dl of faulty or Incorrect information, specifications
for designs furnished to the truss designer by the client
the correctness or accuracy of this information as it
mine to a specific project and accepts no
omibility or exercises no control with regard to
ication, handling, shipment and installation of trusses.
is truss has been designed as an individual building
iponent in accordance with ANSMI 1.1995 and
5-97 to be incorporated as pan of the building design
i Building Designer. When reviewed for approval by
building designer, the design landings shown most be
:ked to be sure that the data shown are In agreement
i the local building codes, local climatic records for
d or snow loads, project specifications or special
lied loads. Unless shown, truss has not been designed
storage or occupancy loads. The design assumes
ipmWon chords (top or bottom) are continuously
zd by sheathing unless otherwise specified Where
om chords in tension are not fully braced laterally by a
ierly applied rigid ceiling, they should be braced at a
cimum spacing of i w-o" a.c. Connector plates shall be
iufacrered from 20 gauge hot dipped galvanized steel
ding ASTM A 653. Grade 40, unless otherwise shown.
0RICATION NOTES
u to fabrication, the fabricator shall review Ws
sing to verify that this drawing is in conformance with
fabricators plans and to realize a continuing
ionsbility for such verification. Any discrepancies am
6 put in writing before cutting or fabrication. Plates
II not be installed over knotholes,,knots or distorted
in. Members shall be cut for tight filling wood to wood
ring. Connector plates shall be located on both faces of
trusswith nails fully imbedded and shall be sym. about
joint unless otherwise shown. A 5x4 plate is 5- wide x
ong. A6xg plate is 6- wide x 8' long. Slots (hotel)
parallel to the plate length specified Double cuts on
i members shall meet at the centroid of the webs unless
:rwise shown. Connector plate sizes are minimum
s based on the forces shown and may need to be
used for certain handling and/or erection stresses.
s truss is not to be fabricated with fire retardant treated
fiber unless otherwise shown. For additional
'math. on Quality Control refer to ANSIR'PI
995
tECAUTIONARY NOTES
bracing and erection recommendations am to be
owed in accordance with accepted industry
lications. Trusses are to be handled with particular
: during banding and bundling, delivery and
allalion to avoid damage. Temporary and permanent
:ing for holding trusses in a suaighl and plumb
ikon and for resisting lateral forces shall be designed
installed by other. Careful handling is essential and
,ion bracing is always required. Norma] pnxaulionory
on for trusses requires such temporary bracing during
allalion between trusses to avoid toppling and
-
ninoing. The supervision of erection of trusses shall be
ter the control of persons experienced in the
allalion of cusses. Professional advice shall be sought
ceded. Concentration ofconslroction loads greater than
design loads shall not be applied to trusses at my time.
loads other than the weight of the erectors shall be
died to trusses until after all fastening and bracing is
,pitted
Name: ST. JOHN A Customer:ST, JOHN'S A WO:STJA3X
TI:FGRDIX Qty:3 11
TC: 2x 8 Sp #2
Unbalanced load case(s) have been checked.
=Joint Locations
BC: 2x 8 LSL LSL 1.7E
Bottom chord live loads based on
1) 0- 0- 0 7) 35- 9-12 13)
12- 0- 0
WB: 2x 4 SP #2
uninhabitable areas without storage
2) 3- 7-12 8) 35- 9-12 14)
7- 4- 4
MULTIPLE LOADCASES -- This design is the
loaded concurrently per IRC-00 R301.4,
3) 7- 4- 4 9) 32- 3-12 15)
3- 7-12
composite result of multiple loadcases.
[] or (.); Plate(s) OFFSET from joint center.
4) 16- 9-12 10) 28- 7- 4 16)
0- 0- 0
All COMPRESSION Chords are assumed to be
The Joint Detail Report must be included
5) 28- 7- 4 11) 23-11- 8
continuously braced unless noted otherwise.
with any submittal, inspection, and/or
6) 32- 3-12 12) 16- 9-12
L. and R. End verticals designed for wind
fabrication documentation.
------------ TOTAL DESIGN LOADS ------------
This 3-PLY truss designed to carry
This truss is designed to bear on multiple
Uniform PLF From PLF
To
9111" span framed to BC one face
supports. Interior bearing locations should
TC Vert L+D -345 0- 0- 0 -345
35- 9-12
16' 0" span framed to TC opposite face
be marked on truss. Shim or wedge if
BC Vert L+D -212 0- 0- 0 -212
3- 9-12
WndLod per ASCE 7-02, CBC, V= 140mph,
necessary to achieve full bearing.
BC Vert L+D -752 3- 9-12 -752
7- 2- 4
Hez 15.0 ft, Iee 1.00, Exp.Cat. B, Rzt= 1.0
3-PLY TRUSS) fasten w/3"x 0.120" nails in
BC Vert L+D -182 7- 2- 4 -182
35- 9-12
Bld Typeee encl L= 36.0 ft W= 35.8 ft Truss
staggered pattern per nailing schedule:
Concentrated LBS Location
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
TC- 3 per ft. BC- 6 per ft. WEBS- 2 per ft.
BC Vert L+D -73 3- 9-12
Impact Resistant Covering and/or Glazing Req
Repeat nailing as each ply is applied.
BC Vert L+D -66 7- 2- 4
Supported span based on into wind zone.
Distribute loads equally to each ply.
In -Plant Quality Assurance with Cq
= 1,00
This truss has not been designed for ROOF
This truss is designed in accordance with
In -Plant Quality Assurance, per
PONDING. Building designer must provide
the 2004 Florida Building Code section
sec. 3.2.4 of TPI-1-02, for joint(s):
adequate drainage to prevent ponding. (0.25
2306.1 and referenced standards, D.N.O.
12,15
in./ft. min, slope to drain). Truss must be
----MAX. REACTIONS PER BEARING LOCATION-----
markedto prevent UPSIDE DOWN erection.
X-Loci BSet Vert Horiz Uplift
Y Type
--------GLOBAL MAX DEFLECTIONS---------
0- 1-12 1 4713 0 0
B Pin
LL TL
16- 9-12 1 13590 0 -703
B H Roll
in./Ratio in./Ratio Jnt(s).
35- 6- 3 1 3880 0 -264
B H Roll
I.Span-0.17/999-0.50/999 5-4(L)
PROVIDE UPLIFT CONNECTION PER SCHEDULE
Horiz. 0.03 0.06 NA
35-9-12
Long term def ction factdir ce 1.50
(L):.Deflection it from loca8 inner paned.
4
5 6 7
3 PLYS'REQUIRED
Lineal Footage = 353.9
8-8-8
6x8 3x6 10x10
10x10
10Y1n IY6 6YR
3- 5- 0
V
W � -A /
3-5-0
ILI
3x6 [6x8] 3x6 10x10 3x6 10x10 3x6 [6x8] 3x(
8-8-8
R P1 PM
47134 3.50" 13590# 3.50" 3880## 7.13"
35-9-12
6 15 14 13 12 11 io
73# 1 66#
C/L: 16- 9-12
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
�!f y ERECTING CONTRACTOR. BRACING WARNING:
I� Jr;�il4 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of
�j M \'e s the building design and which must be considered by the building designer. Bracing shown is for lateral support of wss
members only to reduce buckling length. Provisions must be made to anchor lateral bracing al ends and specified
locations determined by the building designer. Additional bracing of the overall slruchim maybe required. (Sea HM-91
"".For specific trusa bracing requirements, contact building designer.Crniss Plate insdwte, TPl is located at 583
40�5 MAROIVDA WAY D'Onofiio Drive, Madison, Wisconsin 53719).
Sanford, FL. 327.73. Component Engineering by: Truss Engineering Co., P.A., 818 Soundside Rd, Edenton, NC 27932
(407)-321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE 40050068
367 Madu ion PL Chuiuotsa FL.72766
Over 3 Supports Scale = 0.1791
Eng Job: STJA3X
Dwg:
Dsgnr:TLY Chk:
TC Live 16.0 psf
TC Dead 7,0 psf
BC Live 10.0 psf
BC Dead 10.0 psf
WO: STJA3X
TI: FGRDIX
5/21/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
28
r
Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobs\140MPH\STJA3X\ST. JOHN A\FGRD1X.prx
STJA3X
Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X
TI:FGRD2X Qty:3,
DESIGN INF6RMATIQ)N
TC: 2x 8 SP #2
Bottom chord live loads based on
it
Joint Locations -
Thisdesignisforanindividualbuildingeomponentand
BC: 2x 8 LSL LSL 1.7E
uninhabitable areas without storage
1) 0- 0- 0 7) 28- 9- 4 13) 21- 7- 8
has been based on infonnatiomprovidedbytheNenl.The
designer disclnimsany responsibility for damages asa
WB: 2x 4 SP #2
loaded concurrently per IRC-00 R301.4.
2) 3- 9-12 8) 32- 1-12 14 16- 9-12
)
mma of faulty or incorrect information,specifications
Unbalanced load case(s) have been checked.
1) or 0: Plate(s) OFFSET from joint Center.
3) 7- 2- 4 9) 35- 9-12 15) 14- 4- 0
and/or designs furnished to ilia truss designcrbythe Client
MULTIPLE LOADCASES -- This design is the
The Joint Detail Report must be included
4) 14- 5-12 10) 35- 9-12 16) 7- 2- 4
and ilia eorteclnea or accuracy of this infornaion as it
composite result of multiple loadcases.
with any submittal, inspection, and/or
5) 16- 9-12 11) 32- 1-12 17) 3- 9-12
may relate to a specific project and accepts no
All COMPRESSION Chords are assumed to be
fabrication documentation.
6) 21- 5-12 12) 28- 9- 4 18) 0- 0- 0
responsibility at memises no control with regard to
fabrication•handling. shipment and installation oftmssas.
continuously braced unless noted otherwise.
4n--
This truss is designed to bear on multiple
-------___ ____________
TOTAL DESIGN LOADS
This truss ties been designed as an individual building
Icomponent
L. and R. End verticals designed for wind
supports. Interior bearing locations should
Uniform PLF From PLF To
inaccordance wilhANSMT1-1993and
NDS-97 to be incorporated as ofthe building design
This 3-PLY truss designed to carry
be marked on truss. Shim or wedge if
TC Vert L+D -362 0- 0- 0 -362 35- 9-12
part
iibyouildiigdDesigner.
Wesignlndingwed or
21' 311 span framed to BC one face
necessary to achieve full bearing.
BC Vert L+D -462 0- 0- 0 -462 35- 9-12
er.il design landings showmus b
iliabuildingbe agrmustt
16' 9r' span framed to TC opposite face
3-PLY TRUSS! fasten w/3"x 0.12011 nails in
This truss is designed in accordance with
checked tobe suretlual the data shown are in agreement
sum I.
WndLod per ASCE 7-02
P , CeC, V= 140mph,
staggered pattern per nailing schedule:
the 2004 Florida Building Code section
hwith the local building codes, local climatic records for
H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0
TC- 3 per ft. BC- 4 per ft. WEBS- 2 per ft.
2306.1 and referenced standards, U.N.O.
wind or snow lends, pmj=l specifications or special
applied lands. Unless shown, truss has been designed
Bld Type= encl L= 36.0 ft W= 35.8 ft Truss
Repeat nailing as each ply is applied.
In -Plant alit Assurance with C = 1.00
Y 4
not
for storage or ocwpanry loads. The design assumes
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Distribute loads equally to each ply.
In -Plant Quality Assurance, per
compression Chords (top or bottom) are continuously
Impact Resistant Covering and/or Glazing Req
This truss has not been designed for ROOF
sec. 3.2.4 of TPI-1-02, for joint(s) :
braced by sheathing unless olhcruise specified. Where
'bottom
Supported span based on int. wind zone,
PONDING. Building designer must provide
8,16
chords in iension am not fully braced laterally by a
properly npplicd rigid miling,(hey should be bmaed at a
----MAX. REACTIONS PER BEARING LOCATION-----
adequate drainage to prevent ponding. (0.25
FORCES (lb) - Max Co r
rap /Max Tension
maximum spacing of 10'-0* o.c. Connector plate shall be
X-Loo BSet Vert HOriZ Uplift Y T
P Type
in. /ft. min, elope to drain). Truss must be
3=-4
TOP CHORD 1-2=0/199,2-=-4311/389,
31
manufactured from 20 gauge hot dipped galvanized steel
0- 1-12 1 7628 0 -325 B Pin
marked to prevent UPSIDE DOWN erection.
3-4=-4311/389,4-5=-3103/367,5-6=-4670/423,
meeting ASTM A 653, Gmde 40. unless otherwise shown.
16- 9-12 1 13430 0 -484 B H Roll
.WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI,
Cr 6-7=-4968/412,7-8=-4968/412,8-9=0/199,
35- 6- 3 1 8455 0 -355 B H Roll
18- 1 -629 0.22 C 5-13 6252 0.38
CBOT CHORD 18-17=0/2761,17-16=0/2761,
FABRICATION NOTES
PROVIDE UPLIFT CONNECTION PER SCHEDULE
18- 2 -6700 0.58 C 6-13 -2806 0.21
C16-15=0/3050,15-14=0/1799,14-13=0/1799,
Prior to fabrication. ilia fnbricalorshall review this
..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI.
17- 2 1233 0.08 C 6-12 779 0.05
C13-12=-20/4625,12-11=0/3031,11-10=0/3031,
droning to verify that this drawing is to conformance with
the plans ng
1- 2 199 0.08 A 18-17 2761 0.09
2-16 4028 0.25 C 12- 7 -2100 0.16
CWebs 18-1=-629/64,18-2=-6700/297,
esponsiwiers
suchveiomaon.Anymiscmp
responsibility for such verification. Any discrepancivare
2- 3 -4311 0.18 A 17-16 2761 0.16
16- 3 -2134 0.16 C 12- 8 5036 0.31
C17-2=0 1233,2-16=-173 4028,16-3=-2134/224,
/ /
to be pin in writing before cutting or fabricadon. Plalas
3- 4 -4311 0.2A 16-15 3050 0.19
4- 5 -3103 0
16- 4 1996 0.1235-0I-12 11- 8 1204 0.07
C16-4=-39/1996,15-4=-3181/2 3,15-5=-154/5198,
shall not be installed rarer knolholes, knots or distorted
grain. Meanbers shall becut for tight tilting canned to wood
bearing. Conn=ior plates shall be located on both hum a,
, 1i
5- 6 -4670 0.215 A 14-13 2 1799 0323
9'�b b
15- 5 51218 0.39 C 10- 9 6 -606 0.22
L; 14-5�1 U b 1 /1 - _- 252 ,
C6-13=72806/237,(8-12=-67 /770.�,12-7=-2100/222,
tile truss with nails fully imbedded and shall be sym. about
6- 7 -4968 0.26 A 13-12 4625 0.20
14- 5 -10617 0.79 C
12-8=-210 /5036 ,11-8=0 / 12 04 , 8-10=-7609/330
lhcjointunlessolherwiseshown. A5x4plate is5•wide x
7- 8 -4968 0.17 A 12-11 3031 0.16
,
10-9=-606/61,
4'long. A6xgplate is6•wide xe•long. Slots (holes)
mn to hepinielcngrhacninatcd.Doublecolson
8- 9 199 0.07 A 11-10 3031 0.09
--------GLOBAL MAX DEFLECTIONS ---------
wcbino be.sel
amb members shall meet ar Ilac anlraid of the webs unless
33%YS REQUI6W 1OX10
6x8 1Ox10 6x8
L
1Ox10 16)�S 3 6
otherwise ahowm. Connector piailc sizes ere minimum
L
eal Foot
= 417,
tie
Jnt(s) .
sizes based on the ron- shown and may need to be
HOr3.Z
9 99
.99
7- 6
NA
increased for certain handling and/or erection stresses.
'This truss is not to be fnbrienled with tam mtardam trammed
Imnberuntoss.11-viseshown. Foraddilional
%j
a-
LO
term
tion f
for
= 1.50
infonnadon on Quality Central mfer to ANSVIPI
(�
1-1995
PRECAUTIONARY NOTES
8-8-8
All bracing nod erection recommendations art to be
I
$- $-
$
followed in aaordanm with accepted industry
publications. Trusses are to be handled with particular
care during banding and bundling, delivery and
installation to ovoid 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 essential and
erection bracing is always required. Normal precautionary
action for trusses requires such temporary bracing during
6x8 3x6 16x8l
3x6
1OX10 10X10
6x127 3x6 6x8
i
installation between 1nrs5G5 to aoid(oppling and
dominoing. The saaponisionofcrecdonoftmse shall be
under ilia control of parsons &%Wrienmd in ilia
installation of trusses. Professional advice shall be sought
if needed. Conantralion ofconstrucdon leads greater than
(lie design loads shall not be applied to trusses at any time.
We leads
other than ilia ueighi of the emc(on shall be
applied to trusses until after all fastening and bmcing is
7628# 3.50't
1343035 .
8455# 7.13 rr
completed
L
90"
8 17 16 15 14 13 12 11 0
C/L: 16- 9-12
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
r.dttic ERECTING CONTRACTOR. BRACING WARNING:
Y(:g■� � S Stets Bracing shown an this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is apart of
A ss n it [�� Ilia building design and which must be considered by [lie building designer. Bracing shosm is for lateral support of lmss
... members only to reduce buckling length. Provisions must be made to anchor laleml bracing et ends and specified
locations determined by the building designer. Additional bracing of the overall structure may be required. (Sec HID-91
of7P ).Far specific truss bracing requirements, contact building designer.(Truss 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., 818 Soundside Rd, Edenton, NC 27932
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE **0050068
367 Medalllon PL Ghuluota, FL 32766
Over 3 Supports Scale = 0,1738
Eng Job: STJA3X
Dwg:
Dsgnr:TLY Chk:
TC Live 16.0 psf
TC Dead 7.0 psf
BC Live 10.0 psf
BC Dead 10.0 psf
WO: STJA3X
TI: FGRD2X
4/25/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
v5.4.18-90767
l'
Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobs\140MPH\STJA3X\ST. JOHN A\FGRD2X.prx
STJA3X ,S Name: ST. JOHN A
Customer:ST. JOHN'S A WO:STJA3X
DESIGN INFORMATION
This design is for an individual building cump9maa and
has been based on information provided by the client. The
designer disclaims any responsibility for damages as a
result of fault• or incorrect inrormalon, specilmalions
endlor designs furnished to the muss designer by the client
and The correctness or accuracy of This information as it
may relate to a specific project and accepts no
responsibility or evercius no conlral with regard to
fabrication, handling, shipment and installation of lasses.
This muss has been designed as an individual building
component in accordance with ANSVIPI 1.1995 and
NDS-97 to be incorporated as par or the building design
by a Building Designer. When reviewed for approval by
the building designer, (lie design loadings shown must be
checked to be tam that the data shown am in agreement
with the local building codes. Icon) climatic records for
wind or snow loads, projecl speeifiu-ttions or special
applied loads. Unless sla tim, truss has not been designed
for Stange or occupancy leads. The design assumes
compression chords (lop or bottom) are continuously
braced by slnathing unless ollicmin specified. Where
bottom chords intension arc not fully brand lalemllyby a
properly applied rigid calling, they should be brad at a
maximum spacing of 10'-0" o.c. Connector plales shall be
manufactured from 20 gauge hot dipped galvanized steel
mecling ASTM A 653, Gmdo 40, unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. [he fabricator shall review this
drawing to verify, ihmi this drawing is in conformance with
the fabriator's plans and to malin a continuing
responsibility for such verification. Any discrepancies am
to be put in writing before ailing or fabrication. Plates
shall not be installed ever knotholes, knots or distorted
grain. Members shall be al for light filling wood to wood
bearing. Connector plales shall be baled on both faces of
[lie muss with nails fully imbedded and shall be sym. about
the joint unless otherwise shown. A Sx4 plale is 3' wide x
4"long. A 6x8 plate is 6° wide x 8" long. Slots (hales)
tan parallel to the plate length specified. Double cuts on
web members shall meet .1the centroid of the webs unless
othemise shown. Connector plate sins are minimum
sins based on [Ire forces shown and may need to be
increased for Armin handling and/or erection stresses.
This truss is not to be fabricated with fire relardenl treated
limber unless other ise shorn. For additional
information on Quality Control refer to ANSlfrPI
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
am during banding and bundling, delivery and
installation to avoid damnge. Temporary and permanent
bracing for holding trusses in a straight and plumb
position and for misting lateral forces shall be designed
end installed by others. Careful handling is essential and
cralion bracing is always required. Normal precautionary
action for tmsscs requires such temporary bracing during
installation between trusses to avoid loppling end
continuing. The supervision orerection of trusses shall be
under the central of persons experienced in the
installation or tmases. Professional advice shall be sought
if needed. Concentration of construction lads greater than
the design lads shall not be applied to musses at any time,
No leads other [lion the weight of the erectim shall be,
applied to trusses until after all fastening and bracing is
TC: 2x 4 SP #2
Analysis based on Simplified Analog Model.
BC: 2x 4 SP #2
All COMPRESSION Chords are assumed to be
GB: 2x 4 SP #3
continuously braced unless noted otherwise.
MULTIPLE LOADCASES -- This design is the
WndLod per ASCE 7-02, C&C, V= 140mph,
composite result of multiple loadcases.
E= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0
This truss is designed to bear on multiple
Bld Type= encl L= 16.8 ft W= 16.8 ft Truss
supports. Interior bearing locations should
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
be marked on truss. Shim or wedge if
Impact Resistant Covering and/or Glazing Req
necessary to achieve full bearing.
This truss is designed in accordance with
Wind loads have been checked perpendicular
the 2004 Florida Building,Code section
to the face of the truss.
2306.1 and referenced standards, U.N.O.
In -Plant Quality Assurance with Cq = 1.00
Bracing Schedule:
----MAX. REACTIONS PER BEARING LOCATION-----
Webs Brace Pt Joint to Joint
X-Loc BSet Vert Boriz Uplift Y Type
1/2 4-16
0- 0-12 1 74 -68 -23 B Pin
Bracing shown is for visual purposes only.
16- 2- 0 1 121 -232 -142 B Pin
FORCES (lb) - Max Compression/Max Tension
16- 8- 4 1 79 0 -2 B H Roll
TOP CHORD 1-2=-50/74,,2-3=-53/78,3-4=-52/147,
PROVIDE UPLIFT CONNECTION PER SCHEDULE
4-5=-54/112,5-6=-42/25,6-7=-39/0,7-8=-80/0,
PROVIDE HORIZONTAL CONNECTION PER SCHEDULE
8-9=-184/12,
.WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI.
Cr HOT CHORD 1-18ce-1/0,18-17=0/6,17-16=0/0,
18- 2 -102 0.13 C 14- 6 140 0.54
C 16-15=0/0,15-14=0/0,14-13=0/0,13-12=0/0,
17- 3 -116 0.51 C 12- 7 96 0.29
C 12-11=0/0,11-0=0/0,0-9=-26/253,
16- 4 -76 0.42 C 11- 8 255 0.12
C Webs 18-2=-102/94,17-3=-116/94,
is- 5 217 0.87 C
16-4=-76/0,15=5=-92/217,14-6=-93/140,
--------GLOBAL MAX DEFLECTIONS---------
12-7=-81/96,11-8=-123/255,
LL TL
in,/Ratio in./Ratio Jnt(s).
I.Span 0.00/999 0.00/999 4-3
Horiz. 0.00 0.01 NA
Long term deflection factor = 1.50
TI:G1X Qty:2'
-Joint Locations
1) 0- 0- 0 8) 13- 7-14 15) 7- 7-14
2) 1- 7-14 9) 16- 9- 0 16) 5- 7-14
3) 3- 7-14 10) 16- 9- 0 17) 3- 7-14
4) 5- 7-14 11) 13- 7-14 18) 1- 7-14
5) 7- 7-14 12) 11- 7-14 19) 0- 0- 0
6) 9- 7-14 13) il- 0-14
7) il- 7-1,114) 9- 7-14
Continuous lateral bracing attached to
either edge of web(s) shown. Bracing MOST 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'-0
..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI.
1- 2 74 0.10 A 1-18 -1 0.02
2- 3 78 0.15 A 18-17 0 0.03
3- 4 147 0.20 A 17-16 0 0.03
4- 5 112 0.12 A 16-15 0 0.03
5- 6 -42 0.09 A 15-14 0 0.03
6- 7 -39 0.05 A 14-13 0 0.03
7- 8 -80 0:13 A 13-12 0 0.02
8- 9 -184 0.20 A 12-11 0 0.04
11- 0 0 0.04
0- 9 253 0.14
5-7-14 11-1-2
1 2 3 4 5 6 7 8 9
10.00
4x6
-5.00
3x4
5-1-7
0- 6-
0
74#I .50" Stud @ 2- 0- 0 121 130"79# 1.50"
16-9-0
19 18 17 _ 16 15 14 1312 11 1
EXCEPT AS SHOWN PLATES ARE MiTek MT20 C/L: 16- 2- 0Over 3 Supports Scale =0.2325
Eng Job:
STJA3X
WO: STJA3X
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO HE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING:
Dwg:
TI: G1X
aronda Syst e�' s
V iMi Y/ J Iry
Systems
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of
lire building design and which must be considered by the building designer. Bracing shown is for lateral support of truss
Dsgnr : TLY
Chk :
4 / 25 /2007
. _
members only to reduce tackling length. Previsions must be made to anchor lateral bracing at ends and specified
TC Live
TC Dead
16.0
7 0 ,
psf
psf
Lbr DF : 1.25
Plt DF: 1.25
locations determined by the building designer. Additional bracing or the overall structure may be required. (Sea HIB-91
ofTPra .ForspifiC"sbracingrequirements,contactbuildingdesigner.CTmasPlateinstitute, TPI Is located W587
D'Onofrio Drive, Madison, Wisconsin 53719).
4005 MARONDA WAY
Sanford, FL. 32771
Component Engineering by: Truss Engineering Co.. P.A., 818 Soundside Rd, Bdenton, NC 27932
O.C. ; 2- 0- 0
(407) 321-0004 Fax (407) 321-3913
BC Live
10 . 0
psf
FBC-04/TPI-02/NDS-01
TOMAS PONCE P.E. LICENSE 0*0050068
BC Dead
10.0
psf
Code: FLA
367 Medallion PI. Chuluota, FL 32760
TOTAL
43.0
psf
v5 .4 . 18-89303
Design: Matrix Analysis
Profile Path: C:\TEE-LOR\Work\Jobs\140MPH\STJA_9X\5T .Tnnm a\r-Tv
,,e
STJA3X A Name: ST. JOHN A Customer:ST. JOHNIS A WO:STJA3X TI:G3X Qty:l"----I
DESIGN INFORMATION TC: 2x 4 SP A2
This design is for an individual building outpatient and BC: 2x 4 SP #2
has been based on information provided by die client. The SL : 2x 4 SP #2
designer disclaims any responsibility for damages as a GB: 2x 4 SP #3
result of faulty or incorrect information. specifications 2x 4 SP #2 6-17
andlor designs furnished to the truss designer by the client
and the wr elness or accuracy of this information as it MULTIPLE LOADCASES -- This design is the
may relate to a specific project and accepts no Composite result of multiple loadcases.
responsibility or exercises no central with regard to WndLod per ASCE 7-02, C&C, V= 140mph,
fabrication, handling, shipment and installation oftmsscs. H= 15.0 ft, I= 1.00, E .Cat. B Rz t= 1.0
This truss has been designed as an individual building xP r
component in accordance willi ANSMI 1-1995 and Bld Type= encl L= 18.7 ft We; 18.7 ft Truss
NDS-97 lobe incorporated as part ofthe building design in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
by a Building Designer. When reviewed for approval by Impact Resistant Covering and/or Glazing Req
Ilia building designer. Ilia design loadings shown must be In -Plant alit Assurance with C = 1.00
checked to be sure Thal file data shown arc in agreement Quality 4
with the local building codes, local climalic records for FORCES (lb) - Max Compression/Max Tension
wind or snow loads, project specifications or special TOP CHORD 1-2=-168/l24,2-3=-104/75,
applied lands. Unless shown, Imss has not been designed 3-4=-55/20,4-5=-52/45,5-6=-98/112,
For storage or occupancy loads. The design assumes =-52 4 ,7-8 112
compression chords (top or bottom) are continuously 6-7=-98 / / 5,8-9=-55/20,
braced by sheathing unless otherwise specified. Where 9-10=-104/75,10-11=-168/124,
bottom chords in tension am not fully braced laterally by a HOT CHORD 1-21=-2/4,21-20=0/0,20-0=0/57,
properly applied rigid ceiling, they should be braced at a 0-19=0/36,19-18=0/0,18-17=0/0,17-16=0/0,
maximum spacing of 10'-0' o.e. Connector pintes shall be
manufactured from 20 gauge hot dipped galvonioed steel 16-15=0/0 ,15-0=0 /36 , 0-14=0 /57 ,14-13=0 /0 ,
meeting ASTM A 653, Grade 40. unless otherwise shown. 13-11=-4 /0 ,
Webs 21-2=-104/100,20-3=-113/103,
FABRICATION NOTES 19-4=-112/102,18-5=-108/97,17-6=-71/24,
Prior to fabrication. the fabricalor shall review this 16-7=-108/97,15-8=-112/102,14-9=-113/103,
diming to verify flu this drawing is in conformance with 13-10=-104/100,1-0=-5/1,0-11=-5/1,
the fabricators plans and to realize a continuing
responsibility for such verification. Any discrepancies am
to be put in writing before culling or fabrication. Plates
shall not be installed over knothales, knots or disloned
grain. Members shall be cut far light filling wood to wood
bearing. Connector pima shall be located on both faces of
the Truss with nnlls fully imbedded end shhall M sym. abaui
thejainl unless oihenvise shown. A 5s4 plate is 5" wide s
4' long. A 6s8 plate is 6- wide s 8' long. Slols (halo)
mn parallel to the plate length specked Double cuts on
web mernbers shall meci at the eenITid of the webs unless
ollicniisc shown. Connector plate sins are minimum
sins based on the forces shown and may need to be
increased for cocain handling and/or erection stresses.
This cuss is not to be fabricated with fire minrdanl treated
limber unless othemisc shown. For additional
information on Quality Control refer to ANSVIPf
1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations am to be
followed in accordance willh acccpled industry
publications. Trusses am 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 straight and plumb 7-11-13
position and for misting friend forces shall be designed
and installed by others. Careful handling is essential and
erection bracing is always required. Normal precautionary
action for insses requires well temporary bracing during
installation between Wsses to avoid toppling and
daminoing. The supervision of erecion of trusses shall be
under the control of persons experienced in the
installation of lmso& Professional advice shall besought
if needed. Concentration of rnnslnndon loads greater than
file design loads idiall not be applied to trusses at any time.
No loads other than the weight of the electors shall be
applied to trusses until after all fastening and bracing is
completed
EXCEPT AS SHOWN PLATES ARE MiTek MT20
` aronda . 5 tems
4005 MARONDA WAY
Sanford, FL. 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE 0*0050060
367 Medallion PI. Ohuluota, FL 32766
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 4-19,5-18,6-17,7-16,8-15
Bracing shown is for visual purposes only.
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loa BSet Vert Horiz Uplift Y Type
0- 0-12 1 113 137 -167 B Pin
18- 7- 4 1 113 -137 -167 B Pin
PROVIDE UPLIFT CONNECTION PER SCHEDULE
.WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI.
21- 2 -104 0.06 C is- 8 -112 0.34
20- 3 -113 0.33 C 14- 9 -113 0.33
19- 4 -112 0.34 C 13-10 -104 0.06
18- 5 -108 0.61 C 1- 0 -5 0.00
17- 6 -71 0.56 C 0-11 -5 0.00
16- 7 -108 0.61 C
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span 0.00/999 0.00/999 8-7
Horiz. 0.01 0.02 NA
Long term deflection factor = 1.50
9-4- 0 9- 4-0
1 2 3 4 5 6 7 8 9 10 11
9.00 -9.00
4x6
Joint Locations
1) 0- 0- 0 9) 15- 4- 0 17) 9- 4- 0
2) 1- 4- 0 10) 17- 4- 0 18) 7- 4- 0
3) 3- 4- 0 11) IS- 8- 0 19) 5- 4- 0
4) 5- 4- 0 12) 18- 8- 0 20) 3- 4- 0
5) 7- 4- 0 13) 17- 4- 0 21) 1- 4- 0
6) 9- 4- 0 14) IS- 4- 0 22) 0- 0- 0
7) 11- 4- 0 15) 13- 4- 0
8) 13- 4- 0 16) 11- 4- 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 0.1201r nails spaced 811 o.c
Brace must extend at least 90% of web length
2x6 Brace required on any web over 141-011.
..TC. ..FORCE..CSI. Cr .,BC. ..FORCE..CSI.
Cr 1- 2 -168 0.08 A 1-21 4 0.02
C 2- 3 -104 0.12 A 21-20 0 0.02
C 3- 4 -55 0.12 A 20- 0 57 0.03
C 4- 5 -52 0.12 A 0-19 36 0.03
C 5- 6 112 0.15 A 19-18 0 0.03
C 6- 7 112 0.14 A 18-17 0 0.03
7- 8 -52 0.12 A 17-16 0 0.03
8- 9 -55 0.12 A 16-15 0 0.03
9-10 -104 0.11 A 15- 0 36 0.03
10-11 -168 0.06 A 0-14 57 0.03
14-13 0 0.02
13-11 -4 0.02
7-9-13
0- 9-13 8x10 x100- 9-13
3x10 2x4 2ux4 6x8 2x4 3x10
3x10 3x10
3x4 3x4 2x4 3x4
113# 1.50" Stud 8@82- 0- 0 113# 1.50"
1-�- 1 0 9 818- 7 0 6 5 4 1
6) (R -6- 6)
vUseu44.2vti:
Eng Job:
STJA3X
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 brad ng• wind bracing, portal bracing or similar bmcing which is a part of
the building design and which must be considered by the building designer. Bracing shown is for lateral support of Imss
Dsgnr : TLY Chk
members only to reduce buck)Ing length. Provisions muss be mnde to anchor lateral bracing at ends and specified
locations determined by the building designer. Additional bracing of the overall structure may be required. (See 1HB.91
TC Live
16.0
psf
ofTPf).For specific toss bracing requirements, comae(building dwigna.ffmss Plale Institute. TPI Is located at 583
D'Onofrio Drive, Madison, Wisconsin 53719).
TC Dead
7 . 0
pelf
p
Component Engineering by: Toss Engineering Co.. P.A.• 818 Scundside Rd. Edcnlorc NC 27932
BC Live
10.0
psf
BC Dead
10.0
psf
TOTAL
43.0
psf
Scale = 0.1271
WO: STJA3X
TI: G3X
4/25/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
v5.4.18-91042
Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobs\140MPH\STJA3X\ST, JOHN A\G3X.prx
STJA3X I Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:GRDIX Qty:14
DESIGN INFORMATION
this design is for an individualbuilding eomponarl and
os bmn based on information prodded by the client. The
Imigncr disclaims any responsibility for damages as a
cull of faulty or incorrect information, speeiflutions
md/or designs Pomished to the truss designer by the client
ind this correctness or aavmcy of this information as it
nay relate to a specific project and accepts no
esponsibility or exercises no control with regard to
'abricalion, handling, shipment and installation of trusses.
This truss has been designed as an individual building
omponent in accordance with ANSMT 1-1993 and
4DS-97 to be incorporated as pan of the building design
ty a Building Designer. When reviaved for approval by
he building designer. The design loadings shown must be
:hocked to be sum that the data shown are in agreement
vith the local building codes, local climatic records for
rind or snow loads, pmjea specifications or special
ipplied loads. Unless shown, truss has not been designed
or storage or orxupancy lends. The design assumes
nmpression chords (lop or bottom) are continuously
traced by sheathing unless otherwise specified. Where
totlom chords in tension are not fully braced laterally by a
troperly applied rigid ceiling, they should be braced at n
naximum spacing or 10'-0" o.c. Connector plates shall be
nanufaclured from 20 gauge trot dipped galvanized steel
nesting ASTM A 653, Grade 40, unless odrervise shmvn.
FABRICATION NOTES
'rior to fabrication. Ilia fabricator shall review, this
Irming to verify that this drawing is in conformance with
Ise fabricalors plans and to realize a continuing
esponsibility for such verification. Any discrepancies are
a be put in writing before cutting or fabrication. Plates
hall not be installed over knotholes, knots or distorted
Imtn. Members shall be cut for tight filling wood to wood
oaring. Connector plates shall be located on both faces of
he truss oilli nails fully imbedded and shall be sym, about
he joint unless o0¢rnise shown. A 5s4 plate is 6' wide x
I' long. A 6xg plate is 6' wide x 8' long. Slots (holes)
un parallel to the plate length specked. Double cuts on
vrb members shall meet at the =nlroid of the webs unless
nhemise shown. Connector plate sizes ore minimum
izes based on the farces shown and may need to be
ncmnsed for certain handling and/or erection stresses.
This muss is not to be fabricated with fire retardant treated
umber unless otherwise shmvn. For additional
nfonmlion on Quality Control refer to ANSMI
-1995
PRECAUTIONARY NOTES
11i bracing and erection recommendations are to be
allowed in axordirim pith accepted industry
tublications. Trusses arc to be handled with particular
arc during banding and bundling, delivery and
nstallalion to avoid damage. Temporary and permanent
�mcing for holding trusses; in a straight and plumb
osillon and for resisting Initial forces shall be designed
ad installed by others. Careful handling is essential and
region bracing is always required. Normal precautionary
cti- for trusses requires such Temporary bracing during
nstalladon between Imsses to avoid toppling and
lominaing. The supervision of erection of trusses shall be
order the control of persons c Wrlcnced In Ilm
nstaiwon of losses. Professions) advice shall be sought
f needed. Concentration ofconstmetion loads greater than
Ile design loads shall not be applied to trusses at any time.
No loads other than the weight of the creators shall be
pplicd to trusses unlil after all fastening and bracing is
ompleted
TC: 2x 4 SP #2
BC: 2x 6 SP #1 D
2x 6 SP #2 6-8
WB: 2x 4 SP #3
2x 4 SP #2 2-8,3-8,4-8
WG: 2x 6 SP #2
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
This 1-PLY truss designed to carry
10' 0" span framed to BC one face
2' 0" span split -framed to opposite face
WndLod per ASCE 7-02, CSC, V= 140mph,
H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= encl L= 26.0 ft W= 26.0 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.
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=-2558/870,2-3=-1396/578,
3-4=-1410/582,4-5=-333/397,
BOT CHORD 10-9=-612/1955,9-8=-609/1942,
8-7=-252/219,7-6=-279/212,
Webs 9-2=-236/1165,2-8=-1134/476,
8-3=-442/1267,8-4m-240/1592,4-7=-2174/671,
Unbalanced load case(s) have been checked.
---- Joint Locations
1) 0- 0- 0 5) 26- 0- 0 9) 6- 4- 1
2) 6- 4- 1 6) 26- 0- 0 10) 0- 0- 0
3) 13- 0- 0 7) 19- 7-15
4) 19- 7-15 8) 13- 0- 0
------------ TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D -46 0- 0- 0 -46 26- 0- 0
BC Vert L+D -205 0- 0- 0 -205 26- 0- 0
In -Plant Quality Assurance with Cq = 1.00
In -Plant Quality Assurance, per
sec. 3.2.4 of TPI-1-02, for joint(s):
1,3,9
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Horiz Uplift Y Type
0- 4- 0 1 2449 0 -811 B Pin
19- 8- 0 1 3475 0 -997 B H Roll
25- 8- 0 1 902 0 -287 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
..TC. ..FORCE..CSI. Cr ,.BC. ..FORCE..CSI.
1- 2 -2558 0.85 C 10- 9 1955 0.72
2- 3 -1396 0.47 C 9- 8 1942 0.79
3- 4 -1410 0.46 C 8- 7 -252 0.93
4- 5 397 0.46 C 7- 6 -279 0.93
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s),
I.Span-0.17/995-0.33/502 3-2
Horiz. -0.10 -0.19 NA
Long term deflection factor = 1,50
13-0-0 13-0-0
1 2 3 4 5
13 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.
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 2- 8
1/3 4- 7
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 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'-011.
.WEB. ..FORCE..CSI. Cr ,WEB. ..FORCE.,CSI.
9- 2 1165 0.37 C 8- 4 1592 0.29
2- 8 -1134 0.35 C 4- 7 -2174 0.41
8- 3 1267 0.72 C
9.00
4x6
-9.00
[3x4] 8x10 (3A)
Cr
C
C
10-6-13
00- 9-13
f 11
2449# 8.00" 26-0-0 34754 8.00" 902# 8.00"
0
EXCEPT AS SHOWN PLATES ARE MiTek MT20 CIL:19-8-0
.�III WARNING:
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
`�0 y ERECTING CONTRACTOR, BRACING WARNING:
i'r!�] "„��"T411" Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of
i i li��diii W iVI 97 M jj�rrj the building design and which must be considered by the building designer. Bracing shorn is for lateral support of truss
members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified
locations dclemmined by the building designer. Additional bracing of the overall snuclure may be required. (See HM-91
ofTPq.For specific truss bracing requirements, contact building designec(Truss Plate Institute, TPI is located at 583
4005 MARONDA WAY D'Onofio Drive, Madison, Wisconsin 53719).
Sanford, FL. 32771 Component Engineering by: Toss Engineering Co., P.A., 818 Soundside Rd, Edenton, NC 27932
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE 0f0050068
367 Medallion Pl. Ghuluota, FL 32766
Over 3 Supports Scale = 0.1287
Eng Job:
STJA3X
WO: STJA3X
Dwg:
TI: GRD1X
Dsgnr:TLY Chk:
4/25/2007
TC Live
16.0
psf
Lbr DF: 1.25
TC Dead
7.0
psf
Plt DF: 1.25
BC Live
10.0
psf
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
BC Dead
10.0
psf
Code: FLA
Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJA3X\ST. JOHN A\GRD1X.prx
STJA3X ,f Name: ST. JOHN A
Customer:ST. JOHN'S A WO:STJA3X
M M1X
DESIGN INFORMAT16N
This design is for an individ71 building mmpvcnl and
has been based on information provided by Ilia client. The
designer disclaims any responsibility for damages as a
result of fattlly or inrnrreel information. speeifiralians
and/or designs frtmished to ilia truss designer by the client
and the wrreemcss or aecwracy ofthis information as it
may relate to a specific project and accepts no
responsibility or &%cmises no control with regard to
fabrication, handling, shipment and inslnilalion of trusses.
This taus has been designed as an individual building
camponcnt in accordance with ANSVIPI 1.1993 and
NOS-97 to be incorporated as part of Ilia building design
by p Building Designer. When reviewed for approval by
ilia building designer, lie design loadings shown must be
checked to be sure that the data shown am in agreement
with Ilia load building codas. local climatic records for
wind or snow loads, project specifications or special
applied loads. Unless showm. buss has not been designed
for uorage or occupancy loads. The design assumes
compression chords (lop or bottom) are continuously
braced by shealhfng unless otherwise specified. Where
bottom chards in tension are not fully braced laterally by a
properly applied rigid ceiling, they should be braced at a
mnximua spacing of 10'-0' ox, Connector plates shall be
manufactured from 20 gauge hot dipped golvanind steal
meeting ASTM A 653. Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, ilia fabricator shall review this
drawing to verify that this drawing Is in confarmance with
lute fabricator's plans and to malice a continuing
responsibility for such verification. Any discrepancies are
to be put in writing before tuning or 0ubricallon. Plates
shall not be installed over knotholes, knots or distaned
grain. Members shall be cut for light filling wood to wood
bearing. Connector plates shall be locmed on both faces of
Ilia tress with nails fully imbedded and shall be sync. about
thejoinl unless ollam•ise shown. A 354 plate is 5' wide s
4• long. A 6s8 plate is 6' wide s 8' long. Sloss (holes)
ran parallel to site plate length specified. Double cuts on
web members shall meet nl the ccnlmid of the webs unless
olherwisc shown. Conneclor plate sins am minimum
sins based on the (paces shown and may need to be
increased for ¢vain handling and/or erection stresses.
This truss is not to be fnbricated rilh fare retardant treated
lumber unless otherwise shown. For addilioml
tnfortnation on Quality Central refer to ANSIffPI
1.1995
PRECAUTIONARY NOTES
All bracing and creation recommendations are to be
fnllowed in accordanx will, accepted industry
publications. Trusses ram In be handled with particular
care during banding and bundling, delivery and
installation to avoid damage. Temporary and permanent
bracing for holding trusses in a stmighl and plumb
position and for resisting talent forms shall be designed
and installed by others. Careful handling is essential and
creation bracing Is always required. Normal precautionary,
action for trusses requires such temporary bracing during
Installation belumn busses to avoid toppling and
dmninaing. The supervision of erection of Imsses shall be
under the central of persons experienced in the
installation of Imsscs. Professional advice shall be sought
if needed. Concentnlion of mnsimclion loads greater than
the design loads shall not be applied IU Imsscs at any lime.
No loads other than the %%tight of the areclors shall be
applied to busses until Mer all fastening and bracing is
TC: 2x 4 SP #2
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, C&C, V= 140mph,
H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 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 Reg
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=-742/665,
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
either edge of web(s) shown OR a T-brace,
nailed flat to edge of web with 3"x 0.12011
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 141-011
Cr--------GLOBAL MAX DEFLECTIONS----_----
C LL 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
-3-8
5.00
Qty : lid
-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-Loc 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 -875 0.76 A 7- 6 1420 0.60
3- 4 -168 0.72 A 6- 5 -776 0.48
2x4
9-2-8
6x8 3x4 3x4
R A
970# 8.00" 907# 1.75"
21-3-8
1.1,0- A 21-3-8 6
EXCEPT AS SHOWN PLATESARE MiTek MT6-11-9)
Maronda S ct e s
4005 MARONDA WAY
Sanford, FL.32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE 90050068
367 Medallion Pl. Chuluola, FL 32766
WARNING:
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING:
Bracing Shawn on lids drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of
Il,a building design and which must be considered by the building designer. Bracing shown is for lateral support of truss
members only to reduce buckling lenglm. Provisions must be made to anchor lateral bracing at ends and specified
laalons determined by the building designer. Additional bracing of the overall structure may be required. (See NI3-91
ofTPI).For apeeit.. I.. bracing requirements, centre building dwigner.(Trum Fiat. tnctimte, TPI is loceaed at 593
D'Onofrio Drive, Madison. Wisconsin 53719).
Component Engineering by: Tress Engineering Co., P.A., 818 Soundside Rd Edenton, NC 27932
Eng Job: STJA3X
Dwg:
Dsgnr:TLY Chk:
TC Live 16.0 psf
TC Dead 7.0 psf
BC Live 10.0 psf
BC Dead 10.0 psf
Scale = 0.1501
WO: STJA3X
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
Design: Matrix Analysis
Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJA3X\ST. JOHN A
prx
STJA3X
Name: ST. JOHN A
Customer:ST. JOHN'S A WO:STJA3X
DESIGN INFIAMATION
This design is for on Individual building component and
has been based on informatioa, provided by Oc Ilient. The
designer disclaims any responsibility for damages as o
result of faulty or incorrect information, specifications
and/or designs furnished to the truss designer by the client
and the wrroz ness or aeeuney of this information as it
may relate to a specific project and accepts no
responsibility or memisrs no central with regard to
fabrication, handling, shipment and installation of trusses.
Milt; Imss has been designed as an individual building
component in accordance with ANSIfIPI 1.1995 and
NDS-97 to be incorporated as part of the building design
bya Building Designer. When revieived for approval by
the building designer, the design loadings sham must be
attacked la be sure that the data shorn ram in agraentanl
with the local building codes (owl climatic records far
wind or snow leads. pmjccl specifications or special
applied loads. Unless shown, Russ has not been designed
for storage or oacttpzncy loads. The design assumes
compression chords (lop or bottom) are continuously
braced by sheathing unless otherwise specified. Wbem
bottom chords in lension rare not fully braced laterally by a
properly applied rigid ¢(ling, they should be braced a1 a
maximum spacing of I(N)" o.c. Connector plmes shall be
manufactured from 20 garage hot dipped galani=d steel
mating ASTM A 653. Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shall review this
droving to verify that this drawing is In conformance with
Ills fabricator's plans and to realize n continuing
responsibility for such verification. Any discrepancies arc
to be put in seining before citing or fabrication. Plates
shall not be installed over knolholes, knots or distorted
grain. Members shall be cut for light fitting wood to wood
beiring. Connector plates shall be located on both faces of
ilia truss with nails fully imbedded and shall be sym. about
Ihejoinl unless otherwise shone. A 5x4 plate is 5' wide x
4' long. A 6x8 plate is 6• wide x 8' long. Slots (holes)
run parallel to the plate length specified. Double cuts on
web members shall meet at the centroid of the nobs unless
olhenviso shorn. Connector plate size ate minimum
sizes based an the fames shown and may need to be
increased for certain handling and/or erection stresses.
This truss is not to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
information on Quality Control refer to ANS1ffP1
1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are to be
followed in accordance wills accepted industry
publications. Trusses am to be handled with particular
cam during banding and bundling. delivery and
installation to avoid damage. Temporary and permanent
bracing for holding Irusses in a straight and plumb
position and for resisting lateral farces shall be designed
and installed by others. Careful handling is essential and
erection bracing is ahra)a required. Normal precautionary
action for tmsus requires such temporary bracing during
installation bemeen trusses to avoid toppling and
dominoing. The supervision cremation of tosses shall be
under the control of persons experienced in the
installntion of Inusses. Professional advice shall be sought
if needed. Concentralion of construction loads greater than
the design loads shall not be applied to busses m any time.
No loads other than the might of ilia ercclors shall be
applied to trusses until altar 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 7-02, C&C, V= 140mph,
H=. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Eld Type= encl 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 1-2ea-472/22,2-3=-429/91,
BOT 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(a).
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
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 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'-0"
..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI.
1- 2 -472 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
A
425# 1.75"
2x4
9-1-6
2x4 3x4
4314 1.75"
9-11- 8
6 5 4
EXCEPT AS SHOWN PLATES ARE MiTek MT20
FWARNING:
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING:
MMM BracIng shown on this dmwving is not erection bracing, wind bracing, portal bracing or similar bracing which is a par of
MaronSystemthe building design and which must be considered by the building designer. Bracing shown is for lateral support of truss
members only to reduce buckling length, Provisions must be made to anchor talent bracing at ends and specified
locations determined by the building designer. Additional bracing of the overall structure may be required. (See MB.91
ofTPI).For specific Iruss bracing requirements contact building designer.(Truss Plate Institute, TPI is Iawted at 583
4005 MARONDA WAY D'Onofrio 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
TOMAS PONCE P.E. LICENSE 0*0050068
367 Medallion PI. Chuluota, FL 32766
TI:M2AX 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, 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 Boriz 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
Scale = 0.2097
Eng Job:
STJA3X
WO: STJA3X
Dwg:
TI: M2AX
Dsgnr:TLY
.Chk:
4/25/2007
TC Live
16.0 psf
Lbr DF: 1.25
TC Dead
7.0 psf
Plt DF: 1.25
BC Live
10.0 psf
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
BC Dead
10.0 psf
Code: FLA
r
Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJA3X\ST. JOHN A\M2AX.prx
STJA3X •I Name:-ST. JOHN A
Customer:ST. JOHN'S A WO:STJA3X
DESIGN INFORMATION
This design is for an individual building eompatenc and
has been based on information provided by the client. The
designer disclaims airy responsibility for damages as a
result of faulty or incorrect infom ation, specifications
and/or designs famished to the truss designer by [lie client
and tile es e correctness or uccnracy of ibis information os it
may relate to a spocific project and accepts no
responsibility or uciciscs no control with regard to
fabrication, handling, shipment and installation of Imsses.
This truss has been designed as an individual building
component in accordance milli ANSln?1 1-1995 and
NDS-97 to be incorporated as pan of Ilse building design
by a Building Designer. Mien micied for approval by
The building designer, the design loadings shmm must be
checked to be sure that the dntn shown are in agreement
math the local building codes, local climatic records for
mind or snow lads. project specifications or'spechd
applied loads. Unless shoim, Imss has not been designed
for slomge or occupancy loads. Tie design assumes
compression chords (top or bottom) am continuously
braced by sheathing unless otherwise specified. Where
bottom chords intension me not fully braced laterally by a
properly applied rigid ceiling, they should be braced at a
maximum spacing of 113%0" o.e. Connector plates shall be
manufactured from 20 gauge hot dipped galvanized steel
meeting ASTM A 653. Grade 40, unless othermise shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shall mview this
drawing to vcrifr that this draping is in confonmancc whit
the fabricator's plans and to realize a continuing
responsibility for such verifhcalion. Any discrepancies are
to be put in pairing before culling or fabrication. Plates
shall not be installed ocr knotholes, knots or distorted
grain. Menhbers shall be cut for light filling wood to wood
bearing. Connector plates shall be located on both faces of
the Imss milli nails fully imbedded and shall be sym. about
thejoinl unless otherwise shown. A 5s4 plate is 5" wide s
4" long. A 6A plate is 6" wide x 8" long. Slals (holes)
ran parallel to the plate length specified. Double cuts can
rich members shall meet at the ccnhnid of the webs unless
otherwise shown. Connector pine sizes arc minimum
sizes based an the forces shown and may need to be
increased for certain handling and/or erection stresses.
This truss is not to be fabricated with rim muirdam created
lumber unless othcnrisc shown. For additional
information on Quality Control refer to ANSMT
1-1995
PRECAUTIONARY NOTES
All bracing and crcction recommendations are to be
followed in accordance with accepted industry
publications. Tosses are to be handled with particular
cam during banding and bundling, delivery and
installation to avoid 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 cssental and
emelion bracing is always required. Normal precautionary
action for Imsses requires such temporary bracing during
installation betwom misses to avoid toppling and
dominoing. The supervision of erection of trusses shall be
under Ilia control of persons ewporienwd in die
installation of trusses. Professional advice shall be sought
if needed. Concentration of eunsiraction loads greater than
the design loads shall not be applied to trusses at any time.
No loads other than Ilia mvighi of the erectors shall be
applied to misses until alter all fastening and bracing is
romplelcd
TC: 2x 4 SP #1 D
BC: 2x 4 SP #2
WB: 2x 4 SP 93
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,
H= 15.0 £t, I= 1.00, Exp,Cat, B, Xzt= 1.0
Bld Type= encl 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,
HOT CHORD 6-5=-86/l41,5-4=-954/270,
Webs 5-2=-343/73,2-4=-299/l057,
4-3=-149/615,0-0=-17l/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- 0 357 0.
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(a) shown OR a T-brace,
nailed flat to edge of web with 311x 0.120"
nails spaced 811 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 141-0"
.,TC. ..FORCE..CSI. Cr ..BC. ,.FORCE..CSI.
1- 2 -402 0.84 A 6- 5 141 0.32
Cr 2- 3 -430 0.94 A 5- 4 -954 0.32
18 C
06 C
9-11- 8
1 2 3
10,00
2x4
9-
2x4 3x4
6214 33.50" 347#M1.75"
I. 9-11- 8 4 ,,
6 5
TI:M2BX Qty:
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
----MAR. 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
Scale = 0.2097
Eng Job: STJA3X WO: STJA3X
Dwg: TI: M2BX
Dsgnr:TLY Chk: 4/25/2007
TC Live 16.0 psf Lbr DF: 1.25
TC Dead 7.0 psf PIt DF: 1.25
BC Live 10.0 psf O•C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
BC Dead 10.0 psf Code: FLA
_ TOTAL 43.0 psf v5.4.18-89200
Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobs\140MPH\STJA3X\ST. JOHN A\M2B� -
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING:
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
X` ERECTING CONTRACTOR. BRACING WARNING:
11ril!tMS Bracing showvn on this drawing is not eection bracing, wind bracing, porml bracing or similar bmcing which is a part of
333 111 s7 the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss
members only to reduce 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 structure may be required. (See HIB-91
orTPI).Fe, specific truss bracing requirements, comma building designen(Truss Plate Insdour, 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., 818 Soundside Rd, Edenton, NC 27932
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE #0050668
367 Medallion PL Ohuluota, FL 32766
STJA3X • I Name : , ST . JOHN A
Customer:ST. JOHNIS A WO:STJA3X
DESIGN INFORMATION
This design is for no inditidut<I building cempdneal and
has been based on information provided by the client. The
designer disclaims any responsibility far damages as a
result of faulty or incorrect information. specifications
,and/or designs furnished to the truss designer by the client
and du rorrectness or neeurary, of this information as it
may relate to a specific project and accepts no
responsibility or exercise no cemrol with regard to
fabrication• handling, shipment and installntion of trusses.
This truss has been designed as an individual building
component in accordance with ANSIrml 1.1995 and
NDS-97 to be dncerpomied as part of the building design
by a Building Designer. When mimved for approval by
the building designer• the design loadings shown must be
checked to be sure that the data shown am in agreement
es with the local building cod. local climatic records for
wind or snow loads, project specifications or special
applied loads. Unless shown, Truss has not been designed
for storage or occupancy loads. The design assumes
compression chords (top or bottom) ore continuously
braced by sheathing unless otherwise specified. Where
bottom chords In tension are not fully braced laterally by a
properly applied rigid ceiling• 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 653, Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabrientnr shall m•iaw this
droning to verify that this drawing is in conformance with
[lie fabricator's plans and to realize a continuing
responsibility for such verification. Any discrepancies are
to be put in writing before cutting or fabrication. Plates
shall not be Installed ever knotholes, knots or distorted
grain. Menhbers shall be cut for light fitting wood to wood
bearing. Connector plates shall be located on both toces of
the truss with nails fully imbedded and shall be sym. about
the joint unless otherwise shown. A Sx4 plate is P wide x
4' long A 6x8 plate is 6" wide x 8' long. Slots (holes)
run parallel to The plate length specified. Double cols on
web members shall mcel at the centroid of the webs unless
othemise shorn. Connector plate sires are minimum
sins based ern the forces shown and may need to be
increased forcertain handling and/or erection stresses.
This truss is not to be fabricated with fire retardant treated
lumber unless otherwise shorn. For additional
hnfommian on Quality Central rofer to ANSVPPI
1-1993
PRECAUTIONARY NOTES
All bracing and erection recommendations are to be
follemd in accordance with 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 trusses in a straight and plumb
position and for resisting lateral forces shall be designed
and installed by others. Careful handling is essential and
erection bracing is always required. Normal precautionary
action for trusses requires such temporary bracing during
installation bcnwun trusses to avoid toppling and
dominoing. The supervision of erection of trusses shall be
under the central of persons experienced in the
installation of Imsses. professional advice shall besought
if needed. Concentration or construction loads greater than
the design loads shall not be applied to trusses at any time.
No leads other than the weight of the erectors shall be
applied to trusses 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, C&C, V= 140mph,
H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= encl 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=-457/35,2-3=-429/91,
HOT CHORD 6-5=-978/367,5-4=-978/362,
Webs 5-2=0/259,2-4=-401/1084,
4-3=-149/614,0-0=-270/373,
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span-0.06/999-0.23/538 3-2(L)
Horiz. -0.01 -0.03 NA
Long term deflection factor = 1.50
(L): Deflection is from local inner panel
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 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 141-01I
..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI.
1- 2 -457 0.85 A 6- 5 -978 0.35
2- 3 -429 0.95 A 5- 4 -978 0.35
9-1-6
0- 9-13
9-11- 8
1 2 3
0.00
Pq
437# 8.00"
9-1-6
2x4 3x4
420#91.75"
9-11- 8
6 5 14
TI:M2CX Qty:l
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.0.
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 80riz Uplift Y Type
0- 4- 0 1 437 926 0 B Pin
9-10-10 1 420 0 -1079 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- 3 614 0.18
2- 4 1084 0.36 C 0- 0 373 0.15
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING: Eng Job: STJA3X
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
/♦t ERECTING CONTRACTOR. BRACING WARNING: Drug:
V�I M1■ Bracing shown on this drawing is not erection bracing, wind bracing portal bracing or similar bracing which is a {art of
MMM V j���r,,jj the building design and which must beconsidered by Ilhc building designer. Bracing shmn is for laieml support of truss Dsgnr : TLY Chk :
members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified
locations dclemined by like building designer. Additional bracing of the overall stroclurc may be required. (See Fi1B•91
TC Live 16.0 psf
Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJA3X\ST. JOHN A\M2
Scale = 0.2097
WO: STJA3X
TI: M2CX
4/25/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
v5.4.18-89204
f
STJA3X ,I Name: ST. JOHN A
Customer:ST. JOHN'S A WO:STJA3X
TI:M2X
DESIGN INFORMATION
This design is for an individnn I building component and
has been based an information provided by the client. The
designer disclaims any responsibility for damages as a
result of faulty or incorrect information, specifications
and/or designs furnished to the truss designer by the client
and [fie correctness or accuracy of this Intermm(an as it
may relate to a specific pmjec and accepts no
responsibility or esereises no central eidi regard to
rubrication, handling, shipment and installation of Imsses
This Imss has been designed as an individual building
component in accordance with ANSVTPi 1-1995 and
NDS-97 to be incorporated as pan or Ilse building design
by a Building Designer. When ro•iemd for approval by
the building designer, the design landings shown must be
checked to be sure that the data shosm am in agreement
with the l=1 building codes. local climatic records for
wind or snow leads. pmjwl speeifirntions or sp=ial
applied loads. Unless shown, truss has not ban designed
for storage or occupancy lends. The design assumes
compression chords (lop or bottom) are continuously
braced by sheathing unless otherwise specified. Whem
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'-v o.c. Connector plates shall be
manufactured from 20 gauge hot dipped gahnnized steel
meeting ASTM A 653. Grade 40. unless othernise shorn.
FABRICATION NOTES
Prior to fabrication. [he fabricator shall review [his
drawing to %rdry that this dmuing is in conformance with
the fabricator's plans and to realize a continuing
responsibility for such ycrifiation. Any discrepancies are
to be pill in writing before cutting or fabrication. Plnles
shall not be installed omr knotholes, knots or distorted
grain. Members shall be cut for light fitting wood to wood
bearing. Connector pintes shall be located on both totes of
the truss with nails fully imbedded and shall be Win, nbout
[he joint unless othernise sham. A 5x4 plate is 5" wide x
14" long. A 6x8 plate is 6" wide x 8" long. Slots (hole)
mn parallel to [he plate length specified. Double cols on
web members shall meet at the eenlroid of the webs unless
other ise shown. Connector plate sizes ore minimum
sins based on thin forces shorn and may need to be
increased for certain handling and/or enaction stresses.
This Imss is not to be fnbriealed with fire relardart baled
lumber unless otherwise sham. For additional
information on Quality Central refer to ANSlrrPl
1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are to be
followed in accordance with accepted industry
publiations. Tosses are to be handled Mill particular
aim during banding and bundling, delivery and
installation to mloid damage. Temporary and permanent
bracing for Bolding Inisses in a straight and plumb
position and for resisting lateral forces shall be designed
and installed by others. Coreful handling is essential and
erection bracing is always required. Normal precautionary
action for masses requires such temporary bracing during
installation bcl%%=n Imsses to amid toppling and
dominoing. The supervision of erection ortrusses shall be
under the contral of persons experienced in the
installation of trusses. Prafessional advice shall be sought
if needed. Concenimlion orconsimciion loads greater than
the design loads shall not be applied to trusses at any hoe.
No loads other than [lie might of the ercaors shall be
applied to tosses until alter 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, C&C, V= 140mph,
H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= encl 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=-44l/34,2-3=-413/88,
BOT 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
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 0.120"
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 14-0"
..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
9-11- 8
10"00
1P
498# 8.00"
2x4
9-1-6
".va
A
420# 1.75"
,, 9-11- 8 ,
- 4- 0 5 9-11- 8 cl
( 1- 5-15)
Qty: 21
-----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- 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
Eng Job: STJA3X
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING:
Dwg:
.
Bracing sho m an this drawing is not erection bracing• wind bracing• portal bracing ear similar bracing which is a pan ofD3
Bo building design and which must be considered by the building designer. Bracing shown is for lateral support of toss
r:TLy ChktMarondalysteins
members only to reduce buckling Icngtli. Provisions must be made to anchor lateral bracing at ends and specified
TC Live 16.0 psf
TC Dead 7.0 psf
lotions determined by the building designer. Additional bracing orilie overall structure may be required. (See HIB.91
of 7P1).For specific truss bracing requiminems, ..met building elmign-ffmss Plate lnstimie, TPI is located a, 583
D'OnofrioDriw,Madison. Wisconsin 53719).
4005 MARONDA WAY
Sanford, FL. 32771
Component Engineering by: Toss Engineering Co., P.A., 818 Soundside Rd. Edenton, NC 27932
BC Live 10.0
(407) 321-0064 Fax (407) 321-3913
psf
TOMAS PONCE P.E. LICENSE 400050068
BC Dead 10.0 psf
367 MedsO)on PL Chuluofa, FL 32766
TOTAL 43.0
Psf
Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJA3X\ST. JOHN A\M2X.prx
Scale = 0.2110
WO: STJA3X
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
r
STJA3X I Name: F . JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:MG2AX Qty:l "
,ESIGN INFORMATION
tis design is for an individual `wilding componcal and
s been based on information provided by the client. The
signer disclaims any responsibility for damages as a
oll of faulty or incorrect information, specifications
tiler designs furnished to the truss designer by the client
d the cor claess or accumcy of this infomtnlion as it
iy relme to a specific project and accepts no
,Wnsibility or axemises no control with regard to
nimlion, handling, shipment and installation of trusses.
his Truss has been designed as an individual building
mponenl in accordance mith ANSlrrPl 1-1995 and
)S-97 to be incorporated as pan of the building design
a Building Designer. When revicmedfor approval by
building designer, the design loadings she= must be
eked to be sure that the data shmm are in agreement
th We local building codes, local climatic records for
nd or snow loads, project specifications or special
plied loads. Unless shmvn, truss has not been designed
storage or occupancy loads. 7Le design assumes
mpression chords (lop or bottom) are continuously
iced by sheathing unless otherwise specified. Whore
nom chards in tension are not fully braced laterally by a
)party applied rigid ceiling, they should be braced at a
esimum spacing of 10'-0' o.c. Connector plates shalt be
mufacturedfmm 20 gouge hot dipped galvanized steel
cling ASTM A 653. Grade 40. unless otherwise shouts.
ABRICATION NOTES
for to fabrication, the fabricator shall =law this
ncing to verify that this dmuing Is in conformance with
: febricalm's plans and to renlin a continuing
�ponsibility for such verification. Any discrepancies are
be put in noting before tolling or fabrialion. Plales
all not be installed over knmholes, knots or distorted
tin. Mcnnbers shall be cut for light fitting ivood to wood
tring. Connector plates shall be baled on both fans of
: into eith nails fully imbedded and shall be sym. about
:join) unless othermisc sham. A 5x4 plate is 5' (vide x
long. A 6x8 plate is 6" wide x 8' long. Slots (hobs)
a parallel la the plate length specified. Double cuts on
b members shall meet at the cenlroid of the orbs unless
mrnise shown. Connector plate sizes are minimum
as based on the forces shoum and may need to be
:reared for certain handling and/or erection stresses.
is Imss is not to be fabricated with rim mlardanl,trmned
nber unless otherwise shmvn. For additional
'oru olion on Quality Control refer to ANSVIPI
1995
RECAUTIONARY NOTES
I bracing and creation recommendations are to be
lowed in accordance math accepted industry
bliations. Trusses am to be handled with particular
re during banding and bundling, delivery and
aallallon to avoid damage. Temporary and permanent
icing for holding trusses in a straight and plumb
sition and for resisting lateral fortes shall be designed
d installed by others. Careful handling is essential and
ration bracing is ahvays required. Normal precautionary
don for trusses requires such temporary bracing during
aallation Mhveen trusses to avoid loppling and
mining no supervision of ereatian of trusses shall be
der the control of persons experienced in Ilse
aallation of Wsses. Professional advice shall be sought
vecded. Concentration ofconslmcdon loads greater than
: design lads shall not be applied to Trusses at any time.
a leads other than the meighl of Ilse erectors shall be
plied to Imsses until after all fastening and bracing is
nplcted
TC: 2x 4 SP #2
BC: 2x 4 SP #2
WE: 2x 4 SP #3
2x 6 SP #2 6-7
SL: 2x 6 SP #2
GB: 2x 4 SP #3
2x 4 SP #2 5-8
{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.
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 -513 0.13 A 1- 0 917 0.19
2- 3 -866 0.08 A 0-11 0 0.05
3- 4 -710 0.11 A 11-10 0 0.03
4- 5 -426 0.11 A 10- 9 0 0.03
5- 6 -121 0.11 A 9- 8 0 0.03
8- 7 0 0.02
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span-0,02/999-0.02/999 2-1
Horiz. 0.02 0.04 NA
Long term deflection factor = 1.50
Analysis based on Simplified Analog Model.
--_Joint Locations
MULTIPLE LOADCASES -- This design is the
1) 0- 0- 0 5) 7-11- 8 9) 5-11- 8
composite result of multiple loadcases,
2) 3- 1-12 6) 9-11- 8 10) 3-11- 8
All COMPRESSION Chords are assumed to be
3) 3-11- 8 7) 9-11- 8 11) 3- 1-12
continuously braced unless noted otherwise.
4) 5-11- 8 8) 7-11- 8 12) 0- 0- 0
End vertical(s) not designed for exposure
WndLod per ASCE 7-02, C&C, V= 140mph,
to lateral wind pressure.
H= 15.0 ft, I= 1.00, Exp,Cat. B, Kzt= 1.0
Wind loads have been checked perpendicular
Bld Type= encl L= 10.0 ft W= 10.0 ft Truss
to the face of the truss.
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Bracing Schedule:
Impact Resistant Covering and/or Glazing Req
Webs Brace Pt Joint to Joint
® Continuous lateral bracing attached to
1/2 4- 9,5- 8,6- 7
either edge of web(s) shown. Bracing MUST be
Bracing shown is for visual purposes only,
positioned to provide equal unbraced
In -Plant Quality Assurance with Cq - 1.00
segments OR 2x4 T-brace nailed flat to edge
----MAX. REACTIONS PER BEARING LOCATION-----
of web with w/3"x 0,12011 nails spaced 8" o.c
X-Loc BSet Vert Horiz Uplift Y Type
Brace must extend at least 90% of web length
0- 0-12 1 739 0 -132 B H Roll
2x6 Brace required on any web over 14-0",
3- 0- 0 1 127 910 -104 B Pin
FORCES (lb) - Max Compression/Max Tension
9-10-12 1 73 0 -171 B Pin
TOP CHORD 1-2=-513/110,2-3=-866/168,
PROVIDE UPLIFT CONNECTION PER SCHEDULE
3-4=-710/143,4-5=-426/88,5-6=-121/27,
PROVIDE HORIZONTAL CONNECTION PER SCHEDULE
HOT CHORD 1-0=-216/917,0-11=0/0,11-10=0/0,
.WEB. ,.FORCE.,CSI. Cr .WEB. ..FORCE..CSI.
Cr 10-9=0/0,9-8=0/0,8-7=0/0,
11- 2 327 0.83 C 8- 5 468 0.59
C Webs 11-2=-140/327,10-3=-57/243,
10- 3 243 0,71 C 7- 6 172 0.84
C 9-4=-105/437,8-5=-114/468,7-6=-42/172,
9- 4 437 0.49 C 1- 0 816 0.12
C1-0=-580/816,
9-11-8
1 2 3 4 5 6
10.00
2x4
9-1-6
2x4 2x4 2x4 2x4
2x4
739# 1.50'1274 1.508tud @ 2- 0- 0 73# 1.5011
9-11-8
2 11 io
EXCEPT AS SHOWN PLATES ARE MiTek MT20 C/L:3-0-0
WARNING:
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING:
aria da Swteins Bracing shmm on this draw rag is not erection bracing, hind bracing, portal bracing or similar bracing which is a pan or
J.E.jaaj the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss
members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specifned
loalions determined by the building designer. Additional bracing of Ilse ovemll structure :nay be required. (Sea HM-91
.",For specific truss bracing requirements, contact building designer.(Truss Plate Institute, TPI is loafed a1583
4005 MARONDA WAY D'Onofrio 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
TOMAS PONCE P.E. LICENSE 0*0050068
267 Medallion PI. Chuluota, FL 32766
Over 3 Supports Scale = 0.1610
Eng Job: STJA3X
Dwg:
Dsgnr:TLY Chk:
TC Live 16.0 psf
TC Dead 7.0 psf
BC Live 10.0 psf
BC Dead 10.0 psf
WO: STJA3X
TI: MG2AX
5/l/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
f
Design; Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJA3X\ST. JOHN A\MG2AX.prx
STJA3X j Name: ST. JOHN A
Customer:ST. JOHN'S A WO:STJA3X
DESIGN INFORMATION
This design is for an indisidngl building competpent and
fins been based on information provided by Ilia client. The
designer disclaims any responsibility for damages as a
11 of faulty or inncerrecl information, specifications
and/or designs furnished to the truss designer by the client
and the mrreuness or accuracy of Ibis informmlon as it
may relate to a specific project and accepts no
responsibility or exercises no control with regard to
fabrication, handling, shipment and installation of trusses.
This truss lids been designed as an individual building
component in accordance %ilh ANSIRPI 1.1995 and
NDS-97 to be incorpomtcd as part of the building design
by a Building Designer, When revintmd for approval by
the building designer, ilia design loadings shown must be
checked to be sure that the data shown are in agreement
avilh die 1=1 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 occupancy lends. The design assumes
compression chords (lop or bottom) are continuously
braced by sheathing unless otherwise specified. Where
bottom chords intension are not fully braced laterally by a
properly applied rigid ceiling, they should be braced at a
maximum spacing of Ifr ow o.e. Connector plates shall be
manufactured from 20 gauge hot dipped galvanized steel
mmling ASTM A 653. Crude 40. unless otherwise shorn.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review this
drawing to sarify that this drawing is in conformance with
Ilse fabricator's plans and to realize a continuing
responsibility for such verification. Any discrepancies ore
to be put in writing before cutting or fabrication. Plates
shall not be installed over knotholes, knots or distorted
grain. Members shall be col for light fitting mood to wood
bearing. Connector plates shall be located on both faces of
the two with nails fully imbedded and shall be syan. about
Wejoinl unless otherwise shoum. A 5x4 plate is 5' wide x
4' long. A 6x8 plate is 6' wide x g' long. Slots (holes)
ran parallel to the plate length specified. Double culs on
web members shall meet at the centmid of the webs unless
otherwise shove. Comimlar plate sizes are minimum
sizes based on the forces shown and may need to be
increased for certain handling and/or erection stresses.
This truss is not to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
information on Quality Control refer to ANSIIrPI
1-1993
PRECAUTIONARY NOTES
A11 bracing and erection recommendations are to be
fo2uvd in accordance with accepted industry
publications. Trusses arc to be handled with particular
care during banding and bundling, delivery and
inslellntion to avoid damage. Temporary and permanent
bracing for holding homes in a straight and plumb
position and for resisting lateral forces shall be designed
and installed by others. Careful handling is essential and
'erection bracing is always required. Normal precautionary
action for trusses requires such temporary bracing during
installation betmxn Imsses to avoid toppling and
dominoing. The supervision of erection of trusses shall be
under the control of persons experienced in the
inwnllalton of trusses.
Pssional whim shall be sought
if needed. Concentmlion of construction loads greater than
Ilia design loads shall not be applied to busses at any time.
No loads other Than Ilia weight of the erachors shall be
applied to rmocs until after all fnslening and bracing Is
completed
TC: 2x 4 SP #2
BC: 2x 4 SP #2
WB: 2x'6 SP #2
GB: 2x 4 SP #3
2x 4 SP #2 8-15,9-14,10-13
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
End vertical(s) not designed for exposure
to lateral wind pressure.
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.
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Horiz Uplift Y Type
0- 0-12 1 163 742 -152 B Pin
21- 2-12 1 72 0 -102 B Pin
PROVIDE UPLIFT CONNECTION PER SCHEDULE
PROVIDE HORIZONTAL CONNECTION PER SCHEDULE
.WEB. ..FORCE..CSI. Cr WEB. ..FORCE,.CSI.
22- 2 217 0.10 C 17- 7 145 0.53
21- 3 155 0.25 C 15- 8 205 039
20- 4 157 0.53 C 14- 9 268 0..50
19- 5 134 0.78 C 13-10 280 0.42
18- 6 153 0.38 C 12-11 103 0.89
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in,/Ratio in./Ratio Jnt(s).
I,Span 0.00/999-0.01/999 2-1
Horiz. 0.03 0.07 NA
Long term deflection factor = 1.50
Analysis based on Simplified Analog Model.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
WndLod per ASCE 7-02, C&C, V= 140mph,
H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0
Bld Type= anal L= 21.3 £t W= 21.3 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
Bracing Schedule:
Webs Brace Pt Joint to Joint
1/2 6-18,7-17,8-15,9-14,11-12
1/3 10-13
Bracing shown is for visual purposes only,
In -Plant Quality Assurance with Cq = 1.00
FORCES (lb) = Max Compression/Max Tension
TOP CHORD 1-2=-759/182,2-3=-673/155,
3-4=-611/140,4-5=-528/113,5-6=-473/99,
6-7=-410/81,7-8=-349/64,8-9=-266/46,
9-10=-158/29,10-11� 46/10,
HOT CHORD 1-22=0/0,22-21=0/0,21-20=0/0,
Cr 20-19=0/0,19-18=0/0,18-17=0/0,17-16=0/0,
C 16-15=0/0,15-14=0/0,14-13=0/0,13-12=0/0,
C webs 22-2=-141/217,21-3=-87/155,
C20-4=-101/157,19-5=-78/134,18-6=-94/153,
C17-7=-91/145,15-8=-92/205,14-9=-92/268,
C 13-10=-98/280,12-11=-36/103,
TI:MGIX Qty:l-
- Joint Locations
1) 0- 0- 0 9) 17- 3- 8 17) 13- 3- 8
2) 3- 3- 8 10) 19- 3- 8 18) 11- 3- 8
3) 5- 3- 0 11) 21- 3- 8 19) 9- 3- 8
4) 7- 6- 5 12) 21- 3- 8 20) 7- 3- 8
5) 9- 3- 8 13) 19- 3- 8 21) 5- 3- 8
6) 11- 3- 8 14) 17- 3- 8 22) 3- 3- 8
7) 13- 3- 8 15) 15- 3- 8 23) 0- 0- 0
8) 15- 3- 8 16) 14- 4-15
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'-0".
..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI.
1- 2 -759 0.08 A 1-22 0 0.08
2- 3 -673 0.08 A 22-21 0 0.07
3- 4 -611 0.04 A 21-20 0 0.03
4- 5 -528 0.04 A 20-19 0 0.03
5- 6 -473 0.04 A 19-18 0 0.03
6- 7 -410 0.04 A 18-17 0 0.03
7- 8 -349 0.05 A 17-16 0 0.03
8- 9 -266 0.06 A 16-15 0 0.03
9-10 -158 0.06 A 15-14 0 0.03
10-11 -46 0.06 A 14-13 0 0.03
13-12 0 0.02
21-3- 8
1 2 3 4 5 6 7 ,8 9 10 11
5.00
2x4 2x4
2X4
2x4
2z4
2x4
9-6-11 6x12 2x4 E 9-2-8
2x4
2X4
0-4-1
3.4
2x4 2x4 2x4 2x4 2x4 2,4 2.4 2,4 4 2.4
3x4
163# 1.50" Stud @ 2- 0- 0 I 72# 1.50"
I, 21-3-8
EXCEPT AS SHOWN PLATES ARE MiTek MT26RO-11- 9) Seale = 0.1439
�.
WARNING:
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ng Job:
STJA3X
WO: STJA3X
ERECTING CONTRACTOR. BRACING WARNING:
wg:
TI: MGlX
(!MarondaL.Systein
Bracing shorn on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of
the building design and which roust be considered by the building designer. Bracing shown is for lateral support of two
sgnr:TLY
Chk •
4/25/2007
members only to reduce buckling length. Provisions must be made to anchor lateral bracing al ends and specified
C L1V@
C Dead
16.0
7.0
psf
psf
Lbr DF : 1.25
Plt DF : 1.25
4
locations determined by the building designer. Additional bracing of the overall atroctum may be required. (Sea HIB-91
orTP1).For specific truss bracing requirements, canton building desigricn(Two Plate Institute, 771 Is located at 587
fri
D'OnooDrimNfadison,Wisconsin 53719).
4005 MARONDA WAY
Sanford, FL. 32771
Component Engineering by: Truss Engineering Co., P.A., 818 Soundside Rd, Edenton, NC 27932
C Live
10 0
p 9 f
O.C. : 2- 0 - 0
(407) 321-0064 Fax (407) 321-3913
.
FBC-04/TPI-02/NDS-01
TOMAS PONCE P.E. LICENSE 0*0050068
C Dead
10.0
psf
Code: FLA
367 MedalBon FL Chuluofa, FL 32766
OTAL
43.0
sf
v5. 4 . 18-90940
Design: Matrix Analysis
Profile Path: C:\TEE-LOR\Work\Jobs\140MPH\STJA3X\ST. JOHN A\
G1X.prx
STJA3X Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:S1X Qty:117
DESIGN INFORMATION
711is design is for an individual building wmpdheni and
has been hfo hosed on innnalion provided by the client. The
designer disclaims any responsibility for damages as n
mull of really or incorrect inflammation, specifications
and/or designs famished to the tross designer by the client
and the correctness or accuracy of this information as it
may relic to a specific project and naccpls no
msponsibility• or=raises no control with regard to
fabrication, handling, shipment and installation of Imases.
This cross has been designed as an individual building
component in accordance with ANSVrPI 1-1995 and
NDS-97 to be incorporated as pan of the building design
by a Building Designer. When revinted for approval by
the building designer, the design loadings shorn must be
.hacked to be sure that the data shim are in agreement
with the local building codes, Iow1 climatic records for
wind or enor loads, project specifications or special
applied loads. Unless shun, truss has not been designed
for storage or occupancy loads. The design assumes
compression chords (lop or bottom) are continuously
braced by sheathing unless otherwise speed. Where
bottom chords in tension am not Polly braced laterally by a
properly applied rigid ceiling, they should be braced at a
maximum spacing of 10'-0" o.c. Connector plates shell be
manufactured from 20 gauge hot dipped galvinimd steel
mcalibg ASTM A 653. Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shall review [his
drawing to veriry• dint this dmning is in conformance with
[lie fabricalor's plans and to nuf in a continuing
rasponsibility.for such verifhcalion. Any discrepancies tiro
to be put in writing before culling or fabrication. Planes
shell not be installed over knotholes. knots or distorted
grain. Members shale be col for tight fitting wood to wood
bearing. Connector plates shall be located on both fares of
the Imss with nails fully imbedded and shall be sy rn. about
thoj.ml unless othentise shown. A 5x4 plate is 5" wide x
4" long. A 6s8 plate is 6" wide x 8" long. Slots (holes)
run parallel to the plate length specified. Double cuts on
curb members shall noel at the antroid of the webs unless
otherwise shown. Connector plate sties am ininlmum
sizes based on the forces shmm and may need to be
increased for eenain handling and/or erection drosses.
This buss is not to be fabricated with fire retardant Ircated
lumberunlessothemiseshotm. Foradditional
infomhntion on Quality Control rercr to ANSI/TPI
1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are to be
fellotted in accordance Hitt accepted industry
publications Trusses arc to be handled will particular
cam during banding and bundling, deliver and
installation to avoid damage. Temporaryand permanent
bracing for holding losses in a straight and plumb
position and for resisting lateral forces shall be designed
and installed by. others. Camfil handling is essential and
erection bracing is always required. Normal precautionary
action for trusses requires such temporary bracing during
installation benison tmsses to tweid toppling and
dominoing. Thempenisionoferationoflmsusslhalibe
under Ilia central of persons experienced in the
installation of trusses. Professional ndt4ce shall be sought
if needed. Concemmlion of wnsnmclion loads gmaler than
the design leads shelf not be applied to trusses of any time.
No loads other than the weighl of the erectors shall be
applied to musses until one, ell fastening and bracing is
compldc l
TC: 2x 4 SP #2
BC: 2x 4 SP #2
WB: 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, U.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 0.46
--------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 = 1.60
(L): Deflection is from local inner panel
5- P1-14
5- 1- 7
10.00
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
WndLod per ASCE 7-02, C&C, V= 140mph,
E= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= encl L= 16.8 ft Waa 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=-1048/829,2-3=-1597/1366,
3-4=-1627/1235,4-5=-1975/1705,
BOT CHORD 9-8=-317/776,8-7aa-281/741,
7-0=-1454/1863,0-6=-1285/1530,
Webs 8-2=-93/222,2-7=-87l/1083,
7-3=-109/339,7-4=-331/533,0-0=-174/298,
2 3
5x6
11- 1- 2
-5.00
4
Joint Locations
1) 0- 0- 0 4) 12- 5-10 7) 8- 4- 8
'2) 5- 7-1A 5) is- 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
5
6x8 I 3x4
0-'4-14 4x6 2x4 1-8-0 6x12 0-'6- 0
2.50 L-2.50
0-4- „_4_8
719# 4.50" 7222,#��4.5=0"
8-4-8 8- 4- 8
9 8 7 6
11 16-9-0
EXCEPT AS SHOWN PLATES ARE MiTek MT20
1 !arXonda Systems
4005 MARONDA WAY
Sanford, FL. 32771
(407) 321-OOG4 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE #0050008
367 Medallion PG Chuluota, FL 32766
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING:
Bracing shot" on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of
the building design and which must be considered by Ille building designer. Bracing shown is for lateral support of Imss
members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified
locations determined by Ilia building designer. Additional bracing of the overall structure may be required. (See HIB-91
ofTPI).For spectrea truss bracing requirements, contact building designer.(Truss Plate Institute, TPI is locales nl 583
D'Onofrio Drive, Madison, Wisconsin 53719).
Component Engineering by: Toss Engineering Co., P.A., 818 Soundside Rd, Edenton, NC 27932
Fang Job: STJA3X
wg:
Dsgnr:TLY Chk:
C Live 16.0 psf
C Dead 7.0 psf
tC Live 10.0 psf
C Dead 10.0 psf
5-1-7
Scale = 0,3663
WO: STJA3X
TI: S1X
4/25/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
v5.4.18-89299
e
Design: Matrix Analysis
Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJA3X\ST. JOHN A\
prx
STJA3X . Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI•T1-GX Qty:l'
DESIGN INFORMATION
Phis design is for an individuaybuilding component and
ias been based on information provided by the client. The
lesigner disclaims any responsibility for damages as a
wait of faulty or incorrect information, specificalions
Indfor designs furnished to tha truss designer by the client
Ind the coreclnew or accuracy of this infarmation as it
tiny relate to a specific project and accepts no
esponsibility or exercises no control with regard to
bbrication, handling, shipment and Installation of busses.
This Inlss has been designed as an individual building
umponenl in accordance with ANSIn?l 1.1995 and
4DS-97 to be incorporated as part of the building design
tyaBuilding Designer. When reviewed for approval by
he building designer, the design loadings shown must be
:hocked to be sure that the data shown are in agreement
vilh llte local building codes, local climatic records for
wind or snow loads, pmjxtspceifications or special
applied Inds. Unless shown, Ines has not been designed
brstorage or occupancy loads. The design assumes
:ompression chords (top or bottom) are continuously
,raced by sheathing unless otherwise speed. Whom
rallom chords in tension are not fully braced laterally by a
,acperly applied rigid ceiling, they should be braced at a
naximurn spacing of 10'-0' o.c. Connector plates shall be
nanufaqured from 20 gauge hot dipped galvanized stet]
nesting ASTM A 653. Grade 40. unless otherwise shown.
FABRICATION NOTES
Her to rubrication. the fabricator shall review this
hawing to verify that this drawing is in conformance with
he fnbrimloes plans and to realize a continuing
esponsibility for such verification. Any discrepancies am
o be put in writing before cutting or fabrication, Plates
;hall not be installed over knotholes, knots or distorted
;min. Members shall be cut for light Filling wood to wood
,caring. Connector plates shall be located on both faces of
he tross with nails Polly imbedded and shall be s)ml. about
he joint unless othenvim shown. A 5x4 plate is 5' wide x
1" long. A 6x8 plate is 6" wide x 8" long. Slols (holes)
tin parallel to lite plate length specked. Double cuts on
web members shall meet at the centroid of the webs unless
nhenvise shown. Connector plate sizes are minimum
izes based on the forces shown and may need la be
maersed for certain handling and/or erection stresses.
Mis truss is not to be fnbricated with Ore retardant treated
umber unless otherwise shown. For additional
nformation on Quality Control refer to ANSVIPI
-1993
PRECAUTIONARY NOTES
UI bracing and erection recommendations am to be
blloved in accordance with accepted industry
,ublications. Trusses am to be handled with particular
am during banding end bundling, delivery and
nstallation to avoid damage. Temporary and permanent
imcing for holding trusses in a straight and plumb
witinn and for resisting lateral forces shall be designed
and installed by otters. Careful handling is essential and
rection bracing is always required. Normal precautionary
clion for Imsses requires such temporary bracing during
nstallation between trusses to avoid toppling and
lominoing. The supervision of erection of tmsses shall be
rider the contact of persons experienced in the
aslallation of Irnsses. Professional advice shall be sought
f needed. Concentralion ofconstruction loads grater than
he design loads shall not be applied to ,maws at any [line.
No loads other than the weighl of the erectors shall be
pplied to Imsses until after all fastening and bracing is
ampleted
TC: 2x 4 SP #2
BC: 2x 4 SP #2
WB: 2x 4 SP #3
2x 4 SP #2 2-8,3-8,4-8
SL: 2x10 SP #2
GB: 2x 4 SP #3
2x 4 SP #2 0-0,0-0
Unbalanced load case(s) have been checked.
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, Rzt= 1.0
Bld Type= encl L= 26.0 ft W= 26.0 ft Truss
in END zone, TCDL= 4.2 psf, BCDLea 6.0 psf
Impact Resistant Covering and/or Glazing Req
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=-967/614,2-3=-680/554,
3-4=-682/555,4-5=-325/2351
HOT CHORD 10-0ce-309/601,0-9� 335/714,
9-8=-335/709,8-7=-60/215,7-6=-35/206,
0-6=-95/247,
Webs 9-2=-7/l97,2-8=-541/454,
8-3=-340/459,8-4=-12/446,4-7=-794/481,
0-0=-25/112,0-0=-71/59,
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
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. '
This truss has ben designed for wind
in the plane of the truss only!!!
Bracing Schedule:
Webs Brace Pt Joint to Joint
1/2 2- 8
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 31'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 141-01'.
.WEB. ..FORCE..CSI. Cr ,WEB. ..FORCE..CSI.
9- 2 197 0.06 C 4'- 7 -794 0.47
2- 8 -541 0.63 C 0- 0 112 0.10
8- 3 459 0.56 C 0- 0 -71 0.04
8- 4 446 0.08 C
13-0-0 1, 13-0-0
9"00 -9.00
4x6
--Joint Locations _
1) 0- 0- 0 5) 26- 0- 0 9) 6- 6- 0
2) 6- 6- 0 6) 26- 0- 0 10) 0- 0- 0
3) 13- 0- 0 7) 19- 6- 0
4) 19- 6- 0 8) 13- 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
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Horiz Uplift Y Type
0- 4- 0 1 927 0 -629 B Pin
19- 8- 0 1 1003 0 -513 B H Roll
25- 8- 0 1 482 0 -360 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
..TC. ..FORCE..CSI. Cr ,.BC. ..FORCE..CSI,
1- 2 -967 0.52 A 10- 0 601 0.16
2- 3 -680 0.50 A 0- 9 714 0.27
3- 4 -682 0.52 A 9- 8 709 0.42
Cr 4- 5 -325 0.49 A 8- 7 215 0.33
C 7- 0 206 0.32
C 0- 6 247 0.20
C -------- GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in.:/Ratio Jnt(s).
I.Span-0.10/905-0.16/556 3-2
Horiz. 0.01 0.02 NA
Long term deflection factor ee 1.50
3x4 2x4 6x8 2x4 3x4
3x4 3x4
iM BE!
927# 8.00" 1003# 8.00"
COSMETIC PLATES (44) 2x4 (R1- 0- 6) C/L: 19- 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
Systems.
jj ERECTING CONTRACTOR.' BRACING WARNING:
(!Maronda.
1yste s Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of
1R the building design and which must be considered by the building designer. Bracing shown Is for lateral support oftmss
members only to reduce buckling length. Previsions must be made to anchor lateral bracing at ends and specified
). ]orations determined by the building designer. Additional bracing of the overall structure may be required. (Sec MM-91
ofTP ).For specific toss bracing requirements, contact building designm(Tmss 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., 818 Soundside Rd. Edenton, NC 27932
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE F30050068
367 Medallion PL Ghuluota, FL 32766
10-6-13
0-9-13
Pq
482# 8.00"
(Rl- 0- 6)
Over 3 Supports Scale = 0.1354
Eng Job: STJA3X WO: STJA3X
Dwg: TI: T1-GX
Dsgnr:TLY Chk: 4/25/2007
TC Live 16.0 psf Lbr DF: 1.25
TC Dead 7.0 psf Plt DF: 1.25
BC Live 10.0 psf O•C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
BC Dead 10.0 psf Code: FLA
TOTAL 43.0 _psf v5.4.18-91061
Design: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobs\140MPH\STJA3X\ST. JOHN A\T1-GX.prx
r
I STJA3X .I Name:.ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:T3X Qty:1F
DESIGN INFORMATION
This design is for an individul building compoienl and
has been based on information provided by the client. 71a
designer disclaims any responsibility for damages as a
mull of faulty or incorrect Information, specifications
and/or designs furnished to ilia truss designer by the client
and the correctness or nccurory of this information as it
may relate to a specific prcJee( and accepts no
responsibility or ecemises no control with regard to
fabrication, handling, shipment and installation of trusses.
This truss has been designed as an individual building
component in accordance with ANSIRPI 1-1995 and
NDS-97 to be incorporated as part of the building design
by a Building Designer. Wlien reviewed for approval by
the building designer, the design landings shown must be
checked to be sum that the data shown or; in agreement
with ilia 1=1 building codes, local climatic records for
wind or snow loads, project specifications or special
applied loads. Unless shmm, truss has not been designed
for storage or occupancy loads. The design assumes
compression chords (lop or bottom) are continuously
braced by sheathing unless otherwise specified. Where
bottom chords in tension are not fully braced laterally by a
properly applied rigid ceiling, they should be braced at a
maximum spacing of 10'•0" o.c. Connector plain shall be
manufaclured from 20 gauge hot dipped gllvanimd steel
mating ASTM A 653. Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior la fabrication. Ilia fabricator shall review this
diming to wnrify that this drawing is in conformance with
ilia rebricnioes plans and to realise a continuing
responsibility for such verification. Any discrepancies am
to be put in writing before culling or fabrication. Plates
shall not be installed over knotholes, knots or distorted
grain. Members shall be antfor tight filling wood to wood
beating. Connector plain shall be located on both faces of
Ilia truss with nails fully imbedded and shall he sym. about
ilia joint uNess all,.* shown. A 5x4 pima is 5" wide x
4" long. A 6xg plate is 6" wide x 8" long. Slots (holes)
run parallel to [lie plate length specified. Double cuts on
web members shall meal at ilia cemmid of the webs unless
otherwise shown. Connalor plate sizes ales minimum
sizes based on the Forces shown and may need to be
increased for certain handling and/or erection stresses.
This truss is not to be fabricated with fire retardant heated
lumber unless otherwise shown. For additional
information on Quality Control refer to ANS)RPI
1-1995
PRECAUTIONARY NOTES
All bracing and creation recommendations are to be
followed in accordance with accepted industry
publications. Tresses are to be handled with particular
cure during banding and bundling, delivery and
Installation to avoid 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 essential and
creation bracing is always required. Normal precautionary
action for trusses requires such temporary bracing during
installation between trusses to avoid toppling and
dominoing. The supervision ofenection of trusses shall be
under the control of persons experienced in the
installation of Imsses. Professional advice shalt besought
if needed. Concentration of construction loads greater Wan
the design loads shall not be applied to Imsscs at any time.
No loads other than the weight of the erectors shall be
applied to trusses until after all fastening and bracing is
TC: 2x 4 SP #2
BC: 2x 4 SP #2
WB: 2x 4 SP #3
2x 4 SP #2 3-7
SL: 2x 6 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, U.N.O.
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=-876/571,2-3=-723/523,
3-4aa-723/523,4-5=-876/571,
BOT CHORD 8-0=-240/541,0-7=-348/663, -
7-0ce-348/663,0-6=-240/541,
Webs 2-7=-330/329,7-3=-384/604,
7-4=-330/329,0-0=-120/132,0-0=-120/132,
7-11-13
0- 9-13
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, C&C, v= 140mph,
H= 15.0 £t, I= 1.00, Exp.Cat. B, Rzt= 1.0
Bld Type= encl Lee 18.7 ft W= 18.7 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 pelf
Impact Resistant Covering and/or Glazing Req
..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI.
1- 2 -876 0.29 A 8- 0 541 0.34
2- 3 -723 0.28 A 0- 7 - 663 0.75
3- 4 -723 0.28 A 7- 0 663 0.75
4- 5 -876 0.29 A 0- 6 541 0.34
=Joint Locations
1) 0- 0- 0 4) 14- 0- 0 7) 9- 4- 0
2) 4- 8- 0 5) 18- 8- 0, 8) 0- 0- 0
3) 9- 4- 0 6) IS- 8- 0
In -Plant Quality Assurance with Cq = 1.00
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Horiz Uplift Y Type
0- 4- 0 1 849 0 -567 B Pin
18- 4- 0 1 849 0 -567 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
.WEB. ..FORCE..CSI. Cr .WEB. .,FORCE..CSI.
2- 7 -330 0.24 C 0- 0 132 0.21
7- 3 604 0.34 C 0- 0 132 0.21
7- 4 -330 0.24 C
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s),
I.Span-0.05/999-0.20/999 0-7
Horiz. 0.01 0.03 NA
Long term deflection factor = 1.50
9-4-0 9-4-0
1 2 3 4 5
9.00
-9.00
4x6
'x" 6x8 3x4
8494 0" 849 8 0011
0-
18-8-
18-8-0
(Rl- 0- 6)
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING:
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
s ERECTING CONTRACTOR. BRACING WARNING:
EMaroinda
1 Ct 6" S. Bracingshown on this drawing is not erection bracingwind bracing, portal bracing or similar bracing which is a pan of
llhhii [��n7 the building design and which must be considered by Ilia building designer. Bracing shown is for lateral support of loss
members only to reduce buckling length. Provisions must be made to anchor lateral bracing a[ ends and specified
Itxnfians determined by Ilia building designer. Additional bracing of the overall structure may be required. (See HIB-91
or,r).Fa, specific truss bmeing requirements, contact building designer.(Trum Plate Institute, TPI Is located at 583
4005 MARONDA WAY Donofrio Drive, Madison, Wisconsin 53719).
Sanford, FL 32773. Component Engineering by: Truss Engineering Co., P.A., 818 Soundside Rd Edenton, NC 27932
(407) 321-0064 Fax-(407) 321-3913
TOMAS PONCE P.E. LICENSE OOOSO068
367 Medallion PL Chuluola, FL 32766
(R1- 0-'6)
Scale = 0.2646
Eng Job: STJA3X WO: STJA3X
Dwg: TI: T3X
Dsgnr,TLY Chk: 4/25/2007
TC Live 16.0 psf Lbr DF: 1.25
TC Dead 7.0 psf Plt DF: 1.25
BC Live 10.0 psf O•C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
BC Dead 10.0 psf Code: FLA
TOTAL 43.0 psf v5.4.18-91047
STJA3X , IName: ST. JOHN A
Customer.ST. JOHN'S A WO:STJA3X
DESIGN INFORMATION
This design is for an individual building comlunenl and
has been based on information provided by the client. The
designer disclnims any responsibility for damages as a
msull of (nutty or Incorrect information, specifwlions
and/or designs furnished to the truss designer by the client
and de correctness or accuracy of This information ns it
may relate to a specific project and accepts no
responsibility or mercises no central with regard to
fabricalion, handling, shipment and installation of Trusses,
This truss has been designed is an individual building
component in accordance pith ANSIfM I-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 landings shown must be
chocked to be sum that the data shown am in agreement
with the local building codes, local climatic records for
wind or snow leads, project specifications or special
Applied loads. Unless shown, truss 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 tension am not fully braced laterally by a
properly applied rigid tailing, they should be braced at a
maximum spacing of IW-0" o.c. Connector plates shall be
manufactured fmhn 20 gouge hot dipped galvanized steel
meeting ASTM A 653. Grade 40. unless otherwise shown,
FABRICATION NOTES
Prior to fabrication, [lie fabricator shall review this
drawing to verify that this drawing is in conformance with
the fnbrimlors plans and to mali= a continuing
responsibility for such verification. Any discrepancies am
to be put in writing bcfam culling or fabrication. Plates
shall not be installed over knotholes, knots or distorted
grain. Members shall be cut for light failing woad to wood
bearing. Connector plates shall be located on both faces of
the mass with nails fully imbedded and shall be syrn. about
the faint unless odherwise shown. A 50 plate is 5" wide x
4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes)
run parallel to the plate length specified. Double cuts on
web members shall meet at [lie cenimid of the webs unless
otherwise shown. Connector plate sizes am minimum
sizes based an the forces shown and my need to be
increased for certain handling and/or erection stresses.
This truss is not to be fabriulcd with rim retardant treated
lumber unless otherwise shown. For additional
information on Quality Control ref to ANSVPPI
1-1995
PRECAUTIONARY NOTES
All bracing and imclion recommendations am to be
followed in accordance with accepted industry
publications. Trusses are to be handled with particular
cam during banding and bundling, delivery and
installation Io maid damage. Temporary and permanenl
bracing for holding trusses in a straight and plumb
position and for resisting lateral forces shall be designed
and installed by others. Camful handling is essential and
erection bracing is always required. Normal precautionary
action for trusses requires such lemponry bracing during
installation beuexn misses to avoid toppling and
dmninaing. The supervision of erection of misses shall be
under the control of persons experienced in the
installation of Tresses. Professional advice shall be might
if needed. Concentration of consmaclion loads greater than
the design loads shall not be applied to trusses ni any time.
No loads other than the weight of the erectors shall be
applied to trasses until afar all fastening and bracing is
completed
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.O.
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=-164/122,2-3=-164/122,
HOT CHORD 6-5=-45/115,5-4=-45/115,
Webs 5-2=-23/82,
--------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
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, CSC, V= 140mph,
H= 15.0 £t, 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 A, 2-0-0
l 2 3
9. 00 -9.00
4x6
TI:T4X
Qty:5
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 1 218 0 -232 B Pin
3-11- 2 1 218 0 -232 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
.,TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI.
Cr 1- 2 -164 0.05 A 6- 5 115 0.04
2- 3 -164 0.05 A 5- 4 115 0.04
1-10-10
0- 4-10
2184M
75" 218# 1.75"
4-0- 0
6 5 4
1-0-0 1, 4-0-0 1-0-0
(Rl- 0- 6) (R1- 0- 6)
EXCEPT AS SHOWN PLATES ARE MiTek MT20
r...,.r� WARNING: Eng Job: STJA3X
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
tMaronda
ERECTING CONTRACTOR. BRACING WARNING: Dwg:
i$I<41 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which isa patof
Systems ( the building design and which must be considered by [lie building designer. Bracing shown is for lateral support of truss DSgnr : TLY Chk :
....._...:,... ... members only to reduce buckling length. Previsions must be made to anchor lateral bracing at ends And specified
locations determined by die building designer. Additional bracing of the overall stractum may be required. (See HI8-91 TC Live 16.0 psf
400$ %IARONDA WAY
ofTPI).Forspecinc truss bracing requirements, contact building dcaigncr.(Tmss Plate institute, TPI is located at 583
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 $C Live 1 g (407) 321-0064 Fax (407) 321-3913 psf
TOMAS PONCE P.E. LICENSE #0050066 BC Dead 10.0 psf
367 Medallion PL Chuluots, FL 32766 TOTAL 43.0 lDsf
Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJA3X\ST. JOBN A\T43i_nree
Scale = 0.5773 1
WO: STJA3X
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
v5.4.18-89307
STJA3X • 'Name; ST. JOHN A
Customer:ST" JOHN'S A WO:STJA3X
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 far damages as a
result of faulty or Incorrect information, specifications
and/or designs furnished to the truss designer by the dent
and the correctness or accuracy of 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 installation of trusses.
This truss 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 re%ieued for approval by
the building designer, the design loadings shown must be
checked to be Sire that the data shown are in agreement
with the local building codes, local climatic records for
wind or anon• loads. project apeeiricallons or special
applied loads. Unless shown, truss has not been designed
for storage or occupancy loads. The design nssumm
compression chards (lop or bottom) are continuously
braced by sheathing unless otherwise specified. Where
bottom chords in tension are not rally braced literally by a
properly applied rigid ceiling, they should be braced at e
nmximum spacing of lo'-on o.c. Connector plates shall be
manufactured (min 20 gauge hot dipped galvanized steel
mating ASTM A 653. Grade 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review this
drawing to verify that [his dinning is in conformance with
the fabricator's plans and to renlin a continuing
responsibility for such verification. Any discrepancies are
to be put in writing before cutting or fabrication. Plates
shall not be installed over knotholes, knots or distorted
grain. Members shall be cul for tight filling woad to wood
hearing. Connector plmes shall be located an both faces of
the truss with nails fully imbedded and shall be sym. about
Ihejoint unless otheruise shown. A 5x4 plate is 5" wide x
4" long. A 6xg plate is 6' wide x 8' tong. Slots (halo)
ran parallel to the plate length specified. Double cuts on
web members shall meet at the centroid of the webs unless
othcmiw shown. Connector plate sizes are minimum
sizes based on the farces shown and may need to be
increased for certain handling and/or erection stresses.
This truss is not la be fabricated with fire retardant limited
Iumbcrunlessotrerwiseshmn. Foraddilional
information on Quality Central refer to ANSin?i
1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are to be
follmwmd in accordance %with accepted industry
publicalions. Trusses are to be handled with particular
cam during binding and bundling, delivery and
installation to avoid damage. Temporary and pemancnt
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 essential and
erection bracing is always required. Normal precautanary
action for trusses requires such temporary bracing during
installation between Imsses to avoid toppling and
dominoing. The supervision of erection of musses shall be
under the control of persons experienced in the
installation orinhsscs. Proras(onal ndvice shall be sought
if needed. Concentration of construction lands greater than
the design loads shall not be applied to trusses at any time.
No lands other than the weight orthe ereaors shall be
applied to tmsscs until after all fastening and bracing is
TC: 2x 4 SP #2
BC: 2x 4 SP #2
GB: 2x 4 SP #3
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, CGC, V= 140mph,
H= 15.0 ft, I= 1.00, Exp"Cat. B, Kzt= 1.0
Bld Type= encl L= 17.3 ft W= 17.3 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Smpact Resistant Covering and/or Glazing Req
FORCES (lb) - Max Compression/Max Tension
TOP CHORD 1-2=-102/50,2-3=-108/93,
3-4=-108/93,4-5=-102/50,
HOT CHORD 1-9=0/0,9-8=0/0,8-7=0/0,7-5=0/0,
Webs 9-2=-248/220,8-3=-118/22,
7-4=-248/220,
6-6-0
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
1/3 3- 8
Bracing shown is for visual purposes only.
In -Plant Quality Assurance with Cq ze 1.00
..TC. ..FORCE,.CSI. Cr ..BC. ..FORCE.,CSI,
1- 2 -102 0.53 A 1- 9 0 0.17
2- 3 -108 0.51 A 9- 8 0 0.17
3- 4 -108 0.52 A 8- 7 0 0.17
4- 5 -102 0.39 A 7- 5 0 0.17
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span-0.08/999-0.08/999 2-1(L)
Horiz. 0.01 0.01 NA
Long term deflection factor = 1.50
(L): Deflection is from local inner panel
TI:V10X Qty:l
Joint Locations _
1) 0- 0- 0 5) 17- 3- 5 9) 4- 7-11
2) 4- 7-11 6) 17- 3- 5 10) 0- 0- 0
3) 8- 7-11 7) 12- 7-11
4) 12- 7-11 8) 8- 7-11
Continuous lateral bracing attached to
either edge of web(s) shown, Bracing MOST 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'-0".
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Boris: Uplift Y Type
0- 0-12 1 178 108 -3 B Pin
17- 2- 9 1 178 -108 -3 B Pin
PROVIDE UPLIFT CONNECTION PER SCHEDULE
,WEB. ..FORCE..CSI. Cr ,WEB. ..FORCE..CSI.
9- 2 -248 1.00 C 7- 4 -248 1.00
8- 3 -118 0.71 C
8- 7-11 1, 8- 7-10
1 2 3 4 5
9.00
4x6
-9.00
2x4 6x8 2x4
6-6-0
0-0-4
11 s r 1 1 1
I
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING: Eng Job: STJA3X
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING: Dwg:
i Y"!'N re Bracing shown on this drawing is not erection bracing, srind bracing, portal bracing or similar bracing which is n part of
777��� 111 Dsgnr • TLy Chk
MMM System lla the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss
members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified
IL psf
16. Li
ve locations determined by the building designer. Additional bracing of the overall structure may be required. (Sec HIB-91 TC p
ofTPI).Farspecifictruss bracing requirements, contact building designer.frnrss Plate lnsttute, TPI is located at 587 TC Dead 7, O psf
4005 MARONDA WAY D'Onofrio 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 d0050068 BC Dead 10.0 psf
367 Medallion Pl. Chuluofa, FL 32766 TOTAL 43.0 sf
.�
Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJA3X\ST. JOHN A\V10X.prx
Scale ee 0.2061
WO: STJA3X
TI: V10X
4/25/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
V5.4.18-89308
STJA3X . ! Name:- ST. JOHN A
Customer:ST. JOHN'S A WO:STJA3X
DESIGN INFORMATION
This design is for an individ.al building component and
has been based on info r nalion provided by the client. The
designer disclaims nary responsibility for damages is a
result of faulty or incorrect information, specifications
nnd/or designs famished 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 or exercises no control with regard to
rabriemion, handling, shipment and installation of trusses.
This truss has been designed as nn 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 mvievved for approval by
the building designer. Ilse design landings shovm must be
checked to be sure that the data shown are in agreement
will" the local building codes, local climatic records for
wind or snow loads, pmjml speeifiw[ions or special
applied lords Unless shown, Truss has not been designed
for storage or occupancy lards. The design nssumos
compression chords (top or bottom) am continuously
braced by sheathing unless otherwise specified. Whcm
bottom chards in tension are not fully braced Inlemlly by a
properly applied rigid ceiling, they should be braced at a
minimum spacing of 10'-0• o.c. Connector plaits shall be
manufactured from 20 gauge hot dipped golvanized stet]
meeting ASTM A 653. Grade 40. unless otherwise ahovn.
FABRICATION NOTES
Prior to fabrication, the fabricalor shall review this
draping to verify that this drawing is in conformance with
[lie fabricators plans and to realize a continuing
responsibility for such verification. Any discrepancies are
to be put in wri"ing before calling or rubrication. Plates
shall not be installed over knotholes, knots or distorted
grain. Members shall be cad for light lilting wood to wood
bearing. Connector plates shall be located an boll" faces of
the Imss will, nails Nlly imbedded and shall be a)an. shoo[
thejcinl unless othemise shown. A 5a4 plate is 5- wide s
4' long. A 6s8 plate is 60 wide s V long. Slots (holes)
run pemllel to the plate length specified. Double arts on
web members shall race[ al the ceruroid of the verbs uWcas
otherwise shoran. Connector plate sizes am minimum
sizes baud on the forces shown and may need to be
increased for certain handling and/or erection stresses,
This truss is not to be fabricated with rim mordant treated
limber unlessolhernise shown. Far adi ilional
information on Quality Control infer to ANSVrP1
1.1995
PRECAUTIONARY NOTES
All bracing and erection recommendations am to be
followed in accordance uilh accepted industry
publications. Trusses are to be handled with particular
care during banding and bundling, delivery and
installation to maid damage. Temporary and permanent
bmcing for holding trusses in a straight and plumb
position and for resisting lateral farces shot] be designed
and installed by others. CamOd handling is essential and
erection bracing is always required. Normal precautionary
action for trusses requires such temporary bmcing during
installation barmen trusses to amid toppling and
dominoing. The mpervision of c=lion of [msses simli be
tinder the control of persona experienced in the
installation ortrussu. Professional advice shall be sought
if needed. Concentration of construction loads greater dean
the design loads shall not be applied to trusses at any time.
No loads other than [lie weight of the erecmrs shall be
applied to trusses until tiger all fastening and bmcing is
TC: 2x 4 SP #2
BC: 2x 4 SP #2
GB: 2x 4 SP #3
2x 4 SP #2 4-11
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, C&C, V= 140mph,
H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= encl L= 21.7 ft Wee 21.7 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=-152/107,2-3=-103/21,
3-4=-113/120,4-5=-113/120,5-6=-103/21,
6-7=-152/107,
HOT CHORD 1-13=0/0,13-12=0/0,12-11=0/0,
11-10=0/0,10-9=0/0,9-7=0/0,
Webs 13-2=-191/172,12-3=-229/209,
11-4=-132/0,10-5=-229/209,9-6=-191/172,
8-2-0
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 3-12,5-10
1/3 4-11
Bracing shown is for visual purposes only.
In -Plant Quality Assurance with Cq = 1.00
..TC. ..FORCE..CSI. Cr .,BC. ..FORCE..CSI.
1- 2 -152 0.21 A 1-13 0 0.10
2- 3 -103 0.48 A 13-12 0 0.13
3- 4 120 0.52 A 12-11 0 0.13
4- 5 120 0.51 A 11-10 0 0.13
5- 6 -103 0.46 A 10- 9 0 0.13
6- 7 -152 0.12 A 9- 7 0 0.10
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span-0.06/999-0.061999 3-2(L)
Horiz. 0.01 0.03 NA
Long term deflection factor = 1.50
(L): Deflection is from local inner panel
10-10-5 10-10-5
1 2 3 4 5 6 7
9.00
-9.00
2x4 2x4 6x8 2x4 2x4
TI : V11X Qty : Y'
=Joint Locations _
1) 0- 0- 0 6) 18-10- 5 11) 10-10- 5
2) 2-10- 5 7) 21- 8-10 12) 6-10- 5
3) 6-10- 5 8) 21- 8-10 13) 2-10- 5
4) 10-10- 5 9) 18-10- 5 14) 0- 0- 0
5) 14-10- 5 10) 14-10- 5
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.
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Horiz Uplift Y Type
0- 0-12 1 103 143 -29 B Pin
21- 7-14 1 103 -143 -29 B Pin
PROVIDE UPLIFT CONNECTION PER SCHEDULE
.WEB. ..FORCE..CSI. Cr ,WEB. ..FORCE..CSI,
13- 2 -191 0.39 C 10- 5 -229 0.76
12- 3 -229 0.76 C 9- 6 -191 0.39
11- 4 -132 0.64 C
8-2-0
0- 0- 4
1034 1.50" Stud @ 4- 0- 0 1039 1.50"
21-8-10
4 3 12 11 0
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING: Eng Job: STJA3X
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
System
� m ERECTING CONTRACTOR. BRACING WARNING: Dwg:
rill rill 1 arinnda ysteC' ow . Bmcing shown on this drawing is not erection bracing, wind bmcing, portal bracing or similar bmcing which is a part of D9 r • TLY Chk :
. 1rf l�j the building design and which must be considered by the building designer. Bmcing shown is for lateral support or truss
.,. members only to reduce buckling length. Provisions must be made la anchor lateral bmcing at ends and specified
psf
locations determined by the building designer. Additional bmcing of the overall structure may be required. (See F{IB-91 TC Live 16.0 p
41UU$ MARONDA WAY or TPD.For specific truss bmcing requirements. contact building design -(Truss Plate Institute, TPI is teemed tin 583 TC Dead 7, 0 psf
D'Onofrio Drive, Madison, Wisconsin 33719),
Sanford, FL. 32771 Component Engineering by: Truss Engineering Co., P.A., 818 Soundside Rd, Edenton, NC 27932 $C Live 10.0 psf
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE #0050068 BC Dead 10.0 psf
307 Medallion P1. Chuluotts, FL 32766 TOTAL 43.0 psf
Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\14010H\STJA3X\ST. JOHN A\V11X.prx
Scale = 0.1439
WO: STJA3X
TI: V11X
4/25/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
v5.4.18-89309
STJA3X Name: ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:V7X Qty:lr ,
DESIGN INFORMATION
This design is for an individual building mmpoenot and
has been baud on information provided by the client. The
designer disclaims nay responsibility for damages as a
=,it of fsulry or incorrect information. specifications
and/or designs furnished to the truss designer by the client
and the wrcclness or nccumcy of this information o it
may relate to a specific project and accepts no
responsibility or exercises no control with regard to
fabrication, handling, shipment and installation oflmsses,
This Imss Ihns been designed as on individual building
component in accordance with ANSIRPI 1.1995 and
NDS-97 to be incorporated as part of Ilse building design
by a Building Designer. When revievvrA for approval by
the building designer, the design loadings shown must be
clhecked lobe sure that the data sltawvm are in agreement
milk the loan building codes• local climatic records for
mind or snow loads, pm=t spceificat ions or special
applied loads. Unless shown, truss has not been designed
for storage or occupancy lends. The design assumes
compression chords (lop or bottom) are continuously
braced by shathing unless otherwise specified. Where
bottom chords in lension are not fully braced laterally by a
properly applied rigid ailing, they should be braced at a
maximum spacing of 10'-m o.c. Connector plates shall be
manufactured from 20 gauge hot dipped galvaniwd steel
mating ASTM A 653, Gmde 40. unless otherwise shun.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review this
drawing to verify (lint this drawing is in conformance with
Ilia fabricators pinns and to realize a continuing .
responsibility for such verification. Any discrepancies are
to be put in writing before culling or fabrication. Plales
shall not be instilled over knotholes• knots or distorted
gnin. Members shall be cut for light fitting wood to wood
baring. Connector pales shall be located on both faces of
the truss with nnils fully imbedded and shall be sym. about
the joint unless olhemisc shown. A 584 plate is 5" aids s
V long. A 6s8 plate is 6" %vide s 8" long. Slots (holes)
con pnnliel to the plate length specified. Double tuns on
%veb members shall meal at the centmid of the vvebs unless
olheniso shown. Connector plate sins are minimum
sizes based on the totes shown and may need to be
increased for certain handling and/or creation stresses.
This truss is not to be fnbrialed with 0m retardant treated
lumber unless olhcrwiu sham. For additional
information on Quality Control refer to ANSIrMl
1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations are to be
followed in noardance will% aacpled industry
publialions. Trusses tire to be handled with particular
are during banding and bundlin& dclivcry and
tnstailalian to avoid damage. Temporary and permanent
bracing for holding misses in n straight and plumb
position and for resisting lateral forces shall be designed
and installed by others. Camhd handling is essential and
erection bracing is always required. Normal precautionary
action for trusses requires such temporary bracing during
installation between Imsses to avoid toppling and
dominoing. The supervision of erection of trusses; shall be
under the control of persans experienced in the
in tallalion of busses. Professional advice shall be sought
if needed. Concentration or construction Inds greater than
the design loads shall not beapplied to trusses at any lime.
No loads other than the weight of the erectors shall be
applied to Inhsses until after all fastening and bracing is
TC: 2x 4 SP #2
BC: 2x 4 SP #2
GB: 2x 4 SP #3
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, CSC, V-- 140mph,
Hez 15.0 £t, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= encl L= 3.9 ft W= 3.9 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
--------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 ce 1.50
1-6-0
0-0-4
EXCEPT AS SHOWN PLATES ARE MiTek MT20
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 70 22 -31 B Pin
3-10- 9 1 70 -22 -31 B Pin
PROVIDE UPLIFT CONNECTION PER SCHEDULE
.WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr
5- 2 -57 0.39 C
1-I1-11 1-11-10
1 2 3
9.00 -9,00
4x6
=- Joint Locations
1) 0- 0- 0 3) 3-11- 5 5) 1-11-11
2) 1-11-11 4) 3-11- 5 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=-45/22,2-3=-45/22,
HOT CHORD 1-5=0/0,5-3=0/0,
Webs 5-2=-57/46,
..TC. ,.FORCE..CSI. Cr ..BC. ..FORCE.,CSI.
1- 2 -45 0.10 A 1- 5 0 0.03
2- 3 -45 0.07 A 5- 3 0 0.03
0-0-4
/♦_♦_♦_♦_♦_♦_♦_�_♦_. /�R
I• I ( r i l l I• I
3-11- 5
6 5 4
/_ WARNING: Eng Job:
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
j( /?f ERECTING CONTRACTOR. BRACING WARNING: DWg:
Ilj,►7� >yrs,S Bmcing shown on this dinning is not erection bracing, wind bracing, ponal bracing or similar bracing which is apart of De r : ThY
4>4 �l J the building design and which must be considered by the building designer. Bracing shot" is for lateral support of tmss
members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified
Ioalions dUenmined by Ilia building designer. Additional bracing of the overall structure nay be required. (Sec HM-91 TC Live
ofTPH.For specific truss bracing requirements• anina building dcsigner.(rross Plate Institute, TP1 is located a1 583 4005 MARONDA WAY D'Onifra Drive, Madison, Wisconsin 53719). TC Dead
Sanford, FL. 32771 Component Engineering by: Truss Engineering Co., P.A.• 818 Soundside Rd, Edenton, NC 27932 $C L1V0
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE 0*0050068 BC Dead
367 Medallion PL Chuluota, FL 32766 TOTAL
Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJA3X\ST. JOHN A\V7x_nrs
Scale = 0.6900
STJA3X
WO: STJA3X
TI: V7X
Chk:
4/25/2007
16.0
psf
Lbr DF: 1.25
7.0
psf
Plt DF: 1.25
10.0
psf
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
10.0
psf
Code: F'LA
4 1 STJA3X
Name:.ST. JOHN A
Customer:ST. JOHN'S A WO:STJA3X
TI:V8X
DESIGN INFORWTION
Tilts design is for an individual building component and
has been based on inferwelion provided by it,. client. The
designer disclaims any responsibility for damages as a
result of faulty or incorrect information, specifications
and/or designs famished to the miss designer by the client
and the carreetness or accuracy of this informntion as it
may mlale to a specific project and accepts no
responsibiliy or csemises no central with regard to
fabrication, handling shipment and installation oflmssrs,
This toss has been designed as on individual building
componcnl in accordance wills ANSVMI 1-1995 and
NDS-97 to be incorporated as pan of the building design
by a Building Designer. Wlien mvieeed for approval by
din building designer. the design loadings shown must be
checked to be sum that the data shorn am in agreement
with the local building codes, local climatic mcerds for
wind or snow loads, project specifications or special
applied loads. Unless shown. Imss has net been designed
for storage or occupancy loads. The design assumes
compression chords (lop or bottom) am continuously
bmcedbysbwltdngunlessothenviospecifiM. Where
bottom chords in tension am not full)' braced laterally by a
property applied rigid calling, they should be braced at e
macimum spicing of Ia,Am o.c, Connector plates shall be
manufactured from 20 gauge hot dipped galnnind steel
meeting ASTM A 653. Gmde 40. unless otherwise shorn.
FABRICATION NOTES
Prior to fabrication, the fabricator shall review (his
dinning to s'eri6- that this drawing is in conformance with
the fabricator's plans and to malive a continuing
'responsibility for such verification. Any discrepancies are
to be put in urling before tuning or fabrication. Plales
shall not be installed over knotholes, knots or distoned
grain. Members shall be caul for tight filing wood to wood
bearing. Connector plates shall be located on both faces of
the toss w(lh nails fully imbedded and shall be sytn, about
lhejoint unless olhcmise shown. A 5s4 plate is 5' wide s
4' long. A 658 plate is 6' wide s 8' long. Slots (holes)
con parallel to the plate length specified. Double cuts on
web members shall meet at the cenlmid of the webs unless
otherwise shown. Conneclor plate sins are minimum
sizes based an the fames shown and may need to be
increased for certain handling and/or election stresses.
This truss is not to be fabricated with fire retardant treated
lumber unless otherwise shown. For additional
information on Quality Control refer to ANSV(PI
1-1995
PRECAUTIONARY NOTES
All bracing and erection recommendations am to be
followed in accordance wills accepted industry
publications. Tosses am to be handled vvilh particular
care daring banding and bundling, delivery and
installation to avoid damage. Temporary and permanent -
bracing far holding tosses in n straight and plumb
position and for resisting lateral forces shall be designed
and installed by others. Careful handling is essential and
erection bracing is olna)s required. Normal precautionary
action for tosses requires such temporary, bracing during
installation benmen Imsses to avoid toppling and
dominoing. The Supervision of erection of Trusses shall be
under Ilse control of persons alacrienced in Jim
Installation of Imsses, Professional advice shall be sought
if needed. Concentration of consinuaian loads greater than
the design lands shall not be applied to trusses or any time.
No lends other than the weigh) of the erectors shall be
applied to amsses until after all fastening and bracing is
completed
TC: 2x 4 SP #2
BC: '2x 4 SP #2
GB: 2x 4 SP #3
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, C&C, V= 140mph,
H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0
Bld Type= encl L= 8.4 ft W= 8.4 ft Truss
in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf
Impact Resistant Covering and/or Glazing Req
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span-0.06/999-0.06/999 2-1(L)
Horiz, 0.00 0.00 NA
Long term deflection factor = 1.50
(L): Deflection is from local inner panel
3-2-0
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.
In -Plant Quality Assurance with Cq = 1.00
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Horiz Uplift Y Type
0- 0-12 1 164 52 -66 B Pin
8- 3-14 1 164 -52 -66 B Pin
PROVIDE UPLIFT CONNECTION PER SCHEDULE
,WEB. ..FORCE..CSI, Cr ,WEB, ..FORCE..CSI. Cr
5- 2 -134 0.89 C
2-5
9.00
Qty:I
---Joint Locations
1) 0- 0- 0 3) B- 4-10 5) "4- 2- 5
2) 4- 2- 5 4) 8- 4-10 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=-107/50,2-3=-107/50,
BOT CHORD 1-5=0/0,5-3=0/0,
Webs 5-2=-134/100,
..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI.
1- 2 -107 0.52 A 1- 5 0 0.16
2- 3 -107 0.36 A 5- 3 0 0.16
4-2-5
2 3
-9.00
0-0-4
a�
164# 1.50" Stud @ 4- 0- 0 164# 1.50"
1, 8- 4-10
6 5 4
EXCEPT AS SHOWN PLATES ARE MiTek MT20
Maronda Systems
4005 MARONDA WAY
Sanford, FL 32771
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE 000050068
367 Medallion PI. Chuluota, FL 32766
Design: Matrix Analysis
WkLK N.L V U :
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR, BRACING WARNING:
Bracing sheen on this drawing is not erection bracing, ,wind bracing, portal bracing or similar bracing which is a pan of
the building design and which must be considered by Ilse building designer. Bmcing shown Is for lateral support of truss
members only to reduce buckling length. Provisions 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. (Sce HIB-91
ofTPl).For specific truss bracing requirements, contact building designer.(Tmss Plate Institute, TPI is located at 583
D'Onofrio Drivc, Madison, Wisconsin 53719).
Component Engineering by: Tress Engineering Co., P.A., $18 Soundside Rd, Edenton, NC 27932
Profile Path: C:
Scale = 0.4972
Eng Job:
STJA3X
WO: STJA3X
Dwg:
TI: VBX
Dsgnr:TLY Chk:
4/25/2007
TC Live
16.0
psf
Lbr DF: 1.25
TC Dead
7.0
psf
Plt DF: 1.25
BC Live
10.0
psf
O•C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
BC Dead
10.0
psf
Code: FLA
140MPH\STJA3X\ST. JOHN A\V8X.prx
r
STJA3X .1 Name:,ST. JOHN A Customer:ST. JOHN'S A WO:STJA3X TI:V9X Qty:ll �I
DESIGN INFORMATION
This design is farm individdi building component and
has been based on information provided by the client. The
designer disclaims any responsibility for damages as a
result of faulty or incorrect infominlion, specifiwlim"
and/or designs furnished to the truss designer by the client
and the correctness or aecwmcy of [his information as it
may relate to o specific project and accepts no
responsibility or exercises no control with regard to
fabrication, handling shipment and insinllafon of Intsses,
This wss has been designed as an individual building
component in accordance with ANSVIPI 1.1993 and
NDS-97 to be incorporated as pan of llte building design
by a Building Designer. When reviewed for approval by
the building designer. It,e design loadings shown must be
checked to be sum that the data shown am 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
for storage or occupancy (ands. The design assumes
compression chords (lop or bolmm) arc continuously
hmmdbyshmlhingunimso[henvimsp=ifed. Where
bottom chords in leasion am not fully braced Inlcmlly by a
properly applied rigid coiling, they should be braced at a
maximum spacing of 10'{1' o.c. Connector plates shall he
manufnctured fmm 70 gauge hol dipped galvanized slcel
meeting ASTM A 653. Omde 40. unless otherwise shown.
FABRICATION NOTES
Prior to fabrication. the fabricator shall review this
drawing to veri4- Wal this drawing is in conformance with
the fabri=lars plans and to realize a continuing
responsibility for such verific jinn. Any discrepancies am
to be put in writing before culling or fabrication. Plates
shall not be installed over knotholes, knots or distorted
grain. Members shall be col for light filling s,.ad to wood
bearing. Conneclor plalas shall be located on both in= of
the truss with nails fully Imbedded and shall be sym. about
thejoint unless o[hemise shown. A 5x4 plait Is 5' wide x
4' long A 6A plate is 6' vvidt x 8' long. Slots (holes)
run parallel to the plate length specified. Double cuts on
web members shall mat at We centroid of the webs unless
otherwise shown. Connector plate sizes am minimum
sizes based eaon the Tomes shown and may need to be
increased for certain handling and/or erection stresses.
This Imss is not to be fabricated will, fire retardam treated
lumber unless olhcnwiso shown. For additional
i,Jormmian on Quality Control mfcr to ANSVTPI
1.1995
PRECAUTIONARY NOTES
All bracing and elation recommendmions om to be
followed in accordance wilh accepted industry
publications. Trusses an to be handled with particular
cam during banding and handling delivery and
installation to avoid damage. Temporary and permanent
bracing for holding busses in a straight and plumb
position unit for resisting Initial forces shall be designed
and installed by others. careful handling is essential and
election bracing is always required. Normal precautionary
action for busses raivims such lemporory, bracing during
insmllaiian between misses to avoid toppling and
duminaing The supervision of enxlion of trusses shall be
under the control ofpersons experienced in the
installation of trusses. Professional advice shall be sought
if needed. Concentration of construction loads greater than
the design loads shill not be npplied to trusses at any time.
No loads other than the weight of [lie erectors shall be
applied to Irsses until arbor all Fastening andbmcing is
TC: 2x 4 SP #2
BC: 2x 4 SP #2
GB: 2x 4 SP #3
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, CSC, V= 140mph,
H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0
Bld Type= encl L= 12.8 ft W= 12.8 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=-8l/26,2-3=-110/73,
3-4=-110/73,4-5=-81/26,
HOT CHORD 1-9=0/0,9-8=0/0,8-7=0/0,7-5=0/0,
Webs 9-2=-188/176,8-3=-132/65,
7-4=-188/176,
4-10-0
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.
In -Plant Quality Assurance with Cq = 1.00
..TC. ..FORCE..CSI. Cr ,.BC. ..FORCE..CSI.
1- 2 -81 0.17 A 1- 9 0 0.09
2- 3 -110 0.55 A 9- 8 0 0.14
3- 4 -110 0.51 A 8- 7 0 0.14
4- 5 -81 0.09 A 7- 5 0 0.09
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span-0.06/999-0.06/999 3-2(L)
Horiz. 0.00 0.01 NA
Long term deflection factor = 1.50
(L): Deflection is from local inner panel
6-5-0 il 6-5-0
1 2 3 4 5
9.00 -9.00
4x6
Joint Locations
1) 0- 0- 0 5) 12-10- 0 9) 2- 5- 0
2) 2- 5- 0 6) 12-10- 0 10) 0- 0- 0
3) 6- 5- 0 7) 10- 5- 0
4) 10- 5- 0 8) 6- 5- 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 81r o.c
Brace must extend at least 90% of web length
2x6 Brace required on any web over 141-011.
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Horiz Uplift Y Type
0- 0-12 1 84 57 0 B Pin
12- 9- 4 1 84 -57 0 B Pin
PROVIDE UPLIFT CONNECTION PER SCHEDULE
.WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI.
9- 2 -188 0.27 C 7- 4 -188 0.27
8- 3 -132 0.71 C
4-10-0
0- 0- 4
10
1Stud 1 1 1
I
1 9 i i ,
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING: Eng Job: STJA3X
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
Systems ERECTING CONTRACTOR. BRACING WARNING: Dwg:
��, Bracing shown an his drawing is not erection bracing wind bracing portal bracing or similar bracing sel,ich is a part ofMariDSgIIr' TLY Chk -
the buildingdesign and which must be considered by the building designer. Bracing shown is for late ml supportoftrum
members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified
locations delemdned by the building designer. Additional bracing of the overall struclum maybe required. (Sce FHB-91 TC Live 16.0 psf
of7Pq.For specific wss bracing requirements, contact building designer.(Tmss Plate Institute, TPI is to=led at 583
4005 MARONDA WAY D'Onofrio Drivre, Madison, Wisconsin 53719). TC Dead 7.0 psf
Sanford, FL. 32771 Component Engineering by: Truss Engineering Co., P.A., Sig Soundside Rd, Edenton, NC 27932 BC Live 10.0 psf
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE 0i0050068 BC Dead 10.0 psf
307 Medallion Ill. Chuluofa, FL 32768 TOTAL 43.0 Dsf
Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\140MPH\STJA3X\ST. JOHN A\V9R.urx
Scale = 0.2488
WO: STJA3X
TI: V9X
4/25/2007
Lbr DF: 1.25
Plt DF: 1.25
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code: FLA
ei
I STAJF
'Name:
TC:
STAAF Customer:ST,
dx 2 SP #12
JOHN'S A WO:STAJF
TI;FA Qty:3
)ESIGN INFORMATION.
his design is for an inelklehil building component and
4x 2 SP H2 D 13-21
Unbalanced load case (s) have been checked.
- --� _ Joint Locations=-
15been bascdoninformation prmidodbylheclient. Ilia
BC:
4x 2 SP 02
®2x6 continuous strongback. Attach to each
1 p_
) 0- 0 15) 24- 6- 0 29) 21-11- 4
:signer disclaims nm•responsibilip• for damages ass
still of rallln or Incorrect lnfomnlion, spacificellon"s
WE.
4x 2 SP #13
truss with 3-3,5"x 0.135" nails. Splice
strongback on truss vertical,
2) 1- 6- 0 16) 26- 5- 0 30) 20- 1- 4
Idlordesigns hlmishedtothe truss designer bythe client
correcinmu; as It
(2)
4x 2 SP ##3 10-32,21-22
4x 2 SP 02
MULTIPLE LOADCASES -- This design is the
3) 4- 0- 0 17) 28-11-12 31) IS- 5- 4
4) 6- 6-12 18) 31- 5-12 32) 16-
,lbe
mla(."'speciromra�•oflacept.nnnllon
mlirsibeiryoreercises no ontr aCwithreg
[] or ()I
0-0
Plate(s) OFFSET from joint center.
Composite result of multiple loadoesses.
Partial Double
9-12
5) 7-10- 8 19) 33-11-12 33) 14- 2- 4
bricadbtliq•odling. shipment
briun(on. handling. shipment and lnslnllation oftmsses.
andIri[hationoo
The Joint
Detail Report must be included
P
Chord to be same size and
grade as chord to
6) 10- 5- 4 20) 35- 3- 8 34) 11- 8- 4
his hiss has been designed as nn indhidiml building
with any submittal, inspection, and/or
which it is attached.
This truss is designed in
7) 11- 1- 4 21) 35- 9- 2 35) 9-10- 9
mpon.nl in recvrdanco rrilh ANSVrpI I.1995mnd
DS-97tobe
fabrication
documentation.
accordance with
the 2004 Florida
8) 12-11- 4 22) 35- 9- 2 36) 9- 2- 4
incorporated aspart ofthebuilding dmign
a Building Deslgna. When retierred for appm•al by
All COMPRESSION Chords are assumed to be
Building Code section
2306.1 and referenced
9) 15- 5- 4 23) 35- 3- 8 37) 7-10- B
e building designer, the design loadings shown most be
continuously
braced unless noted otherwise.
standards, U.N.O.
In -Plant Quality Assurance with Cq 1.11
10) 16- 9-12 24) 32- 8-12 3e) 6- 6-12
11)
Wired to be sure that the darn shown are In agreement
This truss is designed to bear on multiple
,=
In -Plant Quality Assurance,
18- 2- 4 25) 30- 2-12 39) 5- 3- 0
ill Ilia 1=1 building codes. 1=1 climatic records for
nd or snow loads. project specifications
supports.
Interior bearing locations should
per
sec. 3.2.4 of TPI-1-02, for joint(s)
12) 20- 8- 4 26) 27- B-12 40) 2- 9- 0
13)
or spacial
s. mess shown.his;n t been
not designed
be marked
on truss. Shim or wedge if
:
2,9,11,19,20,24,31,32,33,34,40,41
22- 6- 4 27) 26- 5- 0 41) 0- 0- 0
14) 23-
rllamge OrO
I stedlond1Dicapsssharm, . Th. arraign
T esS
mpmssion chords (top or bottom) am continuously
necessary
•,TC.
to achieve full bearing.
g•
-,FORCE.,CSI. Cr
----MAR. REACTIONS PER BEARING LOCATION-----
2- 4 28) 24- 6- 0
FORCES (lb) - Max Compression/Max Tension
iced by sheathing unless Otherwise specified. Where
1- 2
,.BC. „FORCE..CSI.
0 0.18 A 41-40 870 0.22
X-Loc BSet Vert Horiz Uplift Y Type
TOP CHORD 1-2=0/0,2-3=-1405/0,3-4=-2133/0,
,,am chords in tension are not hilly bmmd lalemlly by a
uperq•applieddgidceiling.thel•shouldbebmcadata
2- 3
-1405 0.37 A 40-39 1909 0.44
0- 1- 8 1 797 0 0 B Pin
16- 9-12 1 2378
4-5=-2349/40,5-6=-2141/274,6-7=-1429/709,
,simum spacingofio%a,... Connector pletesshall be
3- d
-2133 0.37 A 39-39 2349 0.44
0 0 B H Roll
35- 5-15 1 912 0
7-8=-1429/709,8-9=-129/1300,9-10=0/3034,
Inufnctumd from le gauge hot dipped galmniud steel
4- 5
-2349 0.37 A 38-37 2349 0.71
0 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
10-11=0/3034,11-12=-126/1032,12-13=-1633/466,
:sting ASTM A 633. Grade 40. uniessoihensis. shown.
5- 6
-2141 0.37 A 37-36 2349 0.69
,WEB, FORCE. Cr
13-14=-1633/466,14-15=-2871/0,15-16=-2871/0,
6- 7
-1d29 0.28 A 36-35 1921 0.44
.WEB. ..FORCE. ,CSI.
41- 1
Cr 16-17=-3032/0,17-18=-2702 /0,18-19=-1833/0,
ABRICATION NOTES
7- B
-1429 0.27 A 35 34 1921 0.44
-56 0.01 C 11-31 1394 0.56
41- 2
C19-20=0/0,20-21=0/0,
!or tofnbthe fabricator shall miewibis
8- 9
1300 0,47 A 34 33 -975 0.22
-1136 0.24 C 31-12 -1337 0.28
2-40
CBOT CHORD 41-40=0/870,40-39=0/1909,
mrilyricnlion.
ruing loor'spl Ihnlnd to ruing in confomanse trilh
tenon.
:fabrioitorsplsuch
9-10
3034 0,83 A 33-32 -1820 0,27
744 0.30 C 12-29 927 0.37
40- 3
C39-38=-40/2349,38-37=-40/2349,37-36=-40/2349,
mto a
any dinWng
�ponsibiliry• for such terifiallian. Any dlserepnndes are
10-11
3034 0.81 A 32-31 -1715 0.25
-702 0.15 C 29-14 -999 0,21
3-39 312 0.12
C36-35=-474/1921,35-34=-474/1921,
be putb es
heforewer culling or knots
11-12
1032 0.47 A 31-30 1024 0,2.6
C 14-2e 1115 0.45
39- 4 -293
C34-33=-975/910,33-32=-1820/0,32-31=-1715/0,
ins%Titalled
III not be installed cost knolltoles. knots or distorted
oran. istort
12-13
-1633 0.33 A 30-29 1024 0.33
0.09 C 2B-15 -472 0.10
38-
C31-30=-717/1024,30-29=-717/1024,
tin. Members shall be oil for light filing nmod to trvod
iring. Connector
13-14
-1633 0.22 A 29-28 2277 0.49
4 -224 0.05 C 27-16 -344 0.07
C29-28=-204/2277,28-27=0/2871,27-26=0/2871,
plates shall be localed on both foes of
truss with nails hilly Imbedded and shall be slaw. about
14-15
-2871 1.00 A 28-27 2871 0.97
37- 5 245 0.10 C 16-26 564 0.23
5-36 -657
C25-25=0/3035,25-24=0/2379,24-23=0/1167,
joint unless whendser shorm. A 5A plate is .5- wide s
15-16
-2871 0.98 A 27-26 2871 0.67
0.14 C 26-17 -242 0.05
36- 6 535 0.21
C23-22=0/0,
long. A6Aplate is66widet84long. Slots(holul
16-17
-3032 0.81 A 26-25 3035 0.74
C 17-25' -464 0.10
6-34 -805
CWebs 41-1=-5G/0,41-2=-ll36/0,
I parallel to the plate length specified. Double cuts on
b members shall mecl nl the cenlruid he
17-18
-2702 0.46 A 25-24 2379 0.69
0.17 C 25-18 448 0.18
34- 8 847
C2-40=0/744,40-3=-702/0,3-39=-84/312,
or webs unless
icndse shmm. Connector plate sizes are minimum
18-19
-1833 0.35 A 24-23 1161 0.94
0.34 C 18-24 -759 0.16
B-33 -1220 0.26
C39-4--293/219,38-4=-224/59,37-5=-38/245,
es based on the fortes shown and may need to be
19-20
0 Q. CBPPaarR230" 0 0.70
C 24-19 927 0.37
33- 9 1249 0.50
CS-36=-657/0,36-6=0/535,6-34=-805/0,
.msedfor cartoinhandling nndlorerection stresses.
20-21
0 0.93 A
C 19-23 -1587 0.33
9-32
C34-8=0/847,8-33=-1220/0,33-9=0/1249,
Is miss is not to be fabricated with fire mmrdnnt trailed
nbintionss additional
-------_GLOBAL MAX DEFLECTIONS--------�.
-1616 A q C 23-20 679 0.27
19�JI4
C 9-32=-1616/0,32-10=-118/0,32-11=-1757/0,
Quality Commlrefer
#mallow on lZunlin•Conlrol refer to ANSVIPt
LL TL
C 77 9t sae n nF
32-i1 -1757 25-9�8 C
Cll-31=0/1394,31-12--1337/0,12-29=0/927,
vvs
in./Ra o in./Ratio Jnt(s),
35-9-2
29-14=-999/0,14-28=0/1115,28-15=-472/0,
Z.Span
-0.23/ _
27-16=-344/0,16-26=-7/564,26-=-242/97,
RECAUTIONARY NOTES
to be
bmcingaa,rdantanrteommpted
Horiz.
Long
Long
0. 4 N 5
'''f�)
6 7 8 9 10 11 12 1314 15
- _- - _ --759/0,
16-19=0/447,19-219-1587/b9232�0/679,
loved in acmrdana industry
Induslq•
term de£lec Lion fee or0 = 1.50
with accepted
22-21--568/0,
illecli.m. Tmsus nra to be handled with panicular
a during banding and bundling. delivery and
01-M-801.5X3 [3X4j
W=3x6 4x6
Iallinion to amid damage. Temporal), and pemnnenl
cing for holding trusser in a slmighi and plumb
1.5x3 3x6 3X4 3x4
3X4 4x6 4x6 3x4 4x6 4x6 W=3x6 1,Sx3
1-4-0
3X4 3X4 3x4 4x6 2x4 3x4
ition and for Ieslsting Inlemi forces shall be designed
I installed by others. COMM handling Is mandal and
Ilion bracing is n1m)s required. Normal prmutionan•
ion for trusses rerfaim such lempomn• bracing during
allmiri.timing. Thseenlrosseslonlmmitoppling
mailing. Ilse
3X6 3X4 1.5j32-W=3x6 3X6 4x6 4x10 W=3x6 6x8 [6x8 3X4 3x6 3x4
anorinr,a
IR Itie *pmria lad of trusses shell be
3x4
I-�x�
of arse s
control Of perSOnE eCpCriCORd 10 the
'milRllan of inisses. Proressionat
3x4
4x6
x 14x61
edriw shall be sought
eaded. Concentration ofrnnsiuciion loads greeter than
design lands shall not be applied to Irosses al any time.
load- mm har than
,79,'# 3,00"
e welghl orlha erectors shell be
lied
2378# 3.50"
in Imsses until after nil fnslening and bmcing is
rplcted
35-9-2
9129 6.38"
41 40 9 8 7 6
5 4 3 2 1 0 9 8
7 6
5 4 2
CIL: 16- 9-12
EXCEPT AS SHOWN PLATES ARE MiTek MT20
ter" WARNING:
READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING:
=Maro NVS Bmcing shmm on This dmrring Is not creation bmcing, mind bmcing, portal bracing or simitor bmcing which is a pan of
�I Ilia building design and which mnsl be considered by [lie building designer. Bmcing shown Is for lateral support of Inin
members only to reduce buckling length. Pm•islons must be made to anchor Inteml bracing at ends rind specified
loall lons determined by the building designer. Additional bracing of the cn cmll sinicium cony be millil ed. (Sea, 14I8-91
aMI).For specific buss bmcing mquimmenis, conlnct building destgneefrruss Plate Inwirata, TPI Is [Waled at 533
4005 MARONDA WAY D'OnoMo Drits, Madison, Wisconsin 53719).
Sanford, FL. 32771 Component Engineering by: Tniss Engineering Co., P.A., Big Soundside Rd, Edenton, NC 27932
(407) 321-0064 Fall: (407) 321-3913
TOMAS PONCE P.E. LICENSE gt'0050060
397 Medallion PL Chuluoty, FL 32766
Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\STJAF\STJAF\FA,prx
Over 3 Supports Scale = 0.1843
Gng Job: STAJF
Dwg:
Dsgnr:TLY Chk:
TC Live 40.0 psf
TC Dead 10,0 psf
BC Live 0.0 psf
BC Dead 5.0 pef
WO; STAJF
TI: FA
4/25/2007
Lbr DF: 1.00
Plt DF; 1.00
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-01
Code; FLA
v5.4.18-90959
,[ STAJF
'Name: S.TJAF Customer.ST. JOHN'S A WO:STAJF
ESIGN INFORMATION a
s design Is for no Indisidual building component and
been tinted on information pm•Ided by the client. The
igner disclaims any responsibility for damages as a
ill of fnnhy or incoved Informntion. specifications
Vor designs furnished to The Iruss designer by the client
I Ilia cortMness car aceumcy of this informntlon as II
r minle to a specific pmimt and accepts no
mnsibilit• or eseraises no contml with mgord to
ricalion, handling, shipment and installation or trusses.
is truss has been designed as an Indisidual building
wpommi in accordance mith ANSIRp1 1.1995 and
5.97 to be incorporated as part of the building design
r Building Designer. %"on m-immil for appmnl h)•
building designer, the design loadings shown must be
cked to be sure that the darn shown ore in agreement
h Ilia local building codes 1=1 climatic records for
id or snmv lmdL project specifications or special
lied loads. Unless shown, truss has not ban designed
ssomge or occupancy loads. The design ussumes
rpression chords (lop or bottom) ate continuously
and by sheathing unless olhm%ice specified. Where
Ion chords in tension amnotfully bmmd Itaemlb• by a
party applied rigid ailing, they should be bmced a1 a
0mu n spacing of 10'-0' o.c. Connector plates shall be
nufnelumil From 20 gauge hot dipped galnnized seal
:ring ASTM-A 653. Grade 40, unless obemise shone,
\BRICATION NOTES
tr in fabrication, the fobriw1or shall mim Ibis
ping to andt• that :his dmsing is in conformance }with
fabriisuces plans and to realize a continuing
mnslbilit• for such mrificallon. Any discrepancies are
a put in nriling before culling or fabrication. Plows
II not be Installed suer knotholm knots or distorted
in. Members shall be cut for tight fining ueod to ncod
ring. Coanedor Pinter shall be located on both fans of
truss nigh nails fully Imbedded and shall be sym. about
joint unless olh.ndse shmn. A 5x4 plate Is 5' aide.x
ong. A 6xB plate is 6" aide x B" long, Slots (bola)
parallel In the plele length specified. Double cuts on
t members shall mat at the anboid of the webs unless
:misc shone Connector plate sizes am minimum
is based on the forces shorn and may need to be
eased for certain handling Andlur erection stresses,
s truss Is not to be fnbrimmil with fire minndrun treated
char unless othensisc shmn. For nddidonnl
tmntion on Quality Control refer to ANSIMI
995
2ECAUTIONAR1r NOTES
bracing and erec.ian recommmdnlions are to be
owed in necordAnm nigh accepted Industry
liendons. Toasts am to be handled with pmlicolnr
: during bnnding and bundling, delherq and
allalion to maid damage. Temporary and pemnnent
:ing for holding tmsses in o straight and plumb
.don and for resisting Intend forces shall be designed
Installed by others. Careful handling Is essential and
:don bracing Is always required Normal prrcoutlonary
on for lmsses requires such temporary bracing during
allolion behrcen Incases Ica maid toppling and
Anoing. The suprMsion of erection of lmms shall be
ter the control of persons experienced in The
nllnlion of Imsua. Professional advice shall be sought
ceded. Cancenlm..on of consmetion loads greater Than
design lords shall not be npplied to timuses at art• time.
lords other than the weight of the eractom shall be
Iied to Imsses until after all ihsening and bracing is
ipleled
TC: 4x 2 SP #2
Unbalanced -load cases) have been checked.
4x 2 SP #2 D 6-13
2x6 continuous strongback. Attach to each
®
BC: 4x 2 SP #2
truss with 3-3.511x 0.1351' nails. Splice
4x 2 SP #2 D 22-30
strongback on truss vertical.
WE: 4x 2 SP #3
MULTIPLE LOADCASES -- This design is the
(4) 4x 2 SP #3 8-34
composite result of multiple loadcases.
(2) 4x 2 SP #3 9-32,10-32,21-22
Partial Double Chord to be same size and
4x 2 SP #2 D 0-0
grade as chord to which it is attached,
4x 2 SP #2 0-0,0-0
This truss is designed in accordance with
H or 0: Plate(s) OFFSET from joint center,
the 2004 Florida Building Code section
The Joint Detail Report must be included
2306.1 and referenced standards, U.N.O.
with any submittal, inspeotion, and/or
In -Plant Quality Assurance with Cq = 1.11
fabrication documentation,
In -Plant Quality Assurance, per
All COMPRESSION Chords are assumed to be
eec. 3.2.4 of TPI-1-02, for joint(a):.
continuously braced unless noted otherwise.
3,8,9,11,24,31,33,35,41
This trues is designed to bear on multiple
----MAX, REACTIONS PER BEARING LOCATION -----
supports.- Interior bearing locations should
X-Loa BSet Vert Rorie Uplift Y Type
be marked on truss, Shim or wedge if
0- 1- 8 1 890 0 0 B Pin
necessary to achieve full bearing.
16- 9-12 1 3055 0 0 B H Roll
FORCES (lb) - Max Compression/Max Tension
35- 5-15 1 904 0 0 B H Roll
TOP CHORD 1-2=0/0,2-3=-.1611/0,3-4=-2536/0,
PROVIDE UPLIFT CONNECTION PER SCHEDULE
4-5--2903/0,5-6=-2787/102,6-7=-2787/102,
7-8=-2155/505,8-9--801/1059,9-10=0/3703,
,.TC, .,FORCE „ CSI. Cr .,BC, ..FORCE..CSI,
10-11=0/3703,11-12=-16/1656,12-13=-1537/1001,
1- 2 0 0.21 C 42-41 983 0.26
13-14=-1537/1001,14-15=-2801/287,
2- 3 -1611 0.44 C 41-40 2204 0.57
3- 4 -2536 0.52 C 40-39 2903 0.92
15-16=-2801/287,16-17--2980/7,17-18--2664/0,
4- 5 -2903 0.53 C 39-38 2903 0.92
18-19=-1815/0,19-20-0/0,20-21=0/0,
5- 6 -2787 ,0.58 C 38-37 2903 0.91
BOT CHORD 42-41=0/983,41A = /2204,
6- 7 -2787 0.40 C 37-36 2621 0.63
40-39=0/2903,39j88s:0%290373 L-
7- 8 -2155 0.36 C 36-35 2621 0.64.
37-36--286/2621,36-35=-28'./S.621,
8- 9 1059 0.29 C 35-34 1642 043
35-34=-769/1642,34-33=-769/1642,
9-10 3703 0.95 C 34-33 1642 0,.43
33-32=-1819/0,32-31=-2338/0,31-30--1295/922,
10-11 3703 0.99 C 33-32 -1819 0.30
30-29=-1295/922,29-28=-681/2194,
11-12 1656 0.62 C 32-31 -2338 0.43
28-27=-287/2801,27-26=-287/2801,26-25-0/2990,
12-13 -1537 0.34 C 31-30 -1295 0.27
25-24=0/2352,24-23=0/1151,23-22-0/0,
13-14 -1537 0.15 C 30-29 -1295 0.33
Webs 42-1= @apRBHeh/Or
14-15 -2801 0.65 C 29-28 2194 0.50
2-41=0/873,41-3=-826/0,3-40=-42/461,
15-11 -2801 p. 5 C 28-27 2801 -0.71
40-4=-498/166,39-4=-213/127,38-5=-100/2,0n
�a-i7 -loan 1Zf 1 r. 77 9a oani n 71
5-37=-690/0,37-7-0/544,7-35=-759/0,
17-is -2664 291-51 8 C 26-25 2990 0.75
35-8=0/822,34-8=tp/722,8-33=-1747/6,
33-9-0/2199,9-32=
18-19 -1815 0.4$54,Z-24 2352 0.71
255i6/0
32-11=-1818/0,1:1-31=d/1457,33-12=-13A5/0, 5
c 27a £'3 1 11511 0.97-F-
6 720-21 8 0 90,5i0 C W-22 1.2 o13d47215
12-29=0/982,29-14=-1077/0,14-28-0/1219,
28-15--494/0,27-16--411/0,16-26=0/684,
663-18-3011-/46Q1SN%=-453/53,25-18--37/43.4,
W=3x6 6x8
23?�20=0/63/ ,2q-.5,9y"g23,l93q$=-15 3x4
3x4 4x10 " 5x10 3x4 4x6 4x6 W=3x6 3x6
4x6 3x6 1,50
W=3x6 3x6 5x8 5x10 W=3x6 6x8 [6x8]
1.5x3
3x4 6x8 4x6
3x4
TI:FA-GRD Qty:l
-Joint Locations -- = _
1) 0- 0- 0 15) 24- 6- 0 29) 21-11- 4
2) 1- 6- 0 16) 26- 5- 0 30) 20- 1- 4
3) 4- 0- 0 17) 28-11-12 31) 19- 5= 4
4) 6- 6-12 18) 31- 5-12 32) 16- 9-12
5). 8- 4- 2 19) 33-11-12 33) 14- 2- 4
6) 9-11- 5 20) 35- 3- 8 34) 13- 5-10
7) 10-10-14 21) 35- 9- 2 35) 12- 1-14
8) 13- 5-10 22) 35- 9- 2 36) 10- 3-14
9) 15- 5- 4 23) 35- 3- 8 37) 9- 7-14
10) 16- 9-12 24) 32- B-12 38) 8- 4- 2
11) 18- 2- 4 25) 30- 2-12 39) 6- 6-12
12) 20- 8- 4 26) 27- 8-12 40) 5- 3- 0
13) 22- 6- 4 27) 26- 5- 0 43.) 2- 9- 0
14) 23- 2- 4 28) 24- 6- 0 42) 0- 0- 0
------------ TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D -100 0- 0- 0 -100 35- 9- 2
BC Vert L+D -10 0- 0- 0 -10 35- 9- 2
Concentrated LBS Location
BC Vert L+D -731 13- 5-10
.WEB. .,FORCE..CSI. Cr .WEB. .,FORCE..CSI.
42- 1 -56 0.01 C 32-11 -1818 0.38
42- 2 -1284 0.27 C 11-31 1457 0.58
2-41 873 0.35 C 31-12 -1395 0.29
41- 3 7826 0.17 C 12-29 982 0.39
3-40 461 0.19 C 29-14 -1077 0.23
40- 4 -498 0.10 C 14-28 1219 0.49
39- 4 -213 0.05 C 28-15 -494 0.10
38- 5 240 0.10 C 27-16 -411 0.08
5-37 -690 0.15 C 16-26 684 0,27
37- 7 544 0.22 C 26-17 -309 0.06
7-35 -759 0.16 C 17-25 -453 0.09
35- 8 822 0.33 C 25-18 434 0.17
34- 8 722 0.07 C 18-24 -747 0.16
B-33 -1747 0.36 C 24-19 923 0.37
33- 9' 2199 0.88 C 19-23 -1565 0.33
9-32 -2556 0.25 C 23-20 638 0.26
32-10 -134 0,01 C 22-21 -537 0.05
--------GLOBAL MAX DEFLECTIONS---------
XRatLWI Jnt(s).
49/448 16
0.06 NA
factor 4-9-.Do
x8 3x6 3x6
3x4
[4x6]
Pal
8904 3.00" 3055#3.50"
35-9-2 904# 6,38"
42 41 40 7 6 5 4 3 2 1 0 9 5 4 2
0 731# C/L: 16- 9-12
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING:
READ ALL NOTES ON THIS SHEET, A COPY OF THIS DRAWING TO BE GIVEN TO
�'t� ERECTING CONTRACTOR, BRACING WARNING:
1 i i$'� (C Bracing shoum on this dntring Is not creation bracing, wvind bracing, porinl bmcing or similar bracing which Is n part of
S eili � ��7 the building design and which must be considered by the building designer. Bracing Shona is for lateral support or
..... .. ........ members only to reduce buckling length. Prmislons must be mnde to anchor Ialernt bracing nl ends and specified
loco...... determined by the building designer. Additional bracing of the memll sirucl.re may be required. (See MD-91
ofTPp.For specific truss bracing requirements, contnct building designm(Tntss Plate Institute, TPI Is locoled nl 563
4005 MARONDA WAY D'Onofrio Drin, Madison, Wisconsin 53719),
Sanford, FL. 32771 Component Engineering by: Truss Engineering Co., P.A., BIB Sollndside Rd, Edenton, NC 27932
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE N0050068
307 Medallion F1. Ghuluots, FL 32760
Design: Matrix Analysis Profile -Path: C:\TEE-LOK\Work\Jobe\STJAF\STJAF\FA-GRD,prx
16 17n./Rat18 in
I.Span-0.22/999 -0
Horiz. 0.04
Long term deflection
6x8 6x8 3x4
6x8 3x4 3x6
3x6
Over 3 Supports Scale =0,1843
Eng Job: STAJF
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 ne£
WO: STAJF
TI: FA-GRD
4/25/2007
Lbr DF: 1.00
Plt DF: 1.00
O.C.: 2- 0- 0-
FBC-04/TPI-02/NDS-01
Code: FLA
v5.4.18-90962
A-
. [ STAJF, I Name: S'TJAF
Customer;ST, JOHN'S A. WO:STAJF
ESIGN INFORMATION -
s design Is for an individual buckling component and
been bnod on Informalion prmided by the client. The
gner disclaims any responsibility for damages as n
,if of fault• or Incorrect information, speculations
/or designs filulSlled In Ilia Muss designer by Ilse client
the cormciness or nmsmcy of this Infer nitton as 11
r mince to a spedBe projael and accepts no
tonsibilit or exercises no minim[ nith regard to
ialion handling, shipment and installation or tresses.
is truss has been designed as no Individual building
iponcm In accordance pith ANSV2PI 1.1995 and
S-97 to be Incorporated as pan of ilia building design
i Building Designer. When mimed for approval by
building designer, the design loadings chum must be
:ked to be sure that the data shown are in agreement
i the 1=1 building codes, local climatic records for
d or snore lontls project specomitions or special
lied loads. Unless shorn, truss has not been designed
storage or occupancy loads. The design assumes
iprossion chords (lop or bottom) are continuously
led by sheathing unleu olhernise specified, Where
ore chords in tension arc not fully braced laterally by a
xrly applied rigid ceiling, they should be braced at n
thrum spacing of t0'-U' o.c. Connector places shall be
nifncmred from 20 gauge hot dipped galvanized steel
sing ASTM A 653. Grade 40. unless alhervise shone.
0RICATION NOTES
n to fabrication, the fabricator shall mvinv this .
ling to rerifi• that this draining is In conformance nilh
fabdatoes plans and to realize a continuing
onsibitin• for such verification. Any diurepancies axe
e put In mriling before culling or fabriatlon. Plates
I not be installed ter knotholes, knots or listened
n. Members shall be of for tight fining neod to nvad
ing. Connector places shall be foaled on bath faces of
Iru s ,ilh all, fully Imbedded and shall be tin, about
joint unless athernise chum. A 5.4 plate is 5' wide s
Mg. A 6x5 plate is 6'tide a S' long. Slots (holes)
Parallel to the plate length specified. Double mils on
nrembars shall meet it Ill. eentmid of the nobs sinless
:raise shone. Connmar plate sizes are minlmnm
s based an the forces shone and may need to be
eased for cartnin handling and/or creation strasw.
s Iniss is not to be fabricated with fire retardant created
bar unless oche ise shmvn. For additional
million on Quality Conlml refer to ANSV(PI
t95
ZECAUTIONARY NOTES
bracing and erection rtmmmendations am to be
coed in accordanceuith accepted industry
liarions. Trusses am to be handled pith pnrieulor
: during banding and bundling, delivery and
nllstion to maid damage. Temporary and permanent
;ing for holding Imsses in n simighl and plumb
lion and for misting lateral cores shall be designed
Instilled by others. Cnreful handling is essential find
lion bracing Is alnm's required. Normal precautionary
on for Imsscs requires such temporary bracing during
nllalion bemeen trusses to avoid toppling and
lining. The supervision of enaction of musses shall be
or the control of persons exyerienced In the
n1hition of I..- Professional advice shall be sought
aided. Concentration of eamc action loads grater than
design loads shall not be applied to Imsus at ore• time.
lands other than the Height of The erectors shall be
lied to tresses until until nger all fastening and bracing is
iPlaced
TC: 4x 2 SP #2
BC: 4x 2 SP #2
4x 2 SP #1 D 13-21
WB: 4x 2 SP #3
(2) 4x 2 SP #3 12-13
4x 2 SP #2 0-0
U or (): Plate(s) OFFSET from joint center,
The Joint Detail Report must be inoluded
with any submittal, inspection, and/or
fabrication documentation.
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.
.WEB. ..FORCE..CSI. Ce .WEB. ,.FORCE..CSI.
23- 1 -53 0.01 C 6-17 200 0.08
23- 2 -1530 0,33 C 17- 7 233 0.09
2-22 1108 0.44 C 7-16 -645 0.14
22- 3 -1058 0.22 C 16- 8 630 0.25
3-20 668 0.27 C 8-15 -954 0.20
20- 4 -673 0.14 C 15-10 1154 0.46
4-19 737 0.30 C 10-14 -1939 0.39
19- 5 -305 0.06 C 14-11 733 0.29
18- 6 -223 0.04 C 13-12 -608 0.06
--------GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(s).
I.Span-0.34/644-0,53/412 7-6
Horiz. 0.05 0.08 NA
Long term defleccgyDI&flt )_�0BO
0- 3-'8
1-4-0
8-9-6
8-9-6
1 2 3
Unbalanced load case(s) have been checked.
2x6 continuous 8trongback. Attach to each
truss with c-'3,5"x 0.135" nails, Splice
strongback ion truss vertical.
MULTIPLE LOADCASES -- This design is the
composite result of multiple loadcases.
Partial Double Chord to be same size and
grade as chord to which it is attached.
In=Plant Quality Assurance with Cq = 1.11
In -Plant Quality Assurance, per
sec. 3,2.4 of TPI-1-02, for joint(s):
2,3,4,8,14,23
FORCES (lb) ' Max Compression/Max Tension
TOP CHORD 1!2=0/0,2-3=-1968/0,3-4=-3209/0,
4-5=-4037/0,5-6=-4037/0,6-7=-3952/0,
Cr7-8=-3321/O,B-9=-2182/0,9-10=-2182/0,
C10-11=0/0,11-12=0/0,
CBOT CHORD 23-22=0/1171,22-21=0/2728,
C21-20-0/2728;20-19=0/3693,19-18=0/4037,
C18-17=0/4037,117-16=0/3784,16-15-0/2868,
C15-14=0/1353,114-13=0/0,
C Webs 23-1=-53/0,23-2=-1530/0,
C2-22=0/ii6e,22-3=-1058/0,3-20=0/668,
C20-4=-673/0,4-19=0/737,19-5=-305/0,
C 18-6=-223/O,fi-17=-116/200,17-7=0/233,
7-16=-645/0,16-8=0/630,8-15=-954/0,
15-10=0/1154,10-14=-1838/0,14-11=0/733,
13-12=-608/0,.
I
i
4 5 6 7
TI:FB Qty;5
_- -Joint Locations- =
1) 0- 0- 0 9) 16- 1- 8 17) li 0-12
2) 1- 6- o 10) 17- 3-12 18) 9- 9- 0
3) 4- 0- 0 11) is- 7- 8 19) 7- 9-12
4) 6- 6- 0 12) 19- 1- 2 20) 5- 3- 0
5) 7- 9-12 13) 19- 1- 2 21) 3- 5- 0
6) 9- 9- 0 14) 18- 7- 8 22) 2- 9- 0
7) 12- 3-12 15) 16- 0-12 23) 0- 0- 0
8) 14- 9-12 16) 13- 6-12
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Horiz Uplift Y Type
0- 1-12 1 1050 0 0 B Pin
le- 9-15 1 1050 0 0 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI,
1- 2 0 0.17 A 23-22 1171 0.28
2- 3 -1968 0.31 A 22-21 2728 0.61
3- 4 -3209 0.46 A 21-20 2728 0.49
4- 5 -4037 0.76 A 20-19 3693 0.76
5- 6 -4037 0.72 A 19-18 4037 0.97
6- 7 -3952 0.87 A 18-17 4037 0.97
7- 8 -3321 0.45 A 17-16 3784 0.66
8- 9 -2182 0.23 A 16-15 2868 0.63
9-10 -2182 0.43 A 15-14 1353 0.89
10-11 0 0.57 A 14-13 0 0.67
11-12 0 0.57 A
8 9 10 11
4x6 W=3x6 3x4 [3x4[ 1.50 3x4 3x4 4x6 2x4
4x6 [4x6)
1050 3.50"
1 2 10504 6.38"
23 22 21 20 19. 19 I18 17 16 15 14 13
0
EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3212
WARNING:
Eng Job:
STAJF
WO: STAJF
READ ALL NOTES ON THIS SHEET, A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR, BRACING WARNING:
Dwg:
TI: FB
r.�1d
■
i �� Systems
C:
Bmcing shao'n an Ihls dunning Is nol erection bmcing, itind bmcing. ponnl bmcing ar similar brncing sehicli is n purl of
The building design and which must be considered by the building designer. Bracing shmvn is for Inteml uppon of Imes
Dsgnr : TLY
Chk :
4 / 2 5 / 2 00 7
.. , ...
members only to reduce buckling lengtin. Provisions must bat sonde to anchor lateral bmcing at ends and specified
TC Live
r1rL. Dead
40.0
10,0
psf:
psP
Lbr Dr: 1.00
Plt DF: 1.00
locations delennlncd by the building designer. Additional bracing oflhe rnnrell stmnure may be ramdred.(Sea HIB-91
oMI).For specific tress bracing requirements, contact building dosigner.(Trues Pint, lnrilme, TPI Is located at 583
D'Onafrio Drive, Madison, Wisconsin 53719.
4005 MARONDA WAY
Stanford, FL. 32771
(407) 321-0064 Fax (407) 321-3913
Component Engineering by; Truss Engineering Co., P.A., gig Soundslde Rd, Edenton, NC 27932
BC Live
0.0 0
psf
O . C , 2- 0- 0
TOMAS PONCE P.E. LICENSE HOo50069
BC Dead
5.0
psf
FBC-04/TPI-02/NDS-01
767 Medalilon PI. Chuluot3, FL 72766
Code; FLA
TOTAL
55.0
Psf
V5 , 4 . 18-90966
Design; Matrix Analysis
Profile Path; C:\TEE-LOK\Work\Jobs\STJAF\STJAF\FB.prx
r�
STAJF _ I Name: SWAP
Cuetomer:ST, JOHNIS A WO:STAJF
SiGN INFORMATION a
design is for an individual building component and
an based on infarrar ion pmwided by ilia client. The
ner disclaims an)• responsibility for damages as a
of fault• or incorrect information, specifications
u designs famished to the Intss designer by the client
he correctness or accuracy of this information as it
mlate to a specific project and accepts no
risibility or mircises no annual uiih mgnrd to
:.lion, handling, shipment and Installation of trusses.
Inus has been designed as an Individual building
client in accordance with ANSVTPI 1.1995 and
•97 to be incorporated as pan of the building design
Milling Designer, When "•hired for epprmal by
liking design.,. the design loadings shown muss bra
and to be sure that ilia data shown are in agreement
The local building codes. local climatic records far
or snow tends. project specifications or special
xl lands. Unless shoe", truss has not been designed
omge or occupancy lords. The design assumes
cession chords (top or bottom) am continuously
d lt'sheathing unless otherwise specified Whets
in chords In tension ore not fully band leleaily by a
illy applied rigid ailing, they should be braced at a
mum spacing of w two o.c. Connector plates shall be
Acared from 20 gauge hot dipped galwmnized slat
ng ASTM A 653, Grade 40. unless otherwise shown.
BRICATION NOTES
to fabricotiori, the fabricator shall "•tau• this
Ing to %Trifi• That this drawing Is in conformance with
bricntor's plans and to realize a continuing
risibility for such ivriOation. Ant• dlccapancies are
put in waling before rolling or fnbriend.n. Plata
not be installed over knotholm knots ar distorted
. Members shall be cut for light filling wood to wood
wg. Connector plates shall be located an both faces or
ass Willi nnils fully imbedded and shall be s)m. about
IN unless obi shorn. A 5x4 plate is 5' wide s
Ig. A 6x8 plate is 6' wide x 8' long. Slols (holes)
nmllet la the plate length specified.,Doubte cuts on
nembors shall meal at the anueid crib. webs unless
nix slim". Co".tor plate sizes am minimum
based on the faros aI m and may tad to be
ised for certain handling and/or erection stresses. 0'
miss Is not to be fabricated with rim nuardrnt treated
a unless otherwise shown- For addiHeard
nation on Quality. Central refer to ANSVT'PT
,5
ECAUTIONARY NOTES
racing and erection recommendniions am io be
led In accordance with accepted industry
anions. Tosses am to be handled with particular
luring banding and bundling, dclisery and
Intion to ewoid damage. Temporary and pennoneal
ig for holding trusses In in straight and plumb
on and for ralsting Inteml Ibras shall be designed
rs filled by ethers. Careful handling is essential and
on bracing is rhwms required. Normal precautionary
I for trusses requires soh temporary bracing during
Intion between Inisses to maid toppling and
noing. The supenision orereclion of trusses shnll be
the control of persons evperit ad in the
Intion of trusses. Professional advice shall be sought
ded. Concentration of consrucllon loads greater than
sign loads shall not be applied to trusses of any time.
ands other Ilion the might Orlin erectors shall be
d to Trusses until ancr all fastening and bracing is
Icied
TC: 4se 2 SP #2
BC: 4x 2 SP #2
WB: 4x 2 SP #3
Unbalanced load ciai 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,
HOT CHORD 15-14=0/814,14-13=0/1736,
13-12=0/2026,12-11=0/2026,11-10=0/1755,
10-9-0/809,
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=-322/4B,
11-6=0/304,6-10=-640/0,10-7=0/677,
7-9=-1056/0,9-9=-56/0,
1-4-0
[) or 0: Plates) OFFSET from joint center,
The Joint Detail Report must be included
with any submittal, inspection, and/or
fabrication documentation.
This trues is designed in accordance with
the 2004 Florida Building Code section
2306.1 and referenced standards, U.N.O.
----MAX. REACTIONS PER BEARING LOCATION-----
X-too BSat Vert Horiz Uplift Y Type
0- 1-12 1 747 0 0 B Pin
13- 5- 4 1 747 0 0 B B Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
,WEB. ..FORCE..CSI, Cr .WEB. ..FORCE..CSI.
1s- 1 -49 0.01 C 5-11 -322 0.07
IS- 2 -1063 0.23 C 11- 6 304 0.12
2-14 649 0.26 C 6-10 -640 0.13
14- 3 -633 0.13 C 10- 7 677 0.27
3-13 547 0.22 C 7- 9 -1056 0.22
13- 4 -234 0.05 C 9- 8 -56 0.01
12- 5 -144 0.03 C
Typical Panel = 3011
6-2-0
6-2-0
1 2 3 4
1.50
1.50 3x6 3x4 1.1i
11vAl q-A
TI:FC Qty:3
------Joint Locations-_7 -
1) 0- 0- 0 6) 9- 7- 0 11) 8- - 0
2) 1- 6- 0 7) 12- 1- 0 12) 7- 0- 4
3) 4- 0- 0 8) 13- 7- 0 13) 5- 3-12
4) 5- 3-12 9) 13- 7- 0 14) 2- 9- 0
.5) 7- 0- 4 10) 10-10- 0 15) 1 0- 0
In -Plant Quality Assurance with Cq
In -Plant Quality Assurance, per
sec, 3.2.4 of TPI-1-02, for joint(s):
2,7,9,10,15
..TC: ..FORCE..CSI. Cr .,BC. ..FORCE..CSI.
1- 2 0 0.21 'A 15-14 814 0.23
Cr 2- 3 -1291 0.25 A 14-13 1736 0.56
C 3- 4 -2026 0.47 A 13-12 2026 0.74
C 4- 5 -2026 0.45 A 12-11 2026. 0.74
C 5- 6 -1919 0.43 A 11-10 1755 0.40
C 6- 7 -1295 0.37 'A 10- 9 809 0.21
C 7- 8 0 0.17 A
C_-------- GLOBAL MAX DEFLECTIONS---------
LL TL
in./Ratio in./Ratio Jnt(a),
I.Span-0.09/999-0.17/942 5
Boriz, 0.02 0.03 NA
Long term deflection factor = 1.50
II,En
3x6 3x4
R
747# 3.50"
0-3-8
1- 4- 0
R
747# 3.50"
3-7-0
15 14 13 12 11 10 9
[3x4] 1.5x3 3x4 3x4 .3x6
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:
�d�666eis '5 C Bracing sham on this dmaing Is not erection bracing, hind bracing, portal bracing or similar bracing which is a part of
Maronilia building design and which must be considered by the building designer. Bracing shonm is for Inleml support of truss
members only to reduce buckling length. Previsions must be made to anchor Intent bracing at ends and Rac ied
locations determined by ilia building designer. Additional bracing of Ilia awemll structure may be mqufmd. (Sce RIB-91
4005 MARONDA WAY of TFI).Fa, speelfrc lass bmelng rcqulremems, contact building deslgncr.frmn Plate institute, TPI Ia located at 393
D'OnoMo Drh%Madison, Wisconsin 53719).
Sanford, FL. 32771 Component Engineering b)•: Toss Engineering Co., P.A., HIS Soundside Rd, Edenton, NC 27932
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE p0050068
307 Medallion PI. Chuluota, FL 327GG
Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\STJAF\STJAF\FC.prx
Scale = 0.4538
Eng Job: STAJF ITI:
WO: STAJF
Dwg: PC
_TLY Chk: 14/20/2007
TC
Live
40.0
psf
Lbr DF: 1.00
TC
Dead
10.0
psf
pit 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
r�
N
STA07 . I Name: STbrAF
Customer:ST, JOHN'S A WO:STAJF
SIGN INFORMATION
Iaign is for an Inditidual building component and
to based on informtulon prmided by the client. The
,at disclaims an)• mponsibili0• rot himnges as n
or faulty or Incorrect iaromaRon. specifications
r designs filmisbed to the truss designer by the client
e concstness or accuracy of this Infomtotion as It
elate to a specific pmjeel and accepts no
Isibiliq• or exercises no control iAth regard to
,lion. I lingi shipment and installation of Imsses,
Iniss has been designed as an Inditidunl building
mend in omordnnce pith ANSVIPI 1.1995 and
97 to be Incorporated as part of the building design
luilding Designer. When m•fmtad for appmtml by
ilding designer, ilia design loadings sl mun be
sd to be sure Ihm Ilse daln shmm are in agna l
Ire 1=1 building codes, local climatic records rot
it snore loads, pm)ecl specifications or special
d lands. Unless shmm truss has not been dolgned
nge of oecnipancy lands. The design assumes
ession chords (lop or bottom) are continuously
I by sheathing unless othendse, specified. Where
i chords In tension an not Rally bmmd latemll• by e
'Iy applied rigid calling, they should be braced at a
nun spacing of 10'-0' o.c. Connector plates shall be
'Related Ilium 20 gauge hot dipped galtmnind steel
ig ASTM A 633. Gmdo 20. uNess mhmviise shmm.
3RICATION NOTES.
o fabrialion, the Ihbrlolor shall retiem this
rg to terifp that this dinning Is in conformance Stith
nicalor's plant and to ratliu n continuing
sibilir for rich verification. Any discrepancies am
cal in tailing before tuning or fabrication. Plain
lot be installed mtr knotholes, knots or distorted
Members shall be cot for tight filling ad ad to wd
g. Connector plates shall be localed on bulb faces of
ss Mtn nails fully imbedded and shall be s)m. about
at unless othernise shmm. A 5A plate is 5- aide x
g. A 6xg plate Is 6' aide x 8' long. Slots (holes)
radial to the plate length specified. Double cuts on
embers shall mmu .l the cantmid of the nobs unless
iris shmm. Connector plate sizes am minimum
esed on the forms shmmm and may need to be 0
sad rot cannin handling and/or erection stresses.
siss is not to be rabricaled uilh rim miardnni treated
r..]as othernisc shone. Per additional
moon on Quality Control infer to ANSVI-PI
T
LCAUTIONARY NOTES
icing and erection mcommendalions arc to be
ad In naordanca ttilh accepted industry
,ions. Trims; are to be handled Milt pnnlmlor
,ring banding and bundling delhen• and
colon to maid damage. Temporary and permanent
g rot holding trusses In n stmight and plumb
m and for resisting lateral Ibma shall be designed
stalled by others. Careful handling is essential and
m bmcing is nlnuys required. Normal ptecaulionnr•
for Irussa requires Mich temporary bmcing during
mion bennen Irusscs to m ld toppling and
Ding. The mpenisicn cremation of inissa shall be
the conlml ofpersons mperienced in the
Ilion of inassas. Professional adtica shall be sought
ed. Commstralion of construction loads greater Than
sign lands shall not be applied to Trusses at miy time.
ids other than the uelghl of The anal shall be
I To Irussa until after nil tesioning and bmcing is
:led
TC: 4x 2 SP #2
BC: 4x 2 SP #2
WE: 4x 2 SP #3
(2) 4x 2 SP #3 8-9
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=-1264/0,3-4--1985/0I
4-5=-1985/0,5-6=-1884/0,6-7=-1277/0,7-8=0/0,
HOT CHORD 15-14=0/805,14-13=0/1710,
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,
T
1-4-0
Typical Panel = 3011
6-1-2
6-1-2
1 2
1.Sx3
1.5x3 3x6
13 or 0: Plate(a) OFFSET from joint center.
The Joint Detail Report must be included
with any submittal, inspection, and/or
fabrication documentation.
This trues is designed in accordance with
the 2004 Florida Building Code section
2306.1 and referenced standards, U.N,O,
----MAR, REACTIONS PER BEARING LOCATION-----
VLoa BSet Vert Horiz Uplift Y Type
0- 1- 8 1 739 0 0 B Pin
13- 3-12 1 739 0 0 B H Roll
PROVIDE UPLIFT CONNECTION PER SCHEDULE
,WEB. ..FORCE,.CSI,.Cr WEB. ..FORCE..CSI.
15- 1 -49 0.01 C 5-11 -307 0.06
IS- 2 -1051 0.22 C 11- 6 292 0.12
2-14 639 0.26 C 6-10 -628 0.13
14- 3 -621 0.13 C 10- 7 665 0.27
3-13 523 0.21 C 7- 9 -1044 0.22
13- 4 -219 0.04 C 9- 8 -55 0.01
12- 5 -143 0.03 C
13-7-0
3x4 1.5;T3 fivdl i-A
TI:FD Qty:2
--Joint Locations=---_------
1) 0- 0- 0 6) 9- 5- 4 11) 8- 2- 4
2) 1- 6- 0 7) 11-11- 4 12) 6-10- 8
3) 4- 0- 0 8) 13- 5- 4 13) 5- 3-12
4) 5- 3-12 9) 13- 5- 4 14) 2- 9- 0
5) 6-10- 8 10) 10- 8- 4 15) 0- 0- 0
In -Plant Quality Assurance with Cq = 1.11
In -Plant Quality Assurance, per
sea. 3.2.4 of TPI-1-02, for joint(s):
2,7,9,15
..TC. ..FORCE..CSI. Cr ..BC. .,FORCE..CSI.
1- 2 0 0.21 A 15-14 805 0.22
Cr 2- 3 -1264 0,24 A 14-13 1710 0.53
C 3- 4 -1985 0.42 A 13-12 1985 0.71
C 4- 5 -1985 0.41 A 12-11 1985 0.71
C 5- 6 -1884 0.42 A 11-10 1729 0.39
C 6- 7 -1277 0.36 A 10- 9 799 0.21
C 7- 8 0 0.17 A
C -------- GLOBAL MAX DEFLECTIONS---------
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
(L): Deflection is from local inner panel
II,
11j
3x6 3x4 [3x4l 1.50 3x4 3x4 3x6
N
739# 3.00"
N
739# 3.00"
3- 5- 4
15 14 13 12 11 10 9
13-5-4 0-
2
(RO- 1-12)
EXCEPT AS SHOWN PLATES ARE MiTek MT20
...1. WARNING;
READ ALL NOTES ON THIS SHEET, A COPY OF THIS DRAWING TO BE GIVEN TO
�'T ERECTING CONTRACTOR. BRACING WARNING:
� >�� 4 ± �11 Bracing all on this drawing is nor erection bracing. u1nd bmcing, Postal bmcing or similnr bmcing which Is n pan of
GGii Y/ s i3a the building design and which must be considered by the building designer. Bracing shown is for lateral sappon of Imss
members only to reduce bneWing length. Provisions must be rondo to nnchor Inleml bmcing nl ends and specified
Iocnlions determined by the bullding designer. Additional bracing of the ostniil structure cony be mcufmd. (See HIS-91
ofTPI).For specific Imss bmcing requirements, contncl building dnIgnen(Tmss Pirtle Insllhne, TP1 Is located nl 583
4005 MARONDA WAY D'onafrla Dritt, Mndlson, Wisconsin 53719).
Sanford, FL. 32771 Component Engineering by: Truss Engineering Co.; P.A., 818 Soitndsidc Rd, Edenton. NC 27932
(407) 321-0064 Fax (407) 321-3913
TOMAS PONCE P.E. LICENSE 000050068
367 Medallion PI. Chuluoia, FL 32760
Design: Matrix Analysis
Eng Job: STAJF
Dwg:
Degnr: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 psf
N
Scale = 0.4538
WO: STAJF
TI: FD
4/20/2007
Lbr DF: 1.00
Plt DF: 1.00
O.C.: 2- 0- 0
FBC-04/TPI-02/NDS-0l
Code: FLA
v5,4.18-90684
`r
Profile Path: C:\TEE-LOK\Work\Jobs\STJAF\STJAF\FD.prx
a I STAJF IeName: $TJAF
CuStOmer;ST, JOHN!S A WO:STAJF
'ESIGN INFORMATION
its design Is for an Individual building component and
s ban based an informntion provided by the client. The
signer disclaims nm rasponsibil!ry for damages as e
;ill of trap)• or incorral Information, spectflalians
dfor designs fumished to the truss designer by the client
d the corr ,1l or accuracy of this infamnl!on as it
t• raffle to a specific project and accepts no
ipensiblllly or c%cmises no contral with regard to
srialion, handling, sh(pmenl and Inslnnalion of trusses.
his Imss has been designed as an individual building
inpatient in accordance pith ANSVIPI 1.1993 and
)S-97 to be incorporated as pan of Ilia building design
a Building Designer. When mic%ed for opprovrd by
building designer, the design loadings shown must be
inked to be sure that the dale shown are In agreement
Ill the foal building codes, local climatic records for
nd or snow lands, pmjm specifications or special
plied !cads. Unless shmM from has not been designed
r storage or oaupimV!ends, no design assumes
repression chords (lop or bottom) ate antinuoush•
aced by sheathing unless otherwise specified. Where
llom chards in Icnsion am not filly braced laterally by a
operly applied rigid ailing, they should be broad at a
uimum spacing of 10'-0' o.e. Connector plates shalt be
inufoctund from 20 gauge hot dipped galvanized steel
mling ASTM A 653. Grade 40. unless olhenvise shown.
ABRICATION NOTES
tot to fabrication. The fabricator shall review this
outing to verlR• that this finning is in confarmance with
e ftbrieflor's plans and to realize a continuing
iponsibility for such verification. Any discrepancies are
be put in venting before calling or fnbria!lon. Plates
all not be installed over knolholes, knots or distorted
min. Members shall be at for light rifting food to wood
tiring. Connector plates shall be lanced on both faces of
: miss milt nails fully Imbedded and shall be see. about
Jainl unless otherwise shmm. A 5s4 plate is 5' wide s
fang. A 6s8 plate is 6' wide A 8' long. Sloss (holes)
a pandlel to the plate length specified. Double ass on
:b mcmbcn shall meet at the antmid of the uebs unless
'rernise shown. Connector plate sizes pre minimum
:as based on the farces thrown and may need to be
:mused for aneia handling andfor erection stresses.
Its Imss is not to be fnbrienled with ram retardant treated
mbar urdess olhereise shown'
For additional
formation on Quality Central rater to ANSIfIP1
1995
RECAUTIONARY NOTES
I bmeing and mliar recommeadntians nm to be
(lowed In accordance with acaepled industry
bliradons. Tresses as to be handled niih particular
m during bonding and bundling. delivery and
titillation to avoid damage. Temporary and permanent
acing for holding trusses In a straight and plumb
sition and for misting lateral farces shall be designed
it Installed by olhers. Careful handling Is essential and
Mien bracing Is always required. Normal precautionary
lion for Imssas requires such temporary bracing during
itallaitun between Irusm, to avoid toppling and
minoing. The supervision of erection of abuses shall be
ido time control of persons etperienad In the
siallation of trusses. Professional advice shall be smrghl
needed. Conantraliun of consirunion leads grater than
e design lads shall not be applied to Inlssa of any lime.
'o leads other than the neigh) of the creciors shall be
plied to Imsses nnlil aller nil fnsiening and bracing is
mplo.d
TC: 4x 2 SP #2
BC: 4x 2 SP #2
WE:- (2) 4x 2 SP #3
4x 2 SP #3 3-11,3-10,4710
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 loadcases.
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 -520 058
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 Pane) = 30"
[I or (): 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,
Bq 15.0 ft, Iea 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 ea 1.11
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc BSet Vert Boris: 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
11- 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 8- 6 -520 0.18
10- 4 140 0.04 C 7- 6 392 0.08
TI:FG Qty:3
----Joint Locations-
1) 0- 0- 0 5) 6-11-14 9) 5- 8-14
2) 0- 7- 4 6) 9-11- 8 10) 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/MaxTension
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,
Cll-3=-606/752,3-10=-276/256,10-4=-130/140,
C4-9=-64/105,9-5=-100/76,5-8=-347/406,
C8-6=-520/454,7-6=-343/392,
C
C
I�7- 9-4-1 L
1 2 3 4 5 6
10.00
.. ,... ..w. JAY
349# 8.00"
12 11 10
EXCEPT AS SHOWN PLATES ARE MiTek MT20
WARNING:
MLajsREAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO
ERECTING CONTRACTOR. BRACING WARNING:
r d Systemn
Bracing shown on this dinning Is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of
the building design and which must be considered by the building designer. Bracing shown Is for Inteml support of iniss
members only to reduce buckling length. Provisions must be made to anchor lateral bmcing of ends and specified
laal!ahs determined by the building designer. Additional bracing of the avemll clnimute may be mm ircd. (See H1e-91
arITI).For speeine truss bracing requirements• contncl building dalgner.(Tniss Plate Institute. TPI is located of 583
4005 MARONDA WAY D'Onofrio Drive, Mndlson, 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
TOMAS PONCE P.E. LICENSE 0I0050068
367 Medallion PI. Chuluo}a, FL 32766
Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\STJAF\STJAF\FG.prx
JX4
349# 3,00"
Scale = 0.4655
Eng Job:
STAJF
WO: STAJF
Dwg:
TI: FG
Dsgnr:TLY Chk:
4/25/2007
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
v5.4.18-91039