HomeMy WebLinkAboutProject Information_jb�'
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Maronda
Systems
a IIIlaronda Systems
4005 Maronda Way
Sanford FL 32771
(407) 321-0064
Fax (407) 321-3913
Engineer/Architect of Record: Carl Brown P.E. 500
N. Maitland Ave. Suite 101 Maitland, FL 32761 FL PE # 56126
Design Criteria: TPI
Design: Matrix Analysis
MiTek software
PLAN JOB #
LOT
ADDRESS
DIV/SUB
MODEL
MELODY'B' BASE
51OA00AG
A- ANGELS
5112 SILVER OAK DR.,
MEL/051
I MLOB32B/IR
GRACE
FORT PIERCE FL 34982
This structure was designed in accordance with, and meets the requirements
of TPI standards and the FLORIDA BUILDING CODE 5TH EDITION (2014) for 160 M.P.H. Wind Zone. Exposure C
Truss loading is in accordance with ASCE 7-10. These trusses are designed for an enclosed building.
With risk category II.
The Truss Engineering package for the above referenced site was generated by the
Truss Designer/Architect/MiTek.
I, Carl Brown P.E. the Delegated Truss Engineer for the above referenced lot
Have reviewed the package and confirmed that it matches the physical and structural
Parameters found on the set of permit drawings.
Truss ID Run Date Drawing Truss ID Run Date Drawing No. of Eng. 59
Reviewed I I Reviewed �Dwgs:
�I I avnut I 03/16/16 I I T(l1 I n3/1win I I Rnnf I nAd'Q-
BCSI-131
2008
T02
03/16/16
TC Live: 16.0 psf
TC Dead: 7.0 psf
BC Live: 0.0 psf
BC Dead: 10.0 psf
611
2011
T03
03/16/16
HIP TRUSS
02/09/09
T04
03/16/16
VALLEY
12/07/09
T30
03/16/16
TOE NAIL
02/09/09
T30A
03/16/16
Total 33.0 psf
G31
03/16/16
TGRD21
03/16/16
DurFac- Lbr: 1.25
DurFac- Pit: 1.25
O.C. Spacing: 24.0"
H01
03/16/16
Vol
03/16/16
H02
03/16/16
V02
03/16/16
Yiu3
U3/l6/lb
Vu3
u3/lb/16
rioor Loaas-
H04
03/16/16
TC Live: 40.0 psf
TC Dead: 10.0 psf
BC Live: 0.0 psf
BC Dead: 5.0 psf
H05
03/16/16
H06
03/16/16
H07
03/16/16
H08
03/16/16
Total 55.0 psf
H10
03/16/16
DurFac- Lbr: 1.00
DurFac- Pit: 1.00
O.C. Spacing: 24.0"
1-111
03/16/16
H12
03/16/16
H2O
03/16/16
HGRD09
03/16/16
HGRD13
03/16/16
J01
03/16/16
J01A
03/16/16
102
011/16/16
J02A
03/16/16
J03
03/16/16
J03A
03/16/16
J04
03/16/16
J04A
03/16/16
J05
03/16/16
J30
03/16/16
•';�'
J30A
03/16/16
•;"
J31
03/16/16
J31A
03/16/16
INV #
DESC
QN`ry
J32
03/16/16
050060.0110
JUS26
;3 --j :
JGRD01
03/16/16
050060.0047
THD28
JGRD01A
03/16/16
050060.0049
THD28-2
- `~
JGRD05
03/16/16
050060.0106
HUS26
JGRD30
03/16/16
050060.0272
THD179
MGRD30
03/16/16
050060.0058
THJ26
3'':.,
050060.0312
HJC26-SK60
SEAT PLATES
127
FLOOR SEAT PLATES
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INFORMATION BASED ON 160.00 MPH WINDLOAD.
ALL PRESSURES WERE CALCULATED USING
MWFRS/C-C HYBRID WIND ASCE 7-10.
PROVIDE TRUSS BRACING PER TRUSS
=NGINEERING AND BCSI 1.03.
TRUSS PLACEMENT PLAN
13' 10" 36' 0"
cR0
p�1.
7' 0" 18 0"
16' 0" 7' 0"
�°
G�
a a S
a a a
c
-
IF�ll
J04A
J03A
J02A
1
04
J03 c
D2
o
GRD09
H06
H07
HUB
H05
N
H03
02
H01
TOt
0
6
T01
_
TD7
e °
01
H01
N
HD2
T02
T03
0
iD
T04
1
a
H11
H72
0
J02
J03
J04
0
G 3
1
o
Rp
ps
0
3
2D
J31A
o
3
TGRU21
3
>
T30A
O
3
0
30
p
1.
441 tT AF.F. UNLESS
OTHERWISE NOT
12' 8"
5' 10.
t AS' oC G31
)G w55a
2' 6" t,-3 2' 6"
10' 0.,
49' 10"
w
N.san on vsEw�mF
BLOCKING @ CORNER JACK
U.N.O. ON ROOF FRAMING PLAN
TRUSS TO MJSONRY: (1) TA19
$4
TRUSS TO WOOD FRAMING: (1)RTS
5O
JACK TRUSSES TO GIRDER TRUSS SHALL BE NAJLED
TOPIBOTTOM CHORD
VALLEY SET TRUSSES, SEE ENGMEERBIG TRUSS PACKAGE
FOR CORRECT CONNECTION-1. SEE PERMITTED PLANS
HUS26
THD28.2
THJ26 (CLEVELAND HANGER)
HJC26-SK60
m+mnux+
""'"`" 28
40D5 MARONDA N.'AY
SANFORD, FL 32771
(407) 321-0064
USTOMER:Maronda Systems
Iodel:MELODY
LEVATION: B
RAWN BY: C. HUNTER
ELEASE DATE: 3/16/2016
GARAGE: RIGHT
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RIDA
t STRUCTURE WAS DESIGNED IN
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ORDANCE AND MEETS THE
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[UIREMENTS OF SECTION R301 OF THE
RIDA BUILDING CODE 5th EDITION (2014):
HAVE
Z)
-
IDENTJAL. ALL CONNECTORS
N CHECKED TO WITHSTAND ALL
�—
LICABLE LOADS AND DESIGN CRITERIA
TED ON THE COVER SHEET.
W
IGNED WIND"SPEED
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= 160 MPH„•I""^M
O
I=124 MPH
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REVISIONS
I--
O
Z
O
M
MWF = MAIN WIND FORCE
C&C = COMPONENTS AND CLADDING
TOB = TOP OF BEARING
TC =TOP CHORD
BC = BOTTOM CHORD
LL = LIVE LOAD
O
DL = DEAD LOAD
U
psf = POUNDS PER SQUARE FOOT
# = POUNDS
LOADS PER FBC & FRC
Q
'NON -CONCURRENT BC LL 10psf
\
CONCURRENT BC STORAGE LL 20 psf
O
I..L
T R 1 F
OFF -RIDGE INSTALLATION
83„
8 S❑LID 2X4
TRUSSES 21'0211
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2,-63„
LAMANC❑ OFF RIDGE VENT FRAMING DETAIL
SHEET:
OR 1 g
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,�' Ff17RIOAR[RT.OMCOnF.:A07:RF•.9R)GNW
October 25, 2012 STANDARD BOLT TO SCREW ST-4PLY SCREW
TRUSS CONNECTION DETAIL
11aLJ
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MiTek USA, Inc.
MiTek USA, Inc. Page 1 of
Four ply girder trusses are to be connected together using the nailing or screw schedule
provided by Mitek 20/20 software. In addition to the nailing typically specified, 1/2" dia. bolts
are sometimes specified throughout certain chords as indicated on the truss design drawing.
In lieu of these bolts, the following wood screws may be used: USP WS6, MiTek Trusslok 6",
or equivalent.
These screws are to be installed in two rows spaced 24"o.c. in 2x 6 and larger chords
(use one row in 2x 4 chords) as shown in the detail below.
These connections are intended to provide clamping force to aid in allowing the four ply
assembly to act as a unit and are not included in the calculation of ply to ply load transfer.
TREWS
24"
24"
SCREWS MAY ALSO BE
STAGGERED AS SHOWN
Please note that screws are not required from the back face. However, it is
vitally important that the plies are tightly clamped together during the installation of
the screws to prevent gaps between the plies.
For trusses where screws are specified for the ply to ply connection instead of nails,
the bolts called in the connection notes may be omitted.
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.... ._
OzIll
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III
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1 1 1
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" [ HIP TRUSS BLOCKING REQUIREMENTS
1'-113 4" 1'-11 1/2"
BLOCK
BLOCK
=x.
2
12
—16 x3
&
12
c
5F
+
0
4
�V
2X BLOCKING TYP 2X BLOCKING TYP
NAILED W/ 10D 12" O.C. NAILED W,/ lOD 12" O.C.
2
�
1-111/2'
�
o
1'-11 3i4" I I I
PRE - ENG'D TRUSSES
�
L1
a
o
7/16" OSB ROOF
SHEATHING
m
I
12 I 12
5[ 6
5/12 (1) 2X TO THE FRONT OF HIP TRUSS 6/12 - 8/12 PICH (2) 2X BLOCKING ONE FRONT
& ONE BACK OF HIP TRUSS FLAT TOP CHORD
Slim:
NOTE: NO BLOCKING IS REQUIRED ON 4/12 AND BELOW PITCHED ROOFS
u B 1
'8
11
8
TOE -NAILED CONNECTIONS AT BEARING LOCATIONS
90 DEGREE ANGLE/SQUARE CUT
Connection at A Connection at C
EID£VIEW SID£VIEW
l:iN (i4)
NFJIR SIDE NEViSIDE
-1 FAR SIDP PAR SIDE
NPAR SIDE -~ NEARSIDE
o.00•
L / 1
L/3
1 Od (0.131" x 3") nails
I., ,t
•; u
mt TTT /Y ♦ T i� i�T� TTT TT ♦ 1 IT1 T!Y
45 DEGREE ANGLE / SQUARE CUT
Connection at B
SIDE VIEW
.)
NFAR IDE
NEAR SIDE
t
�\4�
L�
10d (0.131" x 3") nails
CONNECTION VALUES:
GRAVITY
(3)10D 320
(3)16D 355
UPLIFT
385
462
Wind loading: Basic wind speed is 160 MPH ULT (124 ASD).
Exposure category B or C.
Occupancy category II
4.8 psf top chord dead load.
4.2 psf bottom chord dead load.
25' roof height.
MWFRS gable end zone.
Enclosed building (fond. I)
FBCR-10 TPI-07 ASCE 7-10
Duration of load is 1.60 SKEET'
L= NAIL LENGTH
a
GENERAL NOTES NOTES GENERALES HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES
Trusses are not marked in any way to IdenUfy the Los trusses no estan marcados de ningdn modo que RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES
frequency or location of temporary lateral restraint identifrquelafrecuendaobra!irad6nderestdcd6nlateral
and diagonal bracing. Follow the recommendations yar iostre diagonal temporales. Use las reromendaciones (S) DON'T overload the crane.
for handling, installing and temporary restraining de manejo, instaladdn, restdcni6n y arriostre temporal de NO sobrecargue la grda.
and bracing of trusses. Refer to SCSI - Guide to los trusses. vea el folleto BCSI - Gina de Buena Pradlca
Good Practice for Handling Installing. Restrain[ pars el Manejo Instalad6n. Restdcci6n yArdostre de los (S) NEVER use banding to lift a bundle.
&Bracing of Metal Plate Connected Wood Trusses de Madera Conedados con P/acas de Metal*— -
rT uses*•• for more detailed information. Para informadein mas detallada. NUNCA use las ataduras pars levantar un
Truss Design Drawings may specify locations of Los dibUlas de diseno de los trusses pueden espedfirar paquete.
permanent lateral restraint or reinforcement for las localizations de restricton lateral permanente o A single lift point may be used for bundles with
a
Individual truss members. Refer to the BCSI- rePoerzo en los miembros individuates del truss. vea la trusses up to 45' (13.7 m).
B3*** for more information. All other permanent hoja resumen BCSI-B3**• Para m6s informad6n. El TWO lift points may be used for bundles with ® A
bracing design is the responsibility of the building resto de Jos dlsenos de arriostres permanentes son la trusses up to 60' (18.3 m). WARNING! Do not over load supporting
designer. responsabffidad del desenador del edificio. Use at least 3 lift points for bundles with trusses structure with truss bundle.
greater than 60' (18.3 m). MDVERTEN CIA! No sobrecargtie la
Puede usar un solo lugar de levantar Para estructura apoyada con el paquate de
®paquetes de trusses hasty 45 pies. trusses.•
handlinnIg,, erecting,
ecting, installing, restraining WARNING! The consequences improper Puede usar dos puntos de levantar Para [� Place truss bundles In stable position.
�f�A �' paquetes mas de 60 pies.
and bradng can result in a collapse of the pn Puse paquetes de trusses en una posicidin
Use por to menos tres puntos de levantar pars
structure, or worse, serious personal injury or death. f �Ag , ._e. paquetes, mas de 60 pies. estable.
j°��
iADVERT nto, in El cl6n, do de un manejo, `( HOISTING RECOMMENDATIONS OF SINGLE TRUSSES BY HAND
letanfamlento, instalaci6n, restriccidn y arrisotre ]. I �'
inmrrecto puede ser la caida de la estructura o ( t `E�' 'i RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES
aun peo, heridos o muertos. POR LA MANO
® Ct7•�ltl'll'rrp;99 Banding and truss plates have
Trusses 20' - — `_' - ' - Trusses 30'
sharp edges. Wear gloves when handling y r
(6.1 m) or (9.1 m) orand safety glasses when cutting banding. /� :. EPCn9/'P aCI Cho s de metal tienen bordes afilados. % � less, support less, support atLleve guantes y lle tes protectores cuando torte las / ���\at peak. quarter points.
ataduras. Soporte Soporte de
del pim los IDS cuartos
trusses de 4 Trusses up to 20' de tramo los I � Trusses up to 30' �
HANDLING — MANEJO
® 20 pies o (6.1 m) trusses de 30 (9.1 m)
° Avoid lateral bending. A Q1M uT', 0J5 Use t, r_,nn jj g Utilice mends. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies
Evite la Bexidn lateral. special care in cuidado especial en
windy weather or dfas ventosos o cerca HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES
near power lines de cables eldctricos o RECOMENDACIONES PARA LEVANTAR TRUSSES INDTVIDUALES
and airports. de aeropuertos.
� 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint
is installed and the truss is fastened to the bearing points.
Sostenga cada truss en posicicin con equipo de gala hasta que la resMccidn lateral temporal de la
Spreader bar cuerda superior este instalado y e/ truss esta asegurado en los soportes.
fortruss \
° Using a single pick -point at the peak can damage the truss.
El use de un solo lugar en el pim Para levantar puede
The contractor is responsible for ' `� hater dafio al truss.
properly receiving, unloading and storing O O
so' or lass
the trusses at the jobsite. Unload trusses to
smooth surface to prevent damage. / \ /
� Use proper rig- Use equipo apropfado
El contratista time la responsabilided de ging and hoisting Para levantar e
recibir,descargaryalmacenaradecuadamenle equipment. improvisac Appre"l/2y
los trusts en la obra. f)Pscargue los trusses en la truss len th
tiers liso Para prevenir el da80. ragiine TRUSSES UP ro 30.1 .l m1
TRUSSES NASTA 30 PIES
.w
reader bar Attach
10' 0.
-sue , `� /a �- f 4'J�'•,u' -, Toe-mr �Toe.ln ale Sor ei di@ark max.
�^. 1''d mid -height
`�, rSpreader bar 1/2
��. I 23WSSIengh
Tngline -
L� TRUSSES UP TO 60' {36.3 on
���;¢��Q:r�.�„p;�-]i" •. � f: _ti � Y 1 TRUSSES HASfA 60 PIES
0 Trusses may be unloaded directly on the ground Spreader_ _ bar 2/3 to y
at the time of delivery or stored temporarily in - t 7ag'ine 34 truss length
contact with the ground after delivery. If n one
are to � DO NOT store NO almacene TRUSSES UP TO AND OVER fi0' (19.3 rn
week, place blocking of sufficientt height beneath be stored horizontally far e unbraced bundles verticalmente los TRUSSES HASTA Y SOBRE 60 PIES
eithan on ' upright. trusses sue/tos.
the stack of trusses at 8(2.4 m) to 10' (3 m)
on-center(o.c.). TEMPORARY RESTRAINT & BRACING
RESTRICCION YARRIOSTRE TEMPORAL
Los busses pueden ser de nto d e urea omen[e
en el suelo en aquel momento de entrega o
almacenados temporalmente en contacto con el _ Refer to BCSI-B2*** for more Top Chord Temporary
suelo despues de entrega. Si Jos trusses estarin �. information. \Lateral Restraint
guardados horizontalmente Para mas de una
semana, ponga bloqueando de altura suficiente ` Vea el resumes SCSI-B2*** Para mas infor- :I .`' •�0t )
detras de la pila de IDS trusses a 8 hasta 10 pies - - 2x4 min.
maci6n.
en centro (o.c.). -�` '' _ �-
Locate ground braces for first truss directly \�
0 For trusses stored for more than one week, cover r In line with all rows of top chord temporary ti
bundles to protect from the env ronment `"' lateral restraint (see table in the next column).
Pam trusses guardadas par mas de una semane, DO NOT store on NO almacene en Henna Coloque los arriostres de tierra Para el primer =90°
cubra los paquetes Para protegedos del ambience. uneven ground, desigual. truss directamente en linea con cada una de a
Refer to BCSI•*• for more detailed information r las filas de restriction lateral temporal de la Brace first truss
to handling and jobsite storage of c "� - cuerda superior (vea la tab/a en la pr6xlma
trusses. _ column). F— securely before
Yea el falieto BCSI— Para informad6n mas decal- - - _.' erection of additional
un NOT walk es trusses.
Jada sobre of manejo y almacpnado de !as trusses :'?� '' t - _ "-= � � r - unbraced trusses.
en area de trabajo. .j �\
- != NO camine en trusses _
sueltos.
1 ° :A
1
STEPS TO SETTING TRUSSES
LASMEDIDAS DE LA INSTALACIUN DE LOS TRUSSES
1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4
trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal
bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five
Busses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see
below). 7) Repeat process on groups of four trusses until all trusses are set.
i) Instale IDS arriostres de tlerra. 2) Instate el primero truss y ate seguramente al arHostre de
Tierra. 3) Instate los pr6ximos 4 trusses con restriccOn lateral temporal de miembro corto (vea
abajo). 4) Instale el affi05tre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre
#lagonal pans IDS pianos de los mfembros secundarios pans estabilice los primeros cinco trusses
(vea abajo). 6) Instale la restdccOn lateral temporal y arriostre diagonal pans la cuerda Inferior
(vea abajo). 7) Repita Este procedimlento en grupos de cuatro trusses hasty que todos IDS
� trusses eWn instalados.
fi�L"�-ca Refer to BCSI-B2" for more information.
Vea el resumen SCSI-B2 •" pans mds information.
RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES
RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES
This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs).
See top of next column for temporary restraint and bracing of PCTs.
Este methdo de restdccidn y arriostre es pans todo trusses excepto trusses de cuerdas paralelas
(PCTs) 3x2 y 4x2. Vea la parte superior de la column pans la restriccicin y arriostre temporal de PCTs.
1) TOP CHORD - CUERDA SUPERIOR
Truss Span
Top Chord Temporary Lateral Restraint (TCTLR) Spacing
Longitud de Tramo
Espaclamlento del Arriostre Temporal de Is Cuerda Superior
Up to 30'
10' (3 m) o.c. max.
(9.1 m)
30' (9.1 m) -
8' (2.4 m) o.c. max.
45'(13.7 m)
45' (13.7 m) -
6' (1.8 m) o.c. max.
60' (18.3 m)
60' (18.3 m) -
4' (1.2 m) o.c. max.
80' (24.4 m)a
-Consult a Registered Design Professional for trusses longer than 60' (18.3 m).
'Consulte a un Professional Registrddo de Diseno pans trusses mas
de 60 pies.�i
See BCSI-B2'" for TCTLR options.
Vea eI BCSI-B2't' pans las opdones de TCI1R.
Refer to BCSI-B3"' _-
for Gable End Frame re- -
strainfibracing/ reinforcement - -
- information. ITI
Para informacon sabre restric-
\\
ci6n/arriostre/refuerzo pond
Armazones Hastiales vea el
Repeat diagonal
resumen BCSI-B3"
braces for each
set of 4 trusses.
Note: Ground bracing not shown for clarity.
Replfa los arrl-
sotres diagonales
pars cada grupo
2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS
de 4 trusses.
MUM
Diagonal
LATERAL RESTRAINT
Web members
bracing
& DIAGONAL BRACING
ARE VERY IMPORTANT
I LA RESTRICCION
LATERAL Y EL
ARRIOSTRE
DIAGONAL,r
\
Bottom chords
SON MUY
IMPORTANTES!
Diagonal braces
every 10 truss spaces
u1W(3 m) - 15' (4.6 m) max. Same spacing
20' (6.1 m) max.
as bottom chord lateral restraint Note: Some chord and web members
3 j4..Jnot shown for clarity.
TTOM CHORD -CUERDA INFERIOR \
Lateral Restraints - 2x4x12' or
greater lapped over two trusses.
Bottom
chords
\E/Diagonal braces every 10
truss spaces 20' (6.1 m) max.
10' (3 m) - 15' (4.6 m) �V Note: Some chord and web members
max, not shown for clarity.
RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES
RESTRICCII)N YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2
10' 13 m) or Diagonal bracing Repeat diagonal bracing
Refer 15' 4.6 m)• � every 15 truss spaces 30'
B '"o for E / , '
m inform
more information.
Vea el resumen
BCSI-8711' pars
mEs informac6n.
Apply Diagonal brace to vertical
webs at end of cantilever and at
bearing locations. All lateral restraints
lapped at least two trusses.
'Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords
and 15' (4.6 m) c.c. for 42 chords.
INSTALLING - INSTALACIDN out -Of -Plane
0 Tolerances for Out -of -Plane.
Tolerdncias pans Fuera-de-Plano.
rr�- Lengm -►I_ M . Bm `
4��ax RD.�.P�l 'r
0
�_
i
.-..... ngth-.. Le ..... - 5
Le u1 u 'gb
0 Tolerances for Out-of-Plumb,Tolerandas pansD/50 max
Fuera-de-Plomada.
CONSTRUCTION LOADING
CARGA DE CONSTRuca6N
® DO NOT proceed with construction until all lateral
restraint and bracing Is securely and properly in place.
NO proceda con la construccion hasty que Codas las restric-
ciones laterales y IDS arriostres esten colocados en forma
aproplada y segura.
DO NOT exceed maximum stark heights. Refer to BCSI-B4"'
for more information.
NO exceda las alturas maximas de montdn. Vea el resumen
BC5I-84- pans rl information.
Out -of -Plumb
Max. Bow
Trues Length
DlSD
D (fit.)11.,
(19 mm)
12.5'
(3.8 m)
1/4"
1'
7/8"
14.6'
6 mm)
0.3 ml
22 mm
4.5 m)
112"
2'
V.
16.7'
It 3 mm
(0.6 m
(25 mm)
5.1 m
3/4"
3'
1-118"
18.8'
19 mm
(0.9 m
(29 mm)
5.7 m)
T.
4'
1-1/4"
20.8'
25 mm
1.2 m
32 mm)
6.3 m)
1-1/4"
' 5'
1-318"
22.9'
(32 mm)
1m)
35 m
m.5
(7.0 m
1-1/2"
6'
1-1/2"
25.0'
38 mm
1.8 m
(33 mm)
7.6 m)
1-3/4"
7'
1-3/4"
29.2'
(45 ram)
2.1 m
45 mm
(8.9 m
2"
28.
2"
233.3'
(51 ram
z2.4 m
(51 mm
10.1 m
Maximum stack Height
for Material on Trusses
Material
Height
Gypsum Board
12' (305 mm)
Plywood or OSB
16" (406 mm)
Asphalt Shingles
2 bundles
Concrete Block
e' (203 mm)
Clay Tile
3-0 ties high
'r,,
cY
DO NOT overload small groups or single trusses.
y,
NO sobrecargue pequenos grupos o trusses Indivyduales.
NEVER stack materials near a peak or at mid -span.
NUNCA amontone los materlales terra de un plm.
RJ Place loads over as many trusses as possible.
Coloque las cargas sabre tantos trusses como sea
posible. �I
✓0 Position loads over load bearing walls.
6
Coloque las cargas sabre las paredes soportantes.
E
ALTERATIONS -ALTERACIONES
Truss bracing not
snown for :ladly.
Refer to BCSI-B5."
Vea el resumen BCSI-B5. "I
DO NOT cut, alter, or drill any structural member of a truss unless
specifically permitted by the truss design drawing. >
NO torte, altere o perfore ningGn miembro estructural de un truss,
a mends que estrJ especihcamente permitido en el dibujo del diseno
del truss.
Trusses that have been overloaded during construction or altered without the Truss
Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void.
Trusses que se han sobrerargado durante la construcd6n o Iran sido alterados sin la autorizacicin
previa del Fabrirante de Trusses, pueden hater nulo y sin efecto la garantfa limitada del Fabri-
cante de Trusses.
-"Contact the Componerd Manufacturer for more Infamiation or mroult a Registered Design Profeuional for assistance
To view a non -printing PDF of this document, von[ www.sMMu4rv.mm/bl.
NOTE: The truss manufacturer and teas designer rely on the presumption ttra hat the concmr and er me operator (d applicable) are
professionals with the capability to undertake the work they have agreed m do on arry ghen project If the contractor believes It needs
assistance in some aspect of the construction pmjedm , it should seek assistance from a competent parry. methods . The and procedures
ouOlned In this document are intended to ensure that the overall construction techniques employed will put the truss Into place SAFELY.
These remnmervlations for handling, installing, restminirg and bracing trusses are based upon the collective experience of leading
person
nel Invoked with truss design, manufacture and installation, but must, due to the nature of responsUldies involved, be presented
only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as
superior to the building designers design speoeatlon for handling, Installing, rest era ng and bracing trusses and it does not preclude the
use of other equivalent methods for rmtrainingrbracing and pmriding stability for the vans, columns, floors, rods and all the Interrelated
sbucturel buildng components as detvmined by the tractor. Thus, WCA and TPI expressly disdaim any sbil responity, for damages
ansing from the use, application, or reliance on mmmend e recoations and information contained herein.
TRUSS PLATE INSTITUTE
6300 Enterprise Lane • Madison, WI 53719 218 N. Lee SL, Ste. 312 • Alexandra, VA 22314
AnAf774-4R4q.,xnw.cMlnditttrv.mm 7nwr ,t-inin.-mina -
® WARNING! Disregarding Permanent Restraint/Bracing is a major cause of truss field perfor- El The TDD provides information on the assumed support for the bottom chard.
manse problems and has been known to lead to roof or floor systems collapse. El TDD provee infonnaci6n sobre el soporte supuesto para la cuerda inferior.
IADVERTENC 41 Descuidar el Arriostre/RestnccOn Pennanente es una causa principal de
problemas de rendvniento del truss en Campo y habla conoddo a Ilevar al derrumbamiento del El Install bottom chord permanent Lateral Restraint at the spacing indicated on the TDD
sistema del techo o piso. and/or by the Building Designer with a maximum of 10' on center.
® cr • 0 19 Spans over 60' may require complex permanent bracing. Please always consult a Instale Restriccidn lateral permanente de la cuerda inferior al espaciamiento
Registered Design Professional. indicado en of TDD y/o por el Disenador del Edirfcfer con un mdximo de 10 pies en el
►CAUIRN Tramos sobre 60 pies pueden requerir arriostre permanente complelo. Por t i vor, centro.
sfempre consulte a un Profesional Registrado de Diseno.
RESTRAINT/BRACING MATERIALS & FASTENERS Diagonal
MATERLaES Y CIERRES DE RESTRICCI(SN/ARRIOSTRE Bracing
Q Common restraint/bracing materials include wood structural panels, gypsum board sheathing, Bottom Chords `� `_
stress -graded lumber, proprietary metal products, and metal purlins and straps.
Materfales cornunes de arriostrar/resbingir induyen p rreles estructurales de madera, entablado
de yeso, madera graduada poreshuerza, produdos de metal patentados, y vfgas de soporte y
tires de metal.
timber Sire
Nfinimun Nag Sue
Minimum Number of
Nags per Connection
2x4 stress -graded
10d (0.128x3")
12d (0.128x3.251
2
led (0.131x3.5")
-
2x6 stress -graded
10d (0.128x3-)
12d (0.128x3.25")
3
16d (0.13lx3.5")
I I�l
■I■■ l,l�,f
tt
' Other attachment requirements may be specified by the Truss Designer or BugGmg Designer.
' The size and attachment for bracing materials such as wood structural panels, gypsum board sheathing,
proprietary metal restraint/bracing products, and metal pudins and straps are provided by the Building Designer.
PERMANENT BRACING FOR THE VARIOUS PLANES OF A TRUSS
AMUOSTRE PERMANENTE PARR VARIOS PLANOS DE UN TRUSS
Q Permanent Bracing is important because it,
a) prevents out -of -plane buckling of truss
members,
b) helps maintain proper truss spacing, and
c) resists and transfers lateral loads from
wind and seismic forces.
El arTiostre Permanente es fmportante
porque,
a) impide el torcer fuera-de-plano de los
miembros del truss,
b) ayuda en mantener espaciamiento
apropiado de los trusses, y
c) resiste y pasa las cargas laterales de
viento y fuerzas sismicas apliradas al
sistema del truss.
J�
1.
1.
Trusses require Permanent Bracing
within ALL of the following planes:
1. Top Chord Plane
2. Bottom Chord Plane
3. Web Member Plane
Trusses requieren Arriostre ikrmanente Il
dentro de TODOS loss siguientes pianos.
1. Plano de la Cuerda Superior
2. Plano de la Cuerda Inferior
3. Plano del Miernbro Secundario
Top Chord
tural
hing on
hard
CAUTUM39 Without Permanent Bracing the truss, or a portion of its members, will buckle (i.e.,
fail) at loads far less than design.
ICAUIFiJ. Al Sin el Arriostre Flermanente, del truss, o un parte de los miembros, torcerdn (ej,
fallaran) de cargas muchas menos que las Cargas que el truss es disenado a Ilevar.
PERMANENT BRACING FOR THE TOP CHORD PLANE
ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA SUPERIOR
Use plywood, oriented strand board (OSB),
or wood or metal structural purlins that are Purlms
properly braced.
Use contrachapado, panel de fibras odentadas
(05B), o vfgas de soporte de madera o metal
que son arriastrados apropiadamente.
The Truss Design Drawing (TDD) provides
information on the assumed support for the top
chord.
£l Dibujo del Disen"o de Truss (TDD) provee
Diagoled by bracing in the Top Chord Plane at inervals
informadon sobre el soporte supuesto pars la specified by the Building Designer
cuerda superior.
0 Fastener size and spacing requirements and grade for
the sheathing, purlins and bracing are provided in the
building code and/or by the Building Designer.
El tamafio de c erre y requisitos de espaciamiento y
grado para el entablado, vigas de soporte y arriostre
son provistos en el c6digo del edificio y/o por el Disefia-
dor del Edificio.
Directly
2. PERMANENT BRACING FOR THE BOTTOM attacMd
rigid
CHORD PLANE calling
2. ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA INFERIOR
Q Use rows of continuous Lateral Restraint with Diagonal Bracing, gypsum board sheathing or rigid
ceiling.
Use filas de Restricci6n Lateral Continua Can Amostre Diagonal, entablado de yeso 0
techo iigldo.
"F7 � Nz� Lateral Restraint &4x12'
51 ' 520' or greater lapped over
10 two two
Some chord and web members not
shown for clarity.
Lateral Restraint and Diagonal Bracing used to brace the Bottom Chord Plane.
3. PERMANENT BRACING FOR THE WEB MEMBER PLANE
3. ARRIOSTRE PERMANENTS PARA EL PLANO DEL MIEMBRO SECUNDARTO
Web Member Permanent Bracing collects and transfers buckling restraint forces and/or lateral
loads from wind and seismic forces The same bracing can often be used for both functions.
Arriostre Flermanente de los Mlembros Secundados recogen y pasan fuerzas de restrirci6n de
torcer y/o Cargas laterales de viento y fuerzas s micas A menudo el mismo arHostre puede ser
usado pars ambos fundones.
Individual Web Member Permanent Restraint & Bracing
Restriccidn y Arriostre Pennanente de Miembros SecundailIndividuales
El Check the TDD to determine which web members (if any) require restraint to resist buckling.
Revisa el TDD Para determinar cuales miembros secundarios (si afgunos) requieren restricadn
pars resistrr el forcer.
`0 Restrain and brace with, s
A Continuous Lateral Restraint & Diagonal Bracing, or
B. Individual Member Web Reinforcement
m rabde eauslrNernrpi
ResMnja y arriostre con,
A. Restn'ccidin Lateral Continua yArriostre Diagonal, o
B. Refuerzo de Mlembros Secundancs Individuales.
A. Continuous Lateral Restraint (CLR)
& Diagonal Bracing
A. Restricci6n Lateral Continua (CLR) yArriostre� —
Diagonal
El Attach the CLR at the locations shown on the TDD.
i Stdete eh CLR en las ubiraciones mostrados en el TDD. - —
Q Install the Diagonal Bracing at approximately 45° to the CLR and position so that it crosses the
web in dose proximity to the CLR. Attach the Diagonal Brace as close to the Top and Bottom
Chords as possible and to each web it crosses. Repeat every 20' or less.
Instate el Amostre Diagonal a aproximadamente 45 grados al CLR y to coicque pars que truce
la cuerda muy terra del CLR Sujete el Arriostre Diagonal corn cerxano a las cuerdas inferior y
superior corn sea posible y a cada cuerda que to cruza. Repita cada 20 pies o menos,
EXAMPLES OF DIAGONAL BRACING WITH CONTINUOUS
LATERAL RESTRAINT
„Q tom(
�\,
Carlbau W a
fatenl Bestr>rid
`
R
- -
Continuous
Lateral
aterol Restraint
(� + -
Diagonal
Bracing
�w
520'
Group of 3 Trusses Note: Some chord and web members
not shown for clarity.
Diagonal
r; Brace
Diagonal
iBraces
Lateral Restraint Group of 2 Trasses
Lateral Restraint & Diagonal Bracing can also be used
with small groups of trusses (i.e., three or less). Attach
the Lateral Restraint & Diagonal Brace to each web
member that they cross.
Restrlcci6n Lateral y Ambstre Diagonal tambidn p iede ser usado con grupos pequerios de -
trusses (ej. tries o menos). Sujete la Restriccidn Lateral y el Arriostre Diagonal a cada miembro
secundario que lost cmzan.
ALWAYS DIAGONALLY BRACE THE CONTINUOUS LATERAL RESTRAINT!
LSIEM;;REARRTOSTRE LA RESTRILcl6N LATERAL CONTINUA DTAGoNALMEA I
R. Individual Web Member Reinforcement
B. Reftterzo de Miembros Secundarioslndividuales
T-, L-, Scab, I-, U-Reinforcement, proprietary metal reinforcement and stacked web products provide an
alternative for resisting web buckling.
T-, L , costra, I-, Li-ReAterzo, refuerzo de metal patentando y producfos de miembros secundarics
amontonados proveen I altemativa pars resistir el torcer de lost miembros secundarios.
L
I,I�—�/f1IIMetal Stacked
�T-Relnforcent®Scab11.41 rc n LY Product Webr��rss Meintorcemenl
Q The following table may be used unless more specific information is provided.
La siguiente tabla puede ser usada a menos que infomracOn mas espedfica esta pravista.
Specified
CLR
WEB
Size
of
Truss
Web
REINFORCEMENT
Type & Size of weh
Reinforcement
FOR SINGLE
Grade o1 Web
Reinforcement
PLY TRUSSES'
Minimum
Length of Web
Reinforcement
Minimum
Connection of Web
Reinforcement to Web.
7
Scahz
1
1 Row
2A
2x4
2x4
Same species
and grade or
better than
web member
90% of web or
extend to within
6•(W mm) of end
of web member,
whichever is
greater
16d Gun
nags (0.131 x3.57
@ 6•(150 mm)
on-centerz
2x6
2x6
2x6
2x8
2x8
d2K4
2xB
2 Rows
2x4
2-2x4
2x6
2-2x6
Zx8
2_.B
'MaAmum allowable web length is 14' (43rI
'For Scab Reinforcement use 2 rows of 10d Gun nags (0.120x3°) at C (1 W rum) on-cemer to attach reinforeemertto web.
PBiA14WLATEiiILRESiRAWfAND DIAGONAL ,
MAfIREQIM. .rm.,".a•.•....,r. I j�
` �;Iov
f
REST M15NLATERDI.FERM NINTEYARR1OI �� r
DIAGONAL ES REqLERIDO
WEB REINFORCEiW REQUIREDif L
i
I f
I �)
TA sue® 1
a[wroacor[uT
T L• aUMRio
oESexaS
�DROaR-E
RDREFLERZODE MEMBNQ0
Q Some Truss Manufacturers mark the locations of the web Lateral Restraint or reinforcement on
the truss using tags similar to those above.
Algunfs Fabncantes de Trusses marcan en el truss las ubicadones de refuerzo o RestnoI
Lateral de miembros secundarios con edquetas similares a las amba.
Web Member Plane Permanent Building Stability Bracing to Transfer Wind & Seismic Forces
Arriostre de Estabilidad Permanente del Edificio del Plano de Miembros Secundarios Para
_ Desplazar Fuerzas de y/ento y Fuerzas S/snicas
Q The web member restraint or reinforcement specified on a TDD is required to resist buckling
under vertical loads. Additional restraint and bracing is typically required to transfer lateral loads
due to wind and/or seismic forces. This restraint and bracing is typically provided by the Building
Designer.
La restncci6n o refuerzo de miembros secundanos especificada en un TDD es requerido a resistir
el forcer bajo cargas verticales. ResMcddn y arriostre adicional es requendo tipicamente para
pasar cargas laterales debidas a fuerzas de viento y/o fuerzas slsmicas. Esta restnccidn y arriostre
es tipicamente provisto por el Dlsetfador del Edifido.
Note: Top Chord
sheathing not shown
for darhy.
Diagonal Brace to roof Diaphragm b ocking
Gable End
Frame
Roof
Diaphrac
Blocldng
Horizontal
L- Reinforcement
Q Some Truss Designers provide general
design tAbles and details to assist the Build-
111
\ Bottom Chord
Lateral Restraint
ing Designer In determining the Bracing
rto transfer lateral loads due to
Gable end/wall permanent Diagonal Bracing.equired
Locale In line Bottom Chord
wind and/or seismic forces from the Cable
with permanent
CLR or as specified by the Building Designer.
End Frame into the roof and/or ceiling
diaphragm.
Algunos Disefiadores de Trusses pro✓een
e tablas y getalles de diseno generdles para asisdr el Disen"ador del Edifido en determinar el Ar-
dostre requen`do Para pasar cargas laterales debidas a fuerzas de viento y/o fuerzas stsmicas del
Armaz6n Hastial al diafiagma del tedlo.
Gable End Frames and Sloped Bottom Chords
Armazones Hastiales Y Cuerdas Inferiores Pendlentes
Q The Gable End Frame should always match the profile of the adjacent trusses to permit instal-
lation of proper Bottom Chord Plane restraint & bracing unless special bracing is designed to
support the end wall.
Ei ArmaI Hastial siempre debe encaiar el perfil de los trusses contiguous para permitir la insta-
lac/6n de restncoidn y amostre apropiacia de la Cuerda Inferior a menos que arriostre especial es
disenado pat soportarla pared de extremo.
Bottum
Chord
Plare 4
Example of raked gable end wall
(whh scissors Gable End Fmme)
A C&LYMKI9 Using a flat Bottom Chord Gable End Frame with adjacent Trusses that have sloped
Bottom Chords is prohibited by some building codes as adequate bracing of this condition is
difficult and sometimes impossible. Special end wall bracing design considerations are required by
the Building Designer if the Gable End Frame profile does not match the adjacent Trusses.
ICGU MN El use de un Armaz6n Hastial de la Cuerda Interior con Trusses contiguos wales
tienen Cuerdas Intericres pendientes es prohibido por aigunos c6digos de edifrcfos porque ar-
nostre adecuado de esta condiI as diNal y a veces Imposible. Considerations especiales de
diseno pars el arriostre de la pared de extremo son requeridos por el Disen"ador del Edrfido si el
perfil del Amtaz6n Hastial no hate juego con los Trusses contiguos.
PERMANENT BRACING FOR SPECIAL CONDITIONS
ARRIOSTRE PERMANENTE PARR CONDICIONES ESPECIALES
Sway Bracing—Arriostre de "Sway'
Q "Sway' bracing is installed at the discretion of
the Building Designer to help stabilize the truss system
and minimize the lateral movement due to wind and
seismic loads.
Arnbstre de "Sway"esta instalado por la discrecon del
Disen-ador del Edificlo pars ayudar en estabilizar el sistema
de trusses y pars minimizar el movimiento lateral debido a
cargas de viento y cargas sisnicas.
Q Sway bracing installed continuously across the building also
serves to distribute gravity loads between trusses of varying
stiffness.
Arnbstre de "Sway"que es instalada continuadamente al travel del edificio tambien es usado
pars distribuir las cargas de gravedad entre trusses de ngidez variando.
Permanent Restraint/Bracing for the Top Chord in a Piggyback Assembly
Restriccidn/Arriostre Permanente Para la Cuerda Superior en un Ensamblaje de
Piggyback
Q Provide restraint and bracing by: 'Repeat Diagonal
• using rows of 4x2 stress -graded lumber
CLR and Diagonal Bracing, or
• connecting the CLR into the roof
diaphragm, or
• adding Structural Sheathing or Bracing
Frames, or
. some other equivalent means.
Frovee restriccidn y arriostre por
usando fi/as de 4x2 CLR madera grad-
uada por esfuerza y Arriostre Diagonal, o
conectando el CLR al diafiagma del
echo, o
afiadiendo Entablado Estructurel o Ann
zanes de Aniostre, o
algunos otros metodos equivalentes.
&acing al 101
irdervals or less,
sign
Q Refer to the TDD for the maximum assumed spacing for attaching the Lateral Restraint to the top
chord of the supporting truss.
Refiere al TDD pars el espadamiento maximo supuesto para sujetar la Restricd6n Lateral a la
cuerda superior del truss soportante. Cap
Q The TDD provides the assumed thickness Trusses
of the restraint and minimum connection
requirements between the cap and the
supporting truss or restraint. CLR required only
El TDD provee el grosorsupuesto de la if Bracing Frame or
restriccicin y los requisites de conexi6n Structural Sheath-
mla rest entre la copra y el truss soponante //wing is installed
o la restricd6n. mtermbtently
Bracing Frame
'*-_or Structural
Sheathing
'Supporting
Trusses
To view a non -printing PDF of this document, visit www.sbcindustry.com/b3.
Para ver un PDFde'eesstedowmento que nose puede imprimir, visits www.sbandustrycorlI
W Cff
TRUSS PLATE INSTITUTE
6300 Enterprise lane • 14adison, W153719 218 N. tee St, Ste. 312 • Alexandria, VA 22314
608/274-4849 • www.sbcindrstrymm 703/683-1010 • www.pirstorg
B3WEB11717080710
Regulations and information on fall protection and erection/installation of trusses in residential construction is contained in Standard 29 CFR
1926 Subpart M from the U.S. Department of Labor, Occupational Safety and Health Administration (OSHA). Section 1926.501(b)(13) of the
OSHA Construction Standard states in part: "Each employee engaged in residential construction activities 6 feet or more above lower levels shall
be protected by guardrail systems, scaffolding, a safety net system or a personal fall arrest system."
Las regulaciones a informaci6n sobre proteccibn para caidas y levantamiento/instalaci6n de entramados en construccibn residencial vienen
contenidos en Standard 29 CFR 1926 Subparte M del Departamento de Empleo (U.S. Department of Labor), Administraci6n de Seguridad e
Higiene Ocupacional (Occupational Safety and Health Administration, OSHA). La Secci6n 1926.501(b)(13) de OSHA Construction Standard
establece en parte: "Cada empleado que participe en actividades de construcci6n residencial a 6 pies o miffs por encima de niveles inferiores
deberdn estar protegidos por sistemas de rampas de proteccibn, andamiaje, un sistema de red de seguridad o un sistema de proteccibn
personal para detenci6n de caidas".
TRUSS SYSTEMS - SISTEMAS DE ENTRAMADO
6 DANGER Inadequately braced and sheathed truss systems used
as an anchorage point for any type of personal fall arrest system
is dangerous and will increase the risk of serious injury or death.
iPELIGRO! Los sistemas de entramado apuntalados y forrados
de forma inadecuada que se utilicen como punto de anclaje
para cualquier tipo de sistema de proteccibn personal para
detenci6n de caidas son peligrosos y aumentaran el riesgo de
lesiones de gravedad o la muerte.
A WAR14ING Trusses are not designed to resist lateral impact loads
associated with falls. A falling worker attached to an inadequately
braced and sheathed truss system could cause all the trusses in
the system to collapse in a domino effect.
iADVERTENCIA! Los entramados no estan disenados para re-
sistir las cargas de impacto lateral asociadas con las caidas.
Un trabajador que se caiga que est6 sujetado a un sistema de
entramado apuntalado y forrado inadecuadamente podria pro-
vocar que todos los entramados en el sistema se colapsen con
un efecto domin6.
Q Refer to BCSO-Bl * * * and BCSI-B2* * * for recommendations on
proper temporary restraint/bracing of trusses.
Consulte las recomendaciones que vienen en BCSI-B1 * * * y
BM-B2*** sobre restricci6n/apuntalamiento apropiado de en-
tramados.
r,
6 DANGER Do not walk on unbraced trusses.
IPELIGRO! No camine sobre entramados no apuntalados.
B11 Fall 110620
6 DANGER Do not walk on trusses or gable end frames
lying flat.
iPELIGRO! No camine sobre entramados ni estructuras
de muro pinion dispuestos horizontal mente.
SITE -SPECIFIC JOB HAZARD ASSESSMENT
Fall protection and safety measures are jobsite and building specific.
The appropriate fall protection method must be determined through a
site -specific job hazard assessment (JHA) conducted by a qualified
person (1) who can design, install, and use fall protection systems
and is authorized to correct any problems. The JHA is intended to as-
sist in identifying risks and identify the least hazardous way to install
trusses for a particular job.
Fali"protection hazards identified in the JHA shall be addressed with
conventional methods whenever possible, including: guardrails, scaf-
folding, safety nets, personal fall arrest systems or catch platforms.
Employers must consider whether it is safer to design and install a
safe work platform/system around a hazard.
EVALUAC16N DE PELIGROS DE TRABAJOS EN SI-
TIOS ESPECIFICOS
La protecci6n contra caidas y [as medidas de seguridad son espe-
c(ficas para cada sitio de trabajo o edificio. El m6todo apropiado
para la protecci6n contra caidas debera determinarse siguiendo
una evaluaci6n de peligros en el trabajo (JHA) especificos, re-
alizados por una persona que est6 calificada (1) que pueda dis-
enar, instalar y utilizar sistemas de protacci6n para caidas, y que
est6 autorizada para corregir cualquier problema. La JHA tiene
el propbsito de ayudar en la detecci6n de riesgos a identificar la
forma menos peligrosa para instalar entramados para un trabajo
en particular.
Los peligros sobre protecci6n de caldas identificados en la JHA
ser6n tratados con m6todos convencionales cuando sea posible
como, por ejemplo: rampas de protecci6n, andamiaje, redes de
seguridad, sistema de protecci6n personal para detenci6n de cai-
das o plataformas de agarre.
Los empleados deber6n considerar si es seguro disenar a instalar
una plataforma/sistema de trabajo seguro alrededor de un peligro.
A WARNING All fall protection solutions come with their own
inherent hazards during use.
iADVERTENCIA! Todas las soluciones de protecci6n contra
caidas vienen con sus propios peligros durante el use
A Addressing fall protection hazards may be obvious,
but other hazards must also be considered when choosing the
appropriate site -specific fall protection systems. This includes
tripping hazards from:
1. electrical cords;
2. pneumatic nail gun lines;
3. lumber used for wall and truss bracing; and,
4. truss storage approaches.
kNKC11W "�La soluci6n de peligros para la protecci6n con-
tra caidas puede ser obvia, pero deberan considerarse otros
peligros al al elegir los sistemas de protecci6n contra caidas
apropiados para un sitio especifico. Esto incluye peligro de
tropiezos a causa de:
1.cables el6ctricos;
2.1ineas de pistola engrapadora neumatica;
3.madera utilizada para apuntalamiento de paredes y
entramados; y
4.disposiciones de almacenamiento en entramados.
FALL PROTECTION EQUIPMENT INSTALLATION -
INSTALACI6N DE EQUIPO DE PROTECC16N
CONTRA CAIDAS
DANGER Trusses alone are NOT designed to SUPPORT fall
protection equipment.
iPELIGRO! Los entramados por si solos NO est6n disenados
para SOSTENER el equipo de protecci6n contra caidas.
Q Refer to ANSI/ASSE Z359.2-2007, Minimum Requirements for
a Comprehensive Managed Fall Protection Program, for guid-
ance in meeting minimum fall protection equipment installation
and use requirements. This standard refers to equipment only,
and does not apply to the underlying structure to which the
equipment is attached (2).
Consulte ANSI/ASSE Z359.2-2007, Minimum Requirements
for a Comprehensive Managed Fall Protection Program (Req-
uisitos mfnimos para un programa completo de protecci6n
contra cafdas) si desea informaci6n para el cumplimiento de
los requisitos mfnimos para la instalaci6n y use de equipo
de protecci6n contra cafdas. Esta norma se refiere a equipo
solamente, y no es aplicable a la estructura subyacente a la
que este acoplado el equipo.(2)
A U R NTULH While the equipment itself may resist the required
fall forces, it is up to a qualified design professional to deter-
mine whether the structural system the fall protection equip-
ment is attached to meets or exceeds this standard as well.
j0h,11 -1'5H Aunque el equipo en sf pueda resistir las fuerzas
de. cafda requeridas, serd responsabilidad de un profesional
de diseno calificado determinar si el sistema estructural del
equipo de protecci6n contra cafdas al que est6 acoplado
cumple o supera esta norma tambien.
Scaffolding — Andamfiaje
Use of interior or exterior scaffolding as a fall arrest system is
permitted, but installation and use must adhere to OSHAs require-
ments in 29 CFR 1926.500.
El use de andamiaje interior o exterior como sistema para deten-
ci6n de cafdas estd permitido, pero la instalaci6n y el use deberd
adherirse a los requisitos 29 CFR 1926.500 de OSHA.
Guard Rails — Rampas de proteccion
Use of guard rails along the perimeter of the work area as a fall
arrest system is permitted, but installation and use must adhere to
OSHA's requirements in 29 CFR 1926.500.
El use de rampas de protecci6n a to largo del perfinetro del Brea
de trabajo como sistema para detenci6n de caldas estd permitido,
pero la instalaci6n y el use deberd adherirse a los requisitos 29
CFR 1926.500 de OSHA.
Roof Peak Anchors — Anclajes de tejado
A WARNING Completely laterally restrain and diagonally brace per
SCSI-G1 * * * and GCSI-B2* * * before installing a roof anchor for
use as personal fall restraint system. Installation and use must
adhere to OSHAs requirements in 29 CFR 1926.500
iADVERTENCIA! Debe restringirse lateralmente por completo
y apuntalar diagonalmente, segun BCSI-D1*** y BM-B2***
antes de instalar un anclaje de tejado para use como sistema
personal de restricci6n de cafdas. La instalaci6n y el use deberd
adherirse a los requisitos 29 CFR 1926.500 de OSHA.
A WARNING It is always safest to sheath a section of the truss
roof system before installing a roof anchor for use as a personal
fall restraint system. Installation and use must adhere to OSHAs
requirements in 29 CFR 1926.500.
1ADVERTENCIA! Lo mds seguro es forrar siempre una secci6n
del sistema de tejado de entramado antes de instalar un anclaje
de tejado para use como sistema personal de restricci6n de
cafdas. La instalaci6n y el use deberd adherirse a los requisitos
29 CFR 1926.500 de OSHA.
ALTERNATIVE FALL PROTECTION PLANS - PLANES
ALTERNATIVOS DE PROTECC16N CONTRA CAIDAS
After conducting a JHA, if the qualified person is able to demonstrate
that conventional fall protection measures are infeasible (3) or pres-
ent a greater hazard (4) to a particular worker or the entire crew, an
employer may implement a written alternative fall protection'�plan `in
compliance with residential construction fall protection under 29 CFR
1926.501(b) (13).
Despu6s de realizar una evaluacibn JHA, si el evaluador calificado es
capaz de demostrar que las medidas convencionales de protecci6n
contra caldas son irrealizables (3) o presentan un mayor peligro (4)
para un trabajador en particular o la cuadrilla entera, un empleador
puede implementar un plan de protecci6n contra cafdas alternativo
por escrito en cumplimiento con 29 CFR 1926.501(b)(13) para pro-
tecci6n contra cafdas en construcci6n residencial.
i
The fall protection plan's alternative measures must apply to suffi-
ciently trained and experienced workers (5), and the plan must meet
the requirements of 29 CFR 1926.502(k) and be site -specific. The
use of alternative measures shall be used in conjunction with conven-
tional fall protection systems (6), and the use of alternative methods
shall be as limited as possible.
Las medidas alternativas del plan de proteccion contra cafdas de-
ber5n aplicarse a trabajadores suficientemente capacitados y ex-
perimentados(5), y el plan deberA cumplir los requisitos de 29 CFR
1926.502(k) y ser espec(ffcas para cada sitio. El use de medidas
alternativas se utilizarg en conjuncion con sistemas de proteccion
contra cafdas (6), y el use de motodos alternativos sera to m8s lim-
itado posible.
Ground Assembly — Montaje en el terreno
Pre -assemble a truss system on the ground. Fully laterally restrain
and diagonally brace the bottom chord and web member planes and
diagonally brace and sheath the top chord plane, per BCSI-1B1 * **
and BGSI-132***, for adequate stability. Lift and set in place. This
pre -assembled section may then be used as a personal fall restraint
anchorage point.
Realice el montaje previo de un sistema de entramado en el ter-
reno. Restrinja lateralmente por completo y apuntale diagonalmente
la cuerda inferior y los planos de la pieza de enrejado, y apuntale
diagonalmente y focee el plano de la cuerda superior, segtin BCSI-
61 * ** y BCSI-B2***, para conseguir la estabilidad adecuada. Alce y
establezca en su lugar. Esta seccion montada previamente podra en-
tonces utilizarse como un punto de anclaje de restriccion personal.
DEFINITIONS
(1) Under 29 CFR 1926.503(a)(2), a qualified person is one who should have knowl-
edge, and be able to provide training to others, in the following areas: "the nature of
fall hazards in the work area; the correct procedures for erecting, maintaining, disas-
sembling, and inspecting the fall protection systems to be used; the use and operation
of guardrail systems, personal fall arrest systems, safety net systems, warning line
systems, safety monitoring systems, controlled access zones, and other protection to
be used; the role of each employee in the safety monitoring system when this system
is used; the limitations on the use of mechanical equipment during the performance of
ropfng work on low -sloped roofs; the correct procedures for the handling and storage
of equipment and materials and the erection of overhead protection; and, the role of
employees in fall protection plans."
(2) Commentary E5.4.2.2 of ANSI/ASSE Z359.2-2007 states, "The impact of fall
forces on beams, columns and their supports other than anchorages are not ad-
dressed by this standard."
(3) Under 29 CFR 1926.500(b), infeasible means "that it is impossible to perform
the construction work using a conventional fall protection system (i.e., guardrail
system, safety net system, or personal fall arrest system) or that it is technologically
impossible to use any one of these systems to provide fall protection."
(4) Under 29 CFR 1926.501(b) (13) it states, "there is a presumption that it is fea-
sible and will not create a greater hazard to implement at least one of the [listed] fall
protection systems. Accordingly, the employer has the burden of establishing that it
is appropriate to implement a fall protection plan which complies with 1926.502(k)
for a particular workplace situation, in lieu of implementing any of those systems."
(5) Under 29 CFR 1926.503(a)(1) it states, "the employer program shall enable
each employee to recognize the hazards of falling and shall Vain each employee in
the procedures to be followed in order to minimize these hazards.
(6) Under 29 CFR 1926.500(b), conventional fall protection systems are: "guardrail
system, safety net system, or personal fall arrest system."
DEFINICIONES
(1) Bajo 29 CFR 1926.503(a)(2), una persona calificada es aquella que debe ten-
er conocimientos y aptitud para proporcionar capacitaci6n a otros, en ]as Areas
siguientes: "la naturaleza de los peligros de cafda en el Area de trabajo; los pro-
cedimientos correctos para levantar, mantener, desmontar a inspeccionar los siste-
mas de protecci6n contra cafdas a utilizarse; el use y la operaci6n de sistemas de
rampas de protecci6n, sistemas personales para detenci6n de cafdas, sistemas de
redes de seguridad, sistemas de Ifneas de advertencias, sistemas de monitoreo
de seguridad, zonas de acceso controlado y otra protecci6n a utilizarse; la funci6n
de cada empleado en el sistema de monitoreo de seguridad cuando se utilice este
sistema; [as limitaciones sobre el use de equipos mecAnicos durance la realizaci6n
de trabajo en tejados de baja pendiente; los procedimientos correctos para el
manejo y almacenamiento de equipo y materiales, y la construcci6n de protecci6n
superior; y la funci6n de los empleados en planes de protecci6n contra cafdas".
(2) El comentario E5.4.2.2 de ANSI/ASSE Z359.2-2007 establece, "El impacto de
]as fuerzas de cafda sobre vigas, columnas y sus soportes que no Sean anclajes no
se tratan en esta norma".
(3) Bajo 29 CFR 1926.500(b), irrealizable significa "que es imposible Ilevar a cabo
el trabajo de construcci6n usando un sistema convencional de proteccion contra
cafdas (por ejemplo, sistemas de rampas de protecci6n, sistema de red de se-
guridad o sistema de protecci6n personal para detenci6n de caidas), o que es
tecnol6gicamente imposible usar cualquiera de estos sistemas para proporcionar
protecci6n contra cafdas".
(4) Bajo 29 CFR 1926.501(b)(13) se establece, "hay una suposicion de que es
realizable y que no se crearo un peligro mayor al implementer al menos uno de los
sistemas de protecci6n contra cafdas [indicados]. Por consiguiente, el empleador
tiene la responsabilidad de establecer que es apropiado implementar un plan de
protecci6n contra cafdas que se adhiera a 1926.502(k) para una situaci6n particu-
lar en el lugar de trabajo, en lugar de implementar cualquiera de esos sistemas".
(5) Bajo 29 CFR 1926.503(a)(1) se establece, "el programa del empleador per-
mitirA a cada empleado poder reconocer los peligros de cafdas y capacitard a cada
empleado en los procedimientos a seguir para minimizar estos peligros".
(6) Bajo 29 CFR 1926.500(b), los sistemas convencionales de proteccion contra
cafdas son: "sistema de rampas de protecci6n, sistema de red de seguridad o
sistema de protecci6n personal para detenci6n de caidas".
Contact the component manufacturer for more information or consult a Professional Engineer for assistance.
To view a non -printing PDF of this document, visit www.sbcindustry.com/bl1.
SBC
This document summarizes the information provided in Section B11 of the 2011 Edition
���- of Building Component Safety Information BCSI - Guide to Good Practice for Handling,
Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Copyright
WDODTRUSSCOUNCIt Components Association and Truss Plate Institute. All TRUSS PLATE INSTITUTE
2004-2011 Structural Building Com P 218 North Lee Street, Ste. 312
630D Enterprise Lane • Madison, WI 53719 Rights Reserved. This guide or any part thereof may not be reproduced in any form Alexandria, VA 22314
608/274-4849 • swwa.sbcindustry.com without the written permission of the publishers. Printed in the United States of America. 703/683-1010 • www.tpinst.org
BCSI-137: Temporary & Permanent Restraint/Bracing for Parallel Chord Trusses
STRONGBACKING PROVISIONS
Strongbacking is intended to enhance the performance of the truss
by helping to limit differential deflection between adjacent trusses
and to reduce vibration. Strongbacking is generally attached near
the bottom of vertical webs or scabs at specified intervals and
locations indicated on the Truss Design Drawing (TDD). ANSI/
TPI 1 provides the following provisions for using strongbacking:
Q The Building Designer specifies if strongbacking is re-
quired.
Q Use a minimum 2x6 (nominal) lumber oriented with the
depth vertical.
Q Attach the strongbacking to each truss with a minimum
of three (3) 16d common nails (0.162x3.5"). Shim the
joint between the strongback and truss to ensure a solid
connection.
Q The strongbacking shall be as continuous as possible.
When required to be cut, removed, or modified to al-
low for the installation of mechanical and/or plumbing
lines, the continuity at the adjoining floor sections shall
be maintained as specified by the Truss Designer.
Q Spacing between strongbacking shall not exceed 10'.
Q When specified to control vibration in floor assemblies,
locate the strongbacking as stipulated on the Truss De-
sign Drawing unless otherwise specified by the Building
Designer.
Q When specified to control deflection in floor assemblies,
unless otherwise specified by the Truss Designer, install
one strongback near the centerline of the truss clear
span when the deflection due to live load exceeds 0.67"
and install two strongbacks near the centerline of the
clear span, or near the third points of the truss span,
when the live load deflection exceeds 0.85".
Q Floor trusses with ceilings attached that meet span/480
live load deflection criteria do not r .a lira strnnnharkinn_
unless required for a specific fire -rated assembly or spec-
ified in the Construction Documents.
FIGURE 137-12
STRONGBACIING
;
E
RECOMMENDED � IM WO,�DRAWING FOR
I
B
2t0 STRONG&1GK
AT 10'o:c
ae �aLnA �►
I.
I
7
jl
+"�
CABALLETE
DE "STRONG-
I a
BACKING"
I
RECOMENDADA �,°;NN� aFR�
FIGURE 117-14
Q Attach the ends of each row of strongbacks to a wall or an-
other secure end restraint.
Q Many Truss Manufacturers will also include a supplemental tag,
such as the one shown above, to further assist the erection/
installation Contractor in correctly installing strongbacking.
LATERAL RESTRAINT &
DIAGONAL BRACING t
ARE VERY IMPORTANT!
® DO NOT WALK ON UNBRACED TRUSSES
Minimum 2x6
FIGURE 117-13
r
61 FL PE#56126
09/16/16
Job
I russ
I russ I ype uty Ply
Melody B
MELODY
G31
COMMON SUPPORTED GAB 1 1
Job Reference (optional)
Run: 8.000 s Jan 15 2016 Print: 8.000 s Jan 15 2016 M iTek Industries, Inc. Wed Mar 16 14:52:11 2016 Page 1
ID:OBsfhL_woei RkJ5nGCdhRKyainP-mrGXOSAgy_91 SmQ4aGXkSf8HTBbfzHFPQxnppAzaLAY
2-3-7 7-6-0 15-0-0 17-3-7
2-3-7 7-6-0 7-6-0 2-3-7
Scale: 3/8"=V
46 =
20 19 18 17 16 15 14 13 12
3x6 11 3x6 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
floc)
I/dell
Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL
1.25
TC 0.50
Vert(LL)
-0.03
11
n/r
120
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.06
Vert(TL)
-0.06
11
n/r
120
BCLL 0.0
Rep Stress Incr
YES
WB 0.03
Horz(TL)
0.00
12
n/a
n/a
BCDL 10.0
Code FRC2014/TPI2007
(Matrix)
Weight: 92 Ito FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP 1500F 1.6E TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP 1500F 1.6E
end verticals.
WEBS 2x4 SP 1500F 1.6E BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP 1500F 1.6E
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 15-0-0.
(lb) - Max Horz 20=-125(LC 13)
Max Uplift All uplift 100 lb or less at joint(s) 19, 13 except 20=-286(LC 8), 12=-289(LC 9),
17=-132(LC 12),
18=-130(LC 12), 15=-131(LC 13), 14=-131(LC 13)
Max Grav All reactions 250 lb or less at joint(s) 20, 12, 16, 17, 18, 19, 15, 14, 13
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-20=-213/555, 5-6=-78/250, 6-7= 78/250, 10-12=-213/557
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1.
4) All plates are 1.5x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 13 except (jt=lb)
20=286,12=289,17=132,18=130,15=131,14=131.
10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
M.
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No 56 26
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s,c. O R 1.O P. N
FL PE#56126
09/16/16
Job
I russ
I russ I ype
Qty
Ply
Melody B
MELODY
H01
Hip
2
1
Job Reference (optional)
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6-11-6 12-11-12 19-3-2 23-1%11 27-8-8 32-3-14 38-7-4 44-7-10 51-7-0
6-11-6 6-0 6 6-3-6 4-7-6 3-10-0 4-7-6 6-3-6 6-0-6 6-11-6
5x6 =
5.00 12
S-
0
5x8 =
I 10 17 16 w 14 13 tz I
3x5 = 5x6 WB=
4x6 =
5x8 MT18H I I
3x5 =
3x8 = 3x5 = 3x5 = 5x6 WB= 3x5 =
3x6 =
Scale = 1:89.8
n
m
�o
-P=
10
is
0
4x6 =
5x8 MT18H I I
0110r8 9-10-8 19-3-2 23-10-8 27-8-8 i 32-3-14
41-8-8 50-8-8 51 7r0
0-10-8 oo 9 4-10 4-7-6 3-10-0 4-7-6
9 4-10 9-0-0 0-10-8
Plate Offsets (X,Y)-- [1:0-0-12,1-2-2], [1:0-1-2,Edge], 13:0-3-0,0-3-01, 15:0-3-0,0-2-41, [6:0-5-12,0-2-81, [8:0-3-0,0-3-01, [10:0-1-2,Edge], [10:0-0-12,1-2-2]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
floc) Vdefl Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.85
Vert(LL) 0.38
17-19 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.97
Vert(TL) -0.93
11-13 >667 180
MT18H 244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.42
Horz(TL) 0.24
10 n/a n/a
BCDL 10.0
Code FRC2014/rP12007
(Matrix-M)
Weight: 315 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP 150OF 1.6E TOP CHORD
Structural wood sheathing directly applied or 2-8-1 oc purlins.
BOT CHORD 2x4 SP 150OF 1.6E BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP 150OF 1.6E WEBS
1 Row at midpt 3-17, 4-16, 6-16, 7-14, 8-13
OTHERS 2x4 SP 150OF 1.6E
MiTek recommends that Stabilizers and required cross bracing
WEDGE
be installed during truss erection, in accordance with Stabilizer
Left: 2x6 SP No.2, Right: 2x6 SP No.2
Installation guide.
REACTIONS. (lb/size) 1 =1 702/0-7-10 (min. 0-2-0), 1 0=1 702/0-7-10 (min. 0-2-0)
Max Harz 1=-181(LC 13)
Max Upliftl= 598(LC 12), 10=-598(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3298/1834, 2-3=-3158/1762, 3-4=-2657/1583, 4-5=-2250/1462, 5-6=-2041/1392,
6-7=-2248/1461, 7-8=-2658/1584, 8-9=-3158/1762, 9-10= 3298/1834
BOT CHORD 1-19=-1563/2961, 18-19=-1395/2786, 17-18=-1395/2786, 16-17=-1076/2396,
15-16=-838/2039, 14-15=-838/2039, 13-14= 1077/2397, 12-13=-1395/2786,
11-12=-1395/2786, 10-11=-1563/2961
WEBS 3-19=-26/346, 3-17=-523/416, 4-17= 183/573, 4-16=-724/479, 5-16=-372/678,
6-14=-371/676, 7-14=-727/481, 7-13=-185/576, 8-13=-523/416, 8-11=-26/346
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MW FRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=598,
10=598.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ►tr 1 r it j `""-'
`�` GP,•�GENS. tk
No 56 26
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LOAD CASE(S) Standard
P.
FL PE#56126
09/16/16
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MELODY
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5-11-8 10-10-15 16-6-13 21-10-8 29-8-8 35-0-3 40-8-1 45-7-8 51-7-0
5-11-8 4-11-7 5-7-14 5-3-11 7-10-0 5-3-11 5-7-14 4-11-7 5-11-8
5.00 12
S"
5x6 =
5x8 =
5 a
Scale = 1:89.9
rP=
10
1a 1a 17 16 1b 14 13 12 11
46
3x5 = 4x6 = 3x5 — 3x8 — 4x6 = 3x5 — 3x5 = 4x6 = 3x5 = 4x6 =
=
5x10 MT20HS I I
5x10 MT20HS I I
0110r8 7-8-11 16-6-13 21-10-8 29-8-8 35-0-3 43-10-5 50-8-8 51-7r0
n_tn_A a_Tn_an_a
Plate Offsets (X,Y)--
[1:0-0-4,Edgel, 11:0-1-2,Edgel, [3:0-3-0,0-3-01, [5:0-3-0,0-2-41, [6:0-5-12,0-2-81, [8:0-3-0,0-3-01, [10:0-1-2,Edgel, [10:0-0-4,Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in floc)
I/defl
Ud
PLATES
GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.96
Vert(LL)
0.33 17-19
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.93
Vert(TL)
-0.85 11-13
>725
180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.24
Horz(TL)
0.24 10
n/a
n/a
BCDL 10.0
Code FRC2014/T'P12007
(Matrix-M)
Weight: 298 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP 1500F 1.6E
BOT CHORD 2x4 SP 1500F 1.6E
WEBS 2x4 SP 1500F 1.6E
WEDGE
Left: 2x6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (lb/size) 1 =1 702/0-7-10 (min. 0-2-0), 1 0=1 702/0-7-10 (min. 0-2-0)
Max Horz 1=166(LC 16)
Max Upliftl =-581 (LC 12), 10=-581(LC 13)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 4-16, 6-16, 7-14
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3269/1817, 2-3=-3189/1800, 3-4=-2846/1688, 4-5=-2421/1539, 5-6=-2201/1478,
6-7=-2420/1539, 7-8=-2846/1688, 8-9=-3189/1800, 9-10=-3269/1817
BOT CHORD 1-1 9=-1 557/2928, 18-19=-1495/2880, 17-18=-1495/2880, 16-17=-1230/2577,
15-16=-970/2200, 14-15= 970/2200, 13-14=-1230/2577, 12-13=-1495/2880,
11 -1 2=-1 495/2880, 10-11= 1557/2928
WEBS 3-17=-401/339, 4-17=-136/476, 4-16=-637/427, 5-16=-258/655, 6-14=-258/655,
7-14=-638/427, 7-13=-136/477, 8-13=-401/339
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=581,
10=581.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
to 1 rBR
C, •• 'CElVS •.ti
No 56 26
:cc:
TE OF ' �►
N Ai
FL PE#56126
09/16/16
Job
ruSS
MISS ype
ty
y
Melody B
MELODY
H03
JHip
1
1
Job Reference (optional)
aI
0
Hun: /.bm s Jul u zu1b runt: b.uuu s Jan 1b vui6 Mi IeK indusines, inc. Wed Mar lb 14:62:14 zulb Ya e 1
ID:08sfhL_woel RkJ5nGCdhRKyainP-AQxgeTCYFvXcJE9fGO5R41m1LPPFAbHr6v?TQVza V
7-0-11 14-2-8 19-10-8 25-91 31-8-8 37-4-8 446-5 51-7-0
7-0-11 7-1-13 5-8-0 5-11-0 5-11-0 5-8-0 7-1-13 7-0-11
5x8 =
5.00 F12
5x8 =
10 1t 16 15 14 115 14
3x5 = 5x6 =
4x6 =
5x10 MT20HS I I
3x5 =
5x8 =
3x5 = 5x6 = 3x5 =
Scale = 1:89.9
46 =
5x10 MT20HS I I
O110r8 10-3-2 19-10-8 25-9-8 31-8-8 41-3-14 50-8-8 51-7r0
0-10-8 9 4-10 9-7-6 5-11-0 5-11-0 9-7-6 9 4-10 0-10-8
Plate Offsets (X,Y)--
11:0-0-4,Edgel, 11:0-1-6,Edgel, 13:0-3-0,Edgel,
15:0-5-12,0-2-81,
17:0-5-12,0-2-81,
19:0-3-0,Edgel, 111:0-0-4,Edgel, 111:0-1-6,Edge), 115:0-4-0,0-3-91
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.78
Vert(LL)
0.38 16-18
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.90
Vert(TL)
-0.95 12-14
>653
180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.20
Horz(TL)
0.23 11
n/a
n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 285 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP 150OF 1.6E
BOT CHORD 2x4 SP 150OF 1.6E *Except*
131: 2x4 SP No.1 D
WEBS 2x4 SP 150OF 1.6E
WEDGE
Left: 2x6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (lb/size) 1 =1 702/0-7-10 (min. 0-1-12), 11=1702/0-7-10 (min. 0-1-12)
Max Horz 1=-151(LC 13)
Max Upliftl =-561 (LC 12), 11=-561(LC 13)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins.
BOT CHORD Rigid ceiling directly applied or 4-11-14 oc bracing.
WEBS 1 Row at midpt 4-16, 6-15, 8-14
MiTek recommends that Stabilizers and required cross bracing _
be installed during truss erection, in accordance with Stabilizer
Installation quide.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3319/1909, 2-3=-3143/1787, 3-4=-3103/1805, 4-5=-2595/1623, 5-6=-2477/1651,
6-7=-2477/1651, 7-8=-2595/1623, 8-9=-3103/1805, 9-10=-3143/1787, 10-11=-3319/1909
BOT CHORD 1-18=-1636/2987, 17-18=-1395/2708, 16-17=-139512708, 15-16=-1085/2346,
14-15=-1085/2346, 13-14=-1395/2708, 12-13=-1395/2708, 11-12=-1636/2987
WEBS 2-18=-183/290, 4-18=-60/407, 4-16=-545/449, 5-16=-236/623, 5-15=-181/375,
6-15=-314/355, 7-15=-181/375, 7-14=-236/623, 8-14=-545/449, 8-12=-60/407,
10-12=-183/290
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MW FRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces ✓3< MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 1=561,
11=561.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. j1111r 1 r1t>f),ii " -
BRO
No 56 26
��. TE OF
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���
LOAD CASE(S) Standard
FL PE#56126
09/16/16
o
s
cuss ype
ty
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MelodyB
MELODY
T
Hip
1
1
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a can ,o cu,o nu,en muusmvs, mc. rrau "' w 1 01"0 LV 10 rage i
ID:08sfhL_woei RkJ5nGCdhRKyainP-ecV2spDA0CfrxOkrp6cgdVJrwpkkv08?LZIOyy OU
6 4-11 12-1-10 17-10-8 25-9-8 33-8-8 g%5-6 45-2-5 51-7-0
6-4-11 5-8-14 5-8-14 7-11-0 7-11-0 5-8-14 5-8-14 6-4-11
5.00 F12 5x8 =
5
2x4 11 5x8 =
Scale=1:89.8
FP=
i�
Id 11 16 15 14 13 12
46
3x5 = 5x6 = 3x5 — 5x8 — 3x5 — 5x6 = 3x5 = 4x6 =
= — — —
5x8 MT18H I I
5x8 MT18H I I
0110r8 9-3-2 17-10-8 25-9-8 33-8-8 42-3-14 50-8-8 517r0
n_ln_R R�_in R_za �_tt_n zii_n n_�_a na_In n_�n_v
Plate Offsets (X,Y)--
[1:0-0-12,1-2-21, [1:0-1 -2, Edgel, [3:0-3-0,Edge], [5:0-5-12,0-2-81, [7:0-5-12,0-2-81, [9:0-3-0,Edge], [11:0-0-12,1-2-21,
[11 :0-1 -2, Edgel, [15:0-4-0,0-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.98
Vert(LL)
0.38 15
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.95
Vert(TL)
-0.84 16-18
>736
180
MT18H
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.36
Horz(TL)
0.24 11
n/a
n/a
BCDL 10.0
Code FRC2014/TPI2007
(Matrix-M)
Weight: 276 lb
FT = 20
LUMBER -
TOP CHORD 2x4 SP 150OF 1.6E
BOT CHORD 2x4 SP 150OF 1.6E
WEBS 2x4 SP 150OF 1.6E
_ WEDGE
Left: 2x6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (lb/size) 1 =1 702/0-7-10 (min. 0-2-0), 11 =1 702/0-7-10 (min. 0-2-0)
Max Horz 1=135(LC 16)
Max Upliftl =-541 (LC 12), 11=-541(LC 13)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3287/1906, 2-3=-3170/1830, 3-4=-3138/1841, 4-5= 2744/1703, 5-6=-2781/1828,
6-7=-2781/1828, 7-8=-2744/1703, 8-9=-3138/1841, 9-10=-3170/1830, 10-11=-3287/1906
BOT CHORD 1-18=-1632/2950, 17-18=-1497/2823, 16-17=-1497/2823, 15-16=-1212/2488,
14-15=-1212/2488, 13-14=-1497/2823, 12-13=-1497/2823, 11-12=-1632/2950
WEBS 4-18=-20/288, 4-16=-473/381, 5-16=-162/567, 5-15=-278/543, 6-15=-422/480,
7-15=-278/543, 7-14=-162/567, 8-14=-473/381, 8-12=-20/288
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MW FRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=541,
11=541.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
11
`,�tii►A. Spo
a rrrtlJ���'
F'
No 56 26
TE OF
s;O N Att S 10"'
FL PE#56126
09/16/16
o
russ
russ type
ty y
Melody
MELODY
H05
Hip Structural Gable
1 1
Job Reference (optional)
Run: 7.630 s Jul 92015 Print: 8.000 s Jan 15 2016 MiT¢K Industries, Inc. Wed Mar 15 14:52:15 2016 Page 1
ID:08sfhL_woel RkJ5nGCdhRKyainP-ecV2spDAOCfrxOkrp6cgdVJxEpmAv1 q?LZIOyyzaLAU
8-3-2 15-10-8 22-5-13 29-1-3 35-8-8 43-3-14 51-7-0
8-3-2 7-7-6 6-7-5 6-7-5 6-7-5 7-7 6 8-3-2
5.00 12
5x6 =
3x5 =
3x5 =
3x6 =
5x6 =
7
5x8 II 17 14 1O 12 11 10
2x4 11
46 =
16 15
46 = 3x8 =
5x8 =
3x8 = 46 = 2x4 II
Scale=1:88.2
4x6 =
5x8 II
0110r8 8-3-2 15-0-10 151Q-8 25-9-8 35-8-8 43-3-14 50-8-8 517r0
0-10-8 7 4-10 6-9-8 0-9- 4 9-11-0 9-11-0 7-7 6 7 4-10 0-10-8
Plate Offsets (X,Y)--
[1:0-0-12,1-2-21, [1:0-0-14,Edgel, 12:0-4-0,0-3-01, [3:0-3-0,0-2-41, [7:0-3-0,0-2-41, [8:0-4-0,0-3-01, [9:0-0-12,1-2-21, [9:0-0-14,Edgel, 113:0-4-0,0-341
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.58
Vert(LL) 0.27 13-14 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.79
Vert(TL) -0.70 13-14 >626 180
BCLL 0.0
Rep Stress Incr YES
WB 0.31
Horz(TL) 0.11 9 n/a n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 264 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP 150OF 1.6E
TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins.
BOT CHORD 2x4 SP 150OF 1.6E
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP 150OF 1.6E
WEBS 1 Row at midpt 4-14, 6-12, 8-12
WEDGE
MiTek recommends that Stabilizers and required cross bracing
Left: 2x6 SP No.2, Right: 2x6 SP No.2
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 14-5-10 except (jt=length) 9=0-7-10, 15=0-3-8.
(lb) - Max Horz 1=120(LC 12)
Max Uplift All uplift 100 lb or less at joint(s) except 1=-136(LC 12),
17= 390(LC 9), 9=-443(LC 13), 15=-256(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 1, 1 except 17=1253(LC 1), 9=1323(LC 1), 15=675(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-69/418, 2-3=-765/533, 3-4=-654/555, 4-5=-1673/1159, 5-6=-1673/1159,
6-7=-1772/1212, 7-8=-1978/1233, 8-9=-2449/1425
BOT CHORD 1-17— 357/159, 16-17= 334/152, 15-16=-334/152, 14-15= 334/152, 13-14=-706/1422,
12-13=-926/1808, 11-12=-1191/2195, 10-11=-1191/2195, 9-1 0=-1 188/2197
WEBS 2-17=-1136/768, 2-14=-354/913, 4-14=-11911745, 4-13=-191/594, 6-13=-327/305,
7-12=-141 /506, 8-12=-507/385
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MW FRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 1, 390 lb uplift at joint 17,
443 lb uplift at joint 9, 256 lb uplift at joint 15 and 136 lb uplift at joint 1.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Ro
tk
No 56 26
TE OF
�. S • . R . Ca .�
1S 1J N Ai, E� %N
LOAD CASE(S) Standard
FL PE#56126
09/16/16
oTruss
I cuss I ype
CRY Ply
Melody B
MELODY
H06
HIP
1 1
Job Reference (optional)
III:OBsfhL�woei RkJ5nGCdhRKyainP-6p3039EonWnKZ771 Np7v9js7NCAteNgBZDUaUO1.
zafAT
7-3-2 13-10-8 21-9-13 29-9-3 37-8-B 44-3-14 51-7-0
7-3-2 6-7-6 7-11-5 7-11-5 7-1 1-5 6-7-6 7-3-2
5.00 12
S1
0
5x6 =
3x10 = 3x6 = 3x5 = 5x6 =
4 fi
Scale=1:88.2
18 17 16 15 14 13 12 11 10
46 = 3x5 = ST1.5x8 STP= 2x4 II 3x6 = 36 = 3x5 = 3x5 = 46 =
49 11 3x6 = 3x6 = 49 11
6x8 =
010r8 7-3-2 15-0-0 15�0-5 21-9-13 29-9-3 36-7-0 44-3-14 50-B-8 51-7r0
n4n_a7_q_1d a_o_a z�i_� n �_e n_,n_a
Plate Offsets (X,Y)--
[1:0-0-0,1-2-101, [1:0-0-14,Edgel, [3:0-3-0,0-2-41, [7:0-3-0,0-2-41, [9:0-0-14,Edgel, [9:0-0-0,1-2-101
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.56
Vert(LL) 0.15 10-12 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.57
Vert(TL) -0.39 10-12 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.71
Horz(TL) 0.05 9 n/a n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 269 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP 150OF 1.6E TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins.
BOT CHORD 2x4 SP 150OF 1.6E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP 150OF 1.6E WEBS 1 Row at midpt 3-18. 4-16
WEDGE MiTek recommends that Stabilizers and required cross bracing
Left: 2x6 SP No.2, Right: 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 16=2228/0-7-10 (min. 0-2-10), 1=107/0-7-10 (min. 0-1-8), 9=1070/0-7-10 (min. 0-1-8)
Max Horz 1=-105(LC 13)
Max Upliftl 6=-1 091 (LC 9), 1=-229(LC 9), 9=-378(LC 13)
Max Gravl6=2228(LC 1), 1=159(LC 23), 9=1082(LC 24)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-21/532, 2-3=0/561, 3-4=-534/1012, 4-5=-1250/836, 5-6= 1250/836, 6-7=-1361/882,
7-8= 1921/1212, 8-9=-1924/1055
BOT CHORD 1-18=-467/170, 17-18=-829/671, 16-17=-829/671, 15-16=-39/410, 14-15=-39/410,
13-14=-39/410, 12-13=-514/1250, 11-12=-584/1348, 10-11=-584/1348, 9-10=-861/1720
WEBS 2-18=-342/403, 3-18=-1237/791, 3-16=-940/956, 4-16=-1790/1092, 4-15=0/296,
4-13=-671/1065, 6-13=-487/479, 7-10=-369/536, 8-10=-260/352
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1091 lb uplift at joint 16, 229 lb uplift at joint
1 and 378 lb uplift at joint 9.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASES Standard l%1 j 111 I I1 r,J
() PL A. B/?0i,�i
Ak
No 56 26
�. TE OF
R
FL PE#56126
09/16/16
o
rugs
I cuss ype
tyJPly
Melody 8
MELODY
H07
HIP
1
1
Job Reference (optional)
Run: 7.630 s Jul 9 2015 Print: 8.000 s Jan 15 2016 M7ek Industries, Inc. Wed Mar 1614:52:17 2016 Page 1
ID:OBsfhL_woel RkJ5nGCdhRKyainP-b?doGVFOYgvBAhtExXeBiwOljcSiNp_IotE7lgzaLAS
6-3-2 11-10-8 18-10-0 25-9-8 32-9-0 39-8-8 _ -_ , 45-3-14 _ ,_ 51-7-0
6-3-2 5-7-6 6-11-8 6-11-8 6-11-8 6-11-8 5-7-6 6-3-2
5.00 F12
46 =
49 II
5x6 =
3x6 =
2x4 II 3x6 =
17 16 15 14 13 12 11
3x5 = ST1.5x8 STP=
4x6 =
6x8 =
5x8 =
Scale=1:88.2
3x6 = 5x6 =
n
fP= r"
10 , N
Iv
0
6x8 = 3x5 = 46 =
46 = 49 11
O]10r8 6-3-2 15-0-5 25-9-8 36-6-11 45-3-14 50-8-8 51-7r0
0-10-8 5 4-10 8-9-3 10-9-3 10-9-3 8-9-3 5 4-10 0-10-8
Plate Offsets (X,Y)--
[1:0-0-0,1-2-101, [1:0-0-14,Edge1, [3:0-3-0,0-2-41, [8:0-3-0,0-2-41, [10:0-0-0,1-2-101, [10:0-0-14,Edgel, [14:0-4-0,0-3-41
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Vdefl Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.52
Vert(LL) 0.28 15-17 >646 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.79
Vert(TL) -0.57 13-14 >767 180
BCLL 0.0
Rep Stress Incr YES
WB 0.72
Horz(TL) 0.04 10 n/a n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 257 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP 1500F 1.6E
TOP CHORD
Structural wood sheathing directly applied or 4-11-2 oc purlins.
BOT CHORD 2x4 SP 1500F 1.6E
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP 1500F 1.6E
WEBS
1 Row at midpt 7-14
WEDGE
MiTek recommends that Stabilizers and required cross bracing
Left: 2x6 SP No.2, Right: 2x6 SP No.2
be installed during truss erection, in accordance with Stabilizer
Installation quide.
REACTIONS. (lb/size) 15=2304/0-7-10 (min. 0-2-11), 1=53/0-7-10 (min. 0-1-8),
1 0=1 048/0-7-10 (min.
0-1-8)
Max Horz 1=90(LC 16)
Max Upliftl5=-1183(LC 9), 1=-188(LC 9), 10=-351(LC 13)
Max Grav 1 5=2304(LC 1), 1=96(LC 23), 10=1060(LC 24)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-45/581, 2-3=0/571, 3-4=-881/1334, 4-5= 963/511, 5-6= 963/511, 6-7= 963/511,
7-8=-1522/896, 8-9=-1860/1136, 9-1 0=-1 883/1008
BOT CHORD 1-17=-513/171, 16-17=-830/613, 15-16=-830/613, 14-15=-374/469, 13-14= 678/1492,
12-13=-639/1411, 11-12=-639/1411, 10-11=-828/1684
WEBS 2-17=-296/316, 3-17=-1151/699, 3-15=-993/1020, 4-15=-1589/1135, 4-14= 867/1570,
5-14=-306/353, 7-14=-671/545, 8-13=0/287, 8-11=-264/410, 9-11 =-1 911284
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MW FRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1183 lb uplift at joint 15, 188 lb uplift at joint
1 and 351 lb uplift at joint 10.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
A. BPO
`��` G•.��CENS�;..ti ��.
No 56 26
*:
�• TE OF 4J�
4111 O N Ai f S,,,% �
FL PE#56126
09/16/16
Job
I Russ
I Russ I ype
Qty
y
Melody B
MELODY
H08
HIP
1
1
Job Reference (optional)
- LOAD CASE(S) Standard
Run: 7.630 s Jul 9 2015 Print: 8.000 s Jan 15 2016 MITek Industries, Inc. Wed Mar 1614:52:18 2016 Page 1
c ID:08sfhL_woel RkJ5nGCdhRKyainP-3BBB UrF3J712orSOV E9NE8xUkOn W6JOR 1 XzhZGzaLAR
5-5 4 9-10-8 15-0-5 22-2-2 29-4-14 36-6-11 41-8-8 46-1-12 51-7-0
5-5-4 4-5 4 5-1-13 7-1-13 7-2-12 7-1-13 5-1-13 4-5 4 5-5 4
5.00 12
S-
0
4x6 =
4x9 11
5x8 =
2x4 II 3x6 = 3x5 =
3x5 = 3x6 =
2x4 11
5x8 =
19 18 17 16 15 14 13
3x5 =
ST1.5x8 STP=
46 =
6x8 =
5x10 MT20HS=
6x8 =
46 =
3x5 =
Scale = 1:88.2
FP =
v
12
Iv
6
46 =
4x9 11
O110r8 9-10-8 Al-9-8 36-6-11 41-8-8 50-8-8 51-7r0
0-10-8 9-0-0 5-1-13 10-9-3 10-9-3 5-1-13 9-0-0 0-10-8
Plate Offsets (X,Y)--
[1:0-0-0,1-2-10], [1:0-0-14,Edgel, [3:0-5-12,0-2-8], [10:0-5-12,0-2-81, [12:0-0-0,1-2-10], [12:0-0-14,Edgel, [16:0-5-0,0-3-4]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/dell
Ud
PLATES
GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.50
Vert(LL)
0.22 19-24
>836
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.88
Vert(TL)
-0.72 15-16
>612
180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.51
Horz(TL)
0.07 12
n/a
n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 257 lb
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP 150OF 1.6E TOP CHORD Structural wood sheathing directly applied or 4-11-12 oc purlins.
BOT CHORD 2x4 SP 150OF 1.6E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP 150OF 1.6E WEBS 1 Row at midpt 6-17
WEDGE MiTek recommends that Stabilizers and required cross bracing
Left: 2x6 SP No.2, Right: 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 17=2272/0-7-10 (min. 0-2-11), 1=75/0-7-10 (min. 0-1-8), 12=1057/0-7-10 (min. 0-1-8)
Max Horz 1=75(LC 12)
Max Upliftl 7=-1 190(LC 9), 1=-209(LC 9), 12=-352(LC 8)
Max Grav 1 7=2272(LC 1), 1=105(LC 23), 12=1065(LC 24)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-57/546, 2-3=-147/718, 3-4— 849/1454, 4-5= 849/1454, 5-6=-849/1454, 6-7=-1129/653,
7-8=-1900/1205, 8-9= 1900/1205, 9-10=-1900/1205, 10-11— 1703/1023, 11-12=-1860/1134
BOTCHORD 1-19=-461/168, 18-19=-651/304, 17-18=-651/304, 16-17=-139/475, 15-16=-834/1584,
14-15=-765/1551, 13-14=-765/1551, 12-13= 935/1663
WEBS 2-19=-394/480, 3-19=-617/356, 3-17=-1124/1238, 4-17=-320/357, 6-17=-2167/1409,
6-16=-434/1008, 7-16=-704/625, 7-15=-164/381, 9-15=-299/339, 10-15=-270/515
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1190 lb uplift at joint 17, 209 lb uplift at joint
1 and 352 lb uplift at joint 12.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
No 56 26
y�. TE OF �►
Al
0N A�
FL PE*56126
09/16/16
o
russ
IH10
russ ype
ty
y
Melody
MELODY
�
Roof Special
1
1
Job Reference (optional) I
Run: 7.630 s Jul 9 2015 Print: 8.000 s Jan 15 2016 Mi-rek Industries, Inc. Wed Mar 16 14:52:19 2016 Page 1
ID:08sfhL_woel RkJ5nGCdhRKyainP-XOkZhBGh4R9vQ?1 c2xgcnLUXhQ5CrnVaGBjE51z,2LAQ
5-0-11 9-5-10 13-10-8 18-7-5 23 4-2 28-6-8 32-6-2 , 36-7-13 44-9-8 51-7-0
5-0_11 44-14 4-4-14 4-8-13 4-8-13 5-26 3-11-10 ' 6-1-11 6-1-it 6-9-8
5x6 =
5x8 =
20 19 18 17 16 15 14 13
Scale=1:89.8
FP=
12
iv
0
3x5 = 5x8 — 3x5 = 3x8 — 3x5 — 5x6 WB= 3x5 = 4x6 =
46 = 5x10 MT20HS I I 5x10 MT20HS5x8 MT18H I I=
Oi10r8 7-3-2 13-10-8 , 23 4-2 PB-6-8 , 32-6-2 41-8-10 50-8-8 51-7r0
n_a R�_in R_7_R O_S_�n F_�l_C. 'i_"_1n 0_7_0
G 11_1A n_1n G
Plate Offsets (X,Y)--
[1:0-0-4,Edge], [1:0-0-14,Edge], [4:0-3-0,0-2-41, [7:0-3-0,0-2-41, [8:0-5-12,0-2-81, [10:0-3-0,Edge], [12:0-0-12,1-2-21,
112:0-1 -2 , Edgel , [19:0-4-0,0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Vdefl
Ud
PLATES
GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 1.00
Vert(LL)
0.44 18
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.98
Vert(TL)
-0.97 13-15
>636
180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.46
Horz(TL)
0.26 12
n/a
n/a
MT18H
2441190
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 295 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP 150OF 1.6E
BOT CHORD 2x4 SP 150OF 1.6E
WEBS 2x4 SP 150OF 1.6E
OTHERS 2x4 SP 150OF 1.6E
WEDGE
Left: 2x6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (lb/size) 1=1702/0-7-10 (min. 0-2-0), 12=1702/0-7-10 (min. 0-2-0)
Max Horz 1=-145(LC 13)
Max Upliftl=-646(LC 12), 12=-553(LC 13)
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 6-16, 9-15
MiTek recommends that Stabilizers and required cross bracing _
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3203/1848, 2-3=-3176/1835, 3-4=-3010/1801, 4-5=-2754/1709, 5-6=-3496/2134,
6-7=-2770/1733, 7-8=-2531/1661, 8-9= 2656/1635, 9-10=-3131/1808, 10-11=-3158/1792,
11-12=3298/1886
BOT CHORD 1-20=-1582/2858, 19-20-1577/2940, 18-19=-1708/3220, 17-18=-1818/3501,
16-17=-1818/3501, 15-16=-1122/2400, 14-15=-1444/2784, 13-14=-1444/2784,
12-13= 1612/2962
WEBS 3-19=-295/267, 4-19=-494/967, 5-19=-752/517, 5-18=-168/460, 6-16=-1457/899,
7-16=-433/831, 8-16=-248/433, 8-15= 201/577, 9-15=-539/430, 9-13= 28/346
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 646 lb uplift at joint 1 and 553 lb uplift at joint
12.
111
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ����%%% tA! rSR 7�JI ,
LOAD CASE(S) Standard
� No 56 26 „
:13 TE OF
N Ai E���•
FL PE#56126
09/16/16
Job
I russ
I Russ I ype
ty Fly
Melody B
MELODY
Hit
Roof Special
1 1
Job Reference (optional)
......
...
44-11 --6,._6udhRKycW,m29pCZ-wcUrSdrwOBwLcw,;.k9.nC'FxXHHawtS7an,z
1%75 184 2 34-6-2 3913 1--08-10 11810 1-10 -1 5 571 -54-4-11 3-8-1434 P,
5x6 =
7
5x6 = 5x6 =
5.00 12 4 3x5 =
2x4 3x5
3
ST1.5x8 STP=
2
8
5x8 =
8
3x5
9 46
\ 10 2x4
11
Scale=1:89.9
ST1.5x8 STP =
12
21 20 19
18 17 16
15 14
13
3x5 = 5x10 MT20HS=
3x5 = 3x8 =
3x5 = 4x6 =
3x5 = 4x6 =
4x6 =
5x10 MT20HS I I=
5x10 MT20HS I I 3x8 =
5x10 MT20HS
O110r8 6-3-2 11-10-8 21-4-2
26-6-8 34 6-2
42-8-10
50-8-8 51 7r0
n_tn_a E _,n S_�� o_S_in
�_�_a z��_�n
a_o_o
z��_'e n_�n_a
Plate Offsets (X,Y)--
[1:0-0-4,Edge], [1 :0-0-14, Edge], [4:0-3-0,0-2-41, [7:0-3-0,0-2-41,
[8:0-5-12,0-2-81, [10:0-3-0,Edge], [12:0-1-2,Edgel, [12:0-0-4,Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.97
Vert(LL)
0.46 16-18
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.94
Vert(TL)
-1.00 18-20
>621
180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.92
Horz(TL)
0.27 12
n/a
n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 283 lb
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP 1500F 1.6E TOP CHORD
BOT CHORD 2x4 SP 1500F 1.6E BOT CHORD
WEBS 2x4 SP 1500F 1.6E
WEDGE
Left: 2x6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (lb/size) 1=1702/0-7-10 (min. 0-2-0), 12=1702/0-7-10 (min. 0-2-0)
Max Horz 1=129(LC 16)
Max Upliftl=-632(LC 12), 12=532(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3124/1823, 2-3=-3148/1840, 3-4= 3127/1869, 4-5=-2877/1772, 5-6=-3979/2416,
6-7= 3135/1938, 7-8=-2876/1856, 8-9=-2802/1725, 9-10=-3153/1840, 10-11=-3176/1828,
11-12=-3277/1895
BOT CHORD 1-21 =-1 557/2773, 20-21 =-1 628/2975, 19-20=-1947/3540, 18-19= 1947/3540,
17-18=-2149/3989, 16-17=-2149/3989, 15-16=-1251/2546, 14-15= 151012848,
13-14=-1510/2848, 12-13=-1625/2939
WEBS 4-20=-536/1029, 5-20=-980/666, 5-18=-286/649, 6-18=-331/308, 6-16=-1546/954,
7-16=-390/87318-16=-284/577, 8-15=-138/548, 9-15=-432/347
Structural wood sheathing directly applied.
Rigid ceiling directly applied or 2-2-0 oc bracing
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 632 lb uplift at joint 1 and 532 lb uplift at joint
12.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,�,111t11 r rtttttt
LOADCASE(S) Standard 1`%��P`�1. A. BRoly���i�
\G,ENS'
No 56 26
p •. TE OF Q/
%
t0 N At E��`�•
FL PE#56126
09/16/16
Job
TrussType
y
Melody
MELODY
TH1S
Roof Special
1
1
Job Reference (optional)
nun: /.OJV 5 JUI u Zu I o rant: o.uvu 5 Jan iJ eu I o - I eK Inuu5ire5, inc. vveu mwr I O 14:OL:L I Lu I O raye i
ID:08sfhL_woel RkJ5nGCdhRKyainP-TmsJ6tlxb2PcfJB?AMj4smZtbDnzlaztjVCLAbzaLAO
5-3-2 9-10-8 14-7-5 19 4-2 24-6-8 30 6-5 36-6-2 _ 41-3-13 46-1-8 51-7-0
5-3-2 4-7-6 4-8-13 4-8-13 5-2-6 5-11-13 5-11-13 4-9-11 4%-11 5-5-8
5.00 F12
2x4
ST1.5x8 STP=
, 1
o '
4x6 =
5x8 MT18H I I
5x6 = 5x6 =
3 3x5 =
21 20 19
3x8 = 5x10 MT20HS = 3x5 =
5x8 = 2x4 II 5x8 =
6 r 7 8
18 17 16 15 14
3x5 = 3x8 = 3x5 =
5x6 = 46 =
Scale = 1:89.8
3x5
g 4x6
10 2x4
11
ST1.5x8 STP=
12
13 ro
3x5 = 4x6 =
5x10 MT20HS I I
Oi10r8 9-10-8 19-4-2 24-6-8 30-6-5 36-6-2 43-8-10 50-8-8 51-7r0
n_i n_a o_n-n Q-F-1 n n_i n_a
Plate Offsets (X,Y)--
[1:0-0-12,1-2-21, [1:0-0-14,Edgel, [3:0-3-0,0-2-41, [6:0-5-12,0-2-81, [8:0-5-12,0-2-8], [10:0-3-0,Edge], 112:0-0-14,Edgel, [12:0-0-4,Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.97
Vert(LL)
0.55 19
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.90
Vert(TL)
-1.15 19-21
>537
180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.91
Horz(TL)
0.29 12
n/a
n/a
MT18H
244/190
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 281 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP 150OF 1.6E
BOT CHORD 2x4 SP 150OF 1.6E
WEBS 2x4 SP 150OF 1.6E
WEDGE
Left: 2x6 SP No.2, Right: 2x6 SP No.2
BRACING -
TOP CHORD
BOT CHORD
WEBS
REACTIONS. (lb/size) 1=170210-7-10 (min. 0-2-0), 12=1702/0-7-10 (min. 0-2-0)
Max Horz 1=-114(LC 13)
Max Upliftl=-615(LC 12), 12=-542(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3225/1933, 2-3= 3209/1888, 3-4=-2979/1816, 4-5=-4604/2783, 5-6=-3528/2168,
6-7=-3149/2022, 7-8=-3149/2022, 8-9=-2926/1806, 9-10=-3151/1863, 10-11=-3185/1853,
11-12=-3239/1892
BOT CHORD 1-21=-1651/2877, 20-21= 2215/3915, 19-20=-2215/3915, 18-19= 2568/4620,
17-18=-1720/3244, 16-17=-1720/3244, 15-16=-1361/2662, 14-15=-1581/2909,
13-14=-1581/2909, 12-13=1622/2896
WEBS 3-21=-468/968, 4-21— 12651848, 4-19=-457/930, 5-19=462/395, 5-18=-1778/1092,
6-18=-613/1191, 7-16=-315/354, 8-16=-453/804, 8-15=-130/445, 9-15=-360/295
Structural wood sheathing directly applied.
Rigid ceiling directly applied or 4-7-3 oc bracing
1 Row at midpt 6-16
MiTek recommends that Stabilizers and required cross bracing _
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 615 lb uplift at joint 1 and 542 lb uplift at joint
12.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,��11 ►r r 1 �17j'.
♦�Fly A. Spo
LOAD CASE(S) Standard 1 GP E N .
No 56 26
'TE OF
FL PE#56126
09/16/16
o
cuss ype
ty
Y
Melody B
MELODY
Truss
HIP
1
1
.Inh Reference (optional)
Hun: 7.630 s Jul 9 2015 Print: 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Mar 16 14:5221 2016 Page 1
1-2-0
ID:08sfhL_woei RkJ5nGCdhRKyainP-TmsJ6tlxb2PcfJB?AMj4smZONDsGIgPtjVCLAbzaLAO
-P-11-B 6-11-0 13-7-7 20-2-2 26-10.10 32-1-2 37-11-8
0.11- 1-2-0 5-9-0 6-8-7 6-6-11 6-8-7 5-2-9 5-10-6
5x6 =
5.00 FIT
3x4 =
3x4 = 3x6 =
5x8 =
Scale = 1:65.4
n
10
I�
0
ST1.5x8 STP= ST1.5x8 STP= 5x8 = 3x4 = 3x6 = 3x4 = 3x6 =
2x4 11 6x8 = 3x10 II
6x8 =
1.2-0
Oi 6-11-0 7$0 13-7-7 20.2-2 26-10-10 37-1-0 37-118
0.7-6 5-9-0 W3'-0 6-5-7 6-6-11 6-8-7 10-2-6 10.
0-6-10
Plate Offsets (X,Y)--
[4:0-3-0,0-2-4], [8:0-5-12,0-2-81, [10:0-0-4,Edge], [10:0-0-10,Edgel, [14:0-3-12,0-3-01, [16:0-3-8,0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.41
Vert(LL) -0.15 11-22 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.62
Vert(TL) -0.38 11-22 >976 180
BCLL 0.0
Rep Stress Incr YES
WB 0.56
Horz(TL) 0.06 10 n/a n/a
BCDL 10.0
Code FRC2014/TPI2007
(Matrix-M)
Weight: 205 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP 150OF 1.6E TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except
BOT CHORD 2x4 SP 150OF 1.6E end verticals.
WEBS 2x4 SP 150OF 1.6E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEDGE WEBS 1 Row atmidpt 5-15
Right: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 16=-396/0-6-10 (min. 0-1-8), 15=2036/0-6-10 (min. 0-2-6), 10=906/0-7-10 (min. 0-1-8)
Max Horz 16=-96(LC 10)
Max Uplifts 6=-565(LC 24), 15=-944(LC 9), 10=-297(LC 13)
Max Grav 1 6=1 36(LC 13), 15=2036(LC 1), 10=907(LC 24)
FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-577/988, 4-5=-476/886, 5-6= 479/356, 6-7= 479/356, 7-8=-11031767, 8-9= 1293/764,
9-1 0=-1 524/934
BOT CHORD 14-15=-84/440, 13-14=-509/1103, 12-13=-505/1159, 11-12=-505/1159, 10-11=-754/1365
WEBS 3-16=-260/634, 3-15=-941/804, 4-15=-631/510, 5-15=-1604/984, 5-14=-203/639,
7-14=-797/518, 7-13=0/273, 8-11=0/381, 9-11 =-261/273
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MW FRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 lb uplift at joint 16, 944 lb uplift at joint
15 and 297 lb uplift at joint 10.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard ,,,1 r r t I fill,,/
A. BRO
�. G .• �CENS ..ti .,
No 56 26
— it —
7Z
TE OF tU:
Ole 41
FL PE#56126
09/16/16
o
russ
cuss ype
y y
Melody B
MELODY
HGRD09
HIP GIRDER
1 1
Job Reference (optional)
ID:OBsfhL_woel9a5nGCdhRKyainP-P9_4XYJB7gfKvcLOHnIYxBe FRI XemVjAAph REUzaLAM
4-5-9 7-10-8 11-6-6 15-0-8 20-5-0 25-9.8 4 31-2-0 1 _ 36-6-8 _ 40-0-10 43-8-8 47-1-7 51-7-0
4-5-9 15 3-7-14 3-6-2 5-4-8 5-4.8 5-4-8 5-4-8 3-6.2 ' 3-7-14 ' 3-4-15 ' 4-5-9 '
04
5.00 12
2x4
ST1.5x8 STP =
0 1
5x6 =
5x10 MT20HS I I
6xl0 MT20HS=
6xl0 MT20HS=
4x6 = 6x8 =
800 =
2x4 II
800 =
6x8 =
4x6 =
3 33 434 n 5 36 37
63839 40
7 41
42 8 43 44
45 9 6
10 4748 11
24 49 23 50 22 21 51 52
20 53 54 55
19 56
57 18 58 59
6017 16
15 81 6214
4x6 = 46 = ST1.5x8 STP=
6x8 =
800 =
6x8 =
10x10 =
46 = 46 =
500 MT20HS =
5x10 MT20HS=
1000 =
Scale = 1:88.2
2x4
12 ST1.5x8 STP=
1 �
13 M
Io
5x6 =
5xl0 MT20HS I I
0.10,8 7-10-8 !�1!176d6 O15_A-0_1-5A 1A5_ A_18 2F0_-d5--A0 F�9--0.8 3AJ2_-A0 3A6�-16_-II8 40-0-_710 i 43_7-88A 0-!�8 5_1-7n,0
0.
Plate Offsets (X,Y)--
11:0-0-12,1-6-1 4],[1:0-3-5,0-0-2],[3:0-3-4,0-3-12],[5:0-3-8,0-3-0],[6:0-5-0,0-4-8],[8:0-5-0,0-4-8],[9:0-3-8,0-3-0],[11:0-3-4,0-3-121,[13:0-3-5,0-0-2],
[13:0-0-12,1-6-141,116:0-4-4,0-2-81,117:0-3-8,0-5-01,[18:0-3-8,0-3-01,119:0-5-0,0-4-81,[20:0-3-8,0-3-01,[21:0-3-8,0-5-01,[22:0-4-4,0-2-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.89
Vert(LL) 0.38 17-18 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.69
Vert(TL) -0.63 17-18 >691 180
MT20HS 187/143
BCLL 0.0
Rep Stress Incr NO
WB 0.89
Horz(TL) 0.07 13 n/a n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 342 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1 D *Except* TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins.
T2: 2x6 SP No.1 D, T3: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-9-3 oc bracing.
BOT CHORD 2x6 SP No.1 D MiTek recommends that Stabilizers and required cross bracing
WEBS 2x4 SP 1500F 1.6E be installed during truss erection, in accordance with Stabilizer
WEDGE Installation guide.
Left: 2x6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (lb/size) 21 =5124/0-7-1 0 (min. 0-5-3), 1 =-212/0-7-1 0 (min. 0-1-8), 13=2057/0-7-10 (min. 0-2-1)
Max Horz 1=60(LC 31)
Max Uplift2l =-2521 (LC 5), 1=-404(LC 20), 13=-899(LC 9)
Max Grav 21 =5124(LC 1), 1=257(LC 13), 13=2061(LC 20)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-349/1037, 2-3=-425/1225, 3-33=-985/2611, 4-33=-984/2607, 4-34= 1985/4402,
34-35=-198514402, 5-35=-1985/4402, 6-39=-3061/1354, 39-40= 3061/1354, 7-40=-3061/1354,
7-41= 3061/1354, 41-42=-3061/1354, 8-42=-3061/1354, 8-43=-4827/2173,
43-44=-4827/2173, 44-45=-4827/2173, 9-45=-4827/2173, 9-46=-5238/2403,
46-47=-5238/2403, 10-47=-5238/2403, 10-48=-4779/2237, 11-48=-4776/2235,
11-12=-3894/1826, 12-13=-3713/1731
BOT CHORD 1-24=-905/387, 24-49=-1104/521, 23-49=-1104/521, 23-50=-2609/1140, 22-50=-2609/1140,
21-22=-2609/1140, 21-51=-4402/2101, 51-52=-4402/2101, 52-53=-4402/2101,
20-53=-4402/2101, 19-56=-2057/4803, 56-57=-2057/4803, 18-57= 2057/4803,
18-58=-2286/5238, 58-59=-2286/5238, 59-60=-2286/5238, 17-60=2286/5238,
16-17=-2116/4777, 16-61= 2116/4777, 15-61=-2116/4777, 15-62=-1597/3599,
14-62=-1597/3599, 13-14=-1489/3298
WEBS 2-24=-360/239, 3-24=-311/727, 3-23=-2100/1013, 4-23=-632/1403, 4-21=-2442/1344,
5-21= 3062/1593, 5-20= 2206/4956, 6-20=-2309/1306, 6-19=-1607/3568, 7-19=-496/471,
8-19=-2042/958, 8-18=0/649, 9-18=-484/267, 9-17= 212/288, 10-17=-229/636,
10-15=-793/480, 11-15=-694/1588, 11-14=0/271, 12-14_ 198/434
NOTES-
,%J11111111"
A. B/�0'�i��
1) Unbalanced roof live loads have been considered for this design.
�`%���
ti~ Q .........
G E Ng'
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; ��. •' �G .•�i �±
'•
MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
: '
3) Provide adequate drainage to prevent water ponding.
No 56 26
�•
4) All plates are MT20 plates unless otherwise indicated.
,t
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2521 lb uplift at joint 21, 404 lb
uplift at joirk -D
1 and 899 lb uplift at joint 13.
- T E OF �/ ►
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Continued
Continued on page 2
i� S R I'
%,%. _
FL PE#56126
09/16/16
Job
Truss
Uty
Ply
MelodyB
MELODY
HGRD09
HIP GIRDER
1
1
Job Reference o tional
Run; r.oau s dui to zu I o rrini: ts.uuu s Jan 10 ZUl b w t eK Inaustnes, Inc. Wed Mar 16 14:52:23 2016 Page 2
NOTES-
ID:OBsfhL_woel RkJ5nGCdhRKyainP-P9_4XYJB7gfKvcLOHnlYxBeFR1 XemVjAAphREUzaLAM
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 95 Ito down and 142 lb up at 7-10-8, 95 lb down and 142 lb up at 9-11-4, 95
Ib down and 142 Ib up at 11-11-4, 95 Ib down and 142 Ib up at 13-11-4, 95 Ib down and 142 Ib up at 15-11-4, 95 Ib down and 142 Ib up at 17-11-4, 951b down and 142 Ito up
at 19-11-4, 95 lb down and 142 lb up at 21-11-4, 95 lb down and 142 lb up at 23-11-4, 95 lb down and 142 lb up at 25-11-4, 95 lb down and 142 lb up at 27-7-12, 951b down
and 142 lb up at 29-7-12, 95 lb down and 142 lb up at 31-7-12, 95 lb down and 142 lb up at 33-7-12, 95 lb down and 142 lb up at 35-7-12, 95 lb down and 142 lb up at
37-7-12, 95 lb down and 142 Ito up at 39-7-12, and 95 lb down and 142 lb up at 41-7-12, and 181 lb down and 263 lb up at 43-8-8 on top chord, and 315 lb down and 156 lb
up at 7-10-8, 83 lb down at 9-11-4, 83 lb down at 11-11-4, 83 lb down at 13-11-4, 83 lb down at 15-11-4, 83 lb down at 17-11-4, 83 lb down at 19-11-4, 83 lb down at
21-11-4, 83 lb down at 23-11-4, 83 lb down at 25-11-4, 83 lb down at 27-7-12, 83 lb down at 29-7-12, 83 lb down at 31-7-12, 83 lb down at 33-7-12, 83 lb down at 35-7-12,
83 lb down at 37-7-12, 83 lb down at 39-7-12, and 83 lb down at 41-7-12, and 315 lb down and 156 lb up at 43-7-12 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-46, 3-11=-46, 11-13= 46, 1-13=-20
Concentrated Loads (lb)
Vert: 3=-95(B) 11=-136(B) 22=-64(B) 24=-313(B) 19=-64(B) 7=-95(B) 14=-313(B) 16=-64(B) 33=-95(B) 34=-95(B) 35= 95(B) 36=-95(B) 37= 95(B) 38=-95(B) 39=-95(B)
40=-95(B) 41=-95(B) 42=-95(B) 43=-95(B) 44=-95(B) 45=-95(B) 46=-95(B) 47=-95(B) 48=-95(B) 49=-64(B) 50=-64(B) 51= 64(B) 52=-64(B) 53= 64(B) 54=-64(B)
55=-64(B) 56=-64(B)57= 64(B)58=-64(B)59=-64(B) 60=-64(B) 61=-64(B) 62- 64(B)
t�tttu tre�lJ��'
.%�Q`� A. BR�Iy���i
No 56 26 '
=�. TE OF
FL PE#56126
09/16/16
oTruss
russ I ype
ty
Ply
Melody B
MELODY
HGRD13
ROOF SPECIAL GIRDER
1
1
1
Jab Reference (optional)
nun: o.uuus uan i a zuio rant. o.uuu s dan io cuto rvu ten ntuusuros,nm. au-, to iv .c cu to ra e i
ID:08sfhL_woelRkJ5nGCdhRKyainP-uLYSkuKpuzoBWmwarVGnUPBUPRuWzNKPSQ?mwza L
7-10-8 14-6-0 17 4 2 21-0-0 2-6 30-4-9 38-6-2 44-8-10 51-7-0
7-10-8 6-7-8 2-10-2 3-7-14 -6- 7-10-1 8-1-9 6-2-9 6-10-6
Scale=1:89.8
2x4 11 5x6 = 2x4 11 5x8 =
19 32 33 18 17 16 15 14 1312 11
4x6 = 2x4 11 ST1.5x8 STP= ST1.5x8 STP= 3x6 = 48 - 3x5 = 2x4 11 46 =
49 II 3x6 = 6x8 = 3x6 = 49 11
3x8 =
Oi10r8 7-10-8 14-6.0 14 6-3 21-0-0 21-Q-13 W0- 9 W8 2 44-8-10 50-8-8 51-7r0
0-10-8 7-0-0 6-7-8 0- -3 6-5-13 0- -13 9-3-125-11-14 0-10-8
Plate Offsets (X,Y)--
[1:0-0-0,1-2-101, [1:0-0-14,Edgel, [2:0-5-12,0-2-81, [6:0-3-0,0-2-41, [8:0-5-12,0-2-81, [10:0-0-0,1-2-101, [10:0-0-14,Edgel, [18:0-2-0,0-1-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.62
Vert(LL) -0.14 14-16 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.59
Vert(TL) -0.36 14-16 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.80
Horz(TL) 0.05 10 n/a n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 266 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP 150OF 1.6E
TOP CHORD Structural wood sheathing directly applied or 5-8-6 oc purlins.
BOT CHORD 2x4 SP 150OF 1.6E
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP 150OF 1.6E
6-0-0 oc bracing: 16-17,14-16.
WEDGE
WEBS 1 Row at micipt 8-14
Left: 2x6 SP No.2, Right: 2x6 SP No.2
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 0-6-10 except Qt=length) 1=0-7-10, 10=0-7-10.
(lb) - Max Horz 1=-99(LC 28)
-
Max Uplift All uplift 100 lb or less atjoint(s) except 17=-704(LC 12), 16=-937(LC 24), 1=-329(LC 8), 10= 328(LC
28)
Max Grav All reactions 250 lb or less at joint(s) except 17=948(LC
19), 16=1716(LC 1), 1=674(LC 19), 10=902(LC
20)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1003/507, 2-30= 1551418, 30-31 =-1 55/418, 3-31=-1551418, 3-4- 155/418,
4-5=-252/912, 5-6=-212/893, 6-7=-718/409, 7-8=-718/409, 8-9=-1146/467, 9-1 0=-1 524/544
BOT CHORD 1-19= 460/874, 19-32=-460/897, 32-33=-460/897, 18-33=-460/897, 17-18=-460/897,
16-17=-774/312, 15-16= 428/250, 14-15=-428/250, 13-14=-268/1016, 12-13=-268/1016,
11-12=-410/1358, 10-11=-410/1358
WEBS 2-19=-11/682, 2-17=-1388/595, 3-17=-440/411, 4-17=-380/547, 4-16=-394/443,
6-16=-1394/573, 6-14=-511/1397, 7-14=-425/376, 8-14=-361/171, 8-12=-43/418,
9-12=-385/290
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 704 lb uplift at joint 17, 937 lb uplift at joint o1►11 t r 111"
16, 329 Ito uplift at joint 1 and 328 lb uplift at joint 10. �% \- A. BIB
6) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 hasihave been modified. .�� P..........��
Building designer must review loads to verify that they are correct for the intended use of this truss. ��� G ,• �� G E IV S'`••.1/
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 127 lb down and 142 lb up at 7-10-1 No 56 26
,and 127 Ib down and 142 Ib up at 9-11-4, and 127 Ib down and 142 Ib up at 11-11-4 on top chord, and 315 Ib down and 156 lb up atr * :•
7-10-8, and 83 lb down at 9-11-4, and 83 lb down at 11-11-4 on bottom chord. The design/selection of such connection device(s) is Me �
responsibility of others. D % Lr
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). '� •. T E O F
�OqD C�SE(S) Sta_ndard �i �� p t 0 �•' \���`
ontlnue on page �i S R,.•• C? ��
FL PE#56126
09/16/16
Job
Truss
I cuss I ype
Qty
PTY
Melody B
MELODY
HGRD13
ROOF SPECIAL GIRDER
1
1
Job Reference (optional)
uu s JGn io N10 mI leR InuUslnes, Inc. wea Mar to l4:oz:24 lu I rag9e� Z
ID:08sfhL_woei RKJ5nGCdhRKyainP-uLYSkuKpuzoBWmwarVGnUPBUPRuVVzNKPSQ?mwzalAL
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-46, 2-4=-46, 4-6=-46, 6-8=-46, 8-10= 46, 20-25=-20
Concentrated Loads (lb)
Vert: 2=-95(F) 19= 313(F) 30=-95(F) 31=-95(F) 32= 64(F) 33=-64(F)
4) Dead + 0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=28, 2-4=41, 4-6=28, 6-8=41, 8-10=28, 17-20=-12, 16-17=22(F=34), 16-25=-12
Horz: 1-2=-36, 4-6- 36, 8-10=37
Concentrated Loads (lb)
Vert: 2=98(F) 19=136(F) 30=98(F) 31=98(F) 32=-27(F) 33= 27(F)
5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=28, 2-4=23, 4-6=28, 6-8=41, 8-10=28, 17-20=-12, 16-17=22(F=34), 16-25=-12
Horz: 1-2=-37, 4-6=-37, 8-10=36
Concentrated Loads (lb)
Vert: 2=116(F) 19=136(F) 30=116(F) 31=116(F) 32=-27(F) 33=-27(F)
6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=2, 2-4=15, 4-6=2, 6-8=15, 8-10=2, 17-20=-20, 16-17=14(F=34), 16-25=-20
Horz: 1-2=-16, 4-6=-16, 8-10=16
Concentrated Loads (lb)
Vert: 2=124(F) 19=156(F) 30=124(F) 31=124(F) 32=-19(F) 33=-19(F)
7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=2, 2-4=-3, 4-6=2, 6-8=15, 8-10=2, 17-20=-20, 16-17=14(F=34), 16-25= 20
Harz: 1-2- 16, 4-6=-16, 8-10=16
Concentrated Loads (lb)
Vert: 2=142(F) 19=156(F) 30=142(F) 31=142(F) 32=19(F) 33=-19(F)
8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=41, 2-4=41, 4-6=41, 6-8=23, 8-10=23, 17-20=-12, 16-17=22(F=34), 16-25=-12
Horz: 1-2=-49, 4-6=-49, 8-10=31
Concentrated Loads (lb)
Vert: 2=98(F) 19=136(F) 30=98(F) 31=98(F) 32=-27(F) 33= 27(F)
9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=23, 2-4=23, 4-6=23, 6-8=23, 8-10=41, 17-20=-12, 16-17=22(F=34), 16-25=-12
Horz: 1-2= 31, 4-6=-31, 8-10=49
Concentrated Loads (lb)
Vert: 2=116(F) 19=136(F) 30=116(F) 31=116(F) 32=-27(F) 33=-27(F)
10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=41, 2-4=41, 4-6=41, 6-8=23, 8-10=23, 17-20=-12, 16-17=22(F=34), 16-25=-12
Horz: 1-2=-49, 4-6=-49, 8-10=31
Concentrated Loads (lb)
Vert: 2=98(F) 19=136(F) 30=98(F) 31=98(F) 32= 27(F) 33=-27(F)
11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=23, 2-4=23, 4-6=23, 6-8=23, 8-10=41, 17-20=-12, 16-17=22(F=34), 16-25=-12
Horz: 1-2=-31, 4-6=-31, 8-10=49
Concentrated Loads (lb)
Vert: 2=116(F) 19=136(F) 30=116(F) 31=116(F) 32=-27(F) 33=-27(F)
12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=15, 2-4=15, 4-6=15, 6-8=-3, 8-10=-3, 17-20= 20, 16-17=14(F=34), 16-25=-20
Horz: 1-2=-29, 4-6=-29, 8-10=11
Concentrated Loads (lb)
Vert: 2=124(F) 19=156(F) 30=124(F) 31=124(F) 32=-19(F) 33=-19(F)
13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2= 3, 2-4=-3, 4-6=-3, 6-8=-3, 8-10=15, 17-20=-20, 16-17=14(F=34), 16-25=-20
Horz: 1-2=-11, 4-6=-11, 8-10=29
Concentrated Loads (lb)
Vert: 2=142(F) 19=156(F) 30=142(F) 31=142(F) 32- 19(F) 33=-19(F)
15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-26, 2-4=-16, 4-6=-26, 6-8=-16, 8-10=-26, 17-20=-20, 16-17=6(F=26), 16-25= 20
Horz: 1-2=-12, 4-6= 12, 8-10=12
Concentrated Loads (lb)
Vert: 2=89(F) 19=52(F) 30=89(F) 31=89(F) 32=-19(F) 33=-19(F)
16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-26, 2-4=-30, 4-6=-26, 6-8=-16, 8-10=-26, 17-20=-20, 16-17=6(F=26), 16-25=-20
Horz: 1-2=-12, 4-6= 12, 8-10=12
Concentrated Loads (lb)
Vert: 2=102(F) 19=52(F) 30=102(F) 31=102(F) 32=-19(F) 33=-19(F)
4Continued on page 3
♦``,`P` A.
r13RO'���i
No 56 26
��• TE OF
A'
FL PE#56126
09/16/16
Job
russ
russ I ype
ty Ply
Melody 8 "
MELODY
HGRD13
ROOF SPECIAL GIRDER
1 1
Job Reference (optional) i
MUn[D.U1.11.15 Jan I D LD I D r11nL D.DJU5dol l ID GU ID WU I-IIIUU5DIC5, 1-. V--, ID I-- cu ID ra CJ
ID:08sfhL_woelRkJ5nGCdhRKyainP-uLYSkuKpuzoBWmwarVGnUPBUPRuVVzNKPSO?mwza L
LOAD CASE(S) Standard
17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=-l6. 2-4=-16. 4-6=-16, 6-8=-30, 8-10=-30, 17-20=-20, 16-17=6(F=26), 16-25= 20
Harz: 1-2=-22, 4-6= 22, 8-10=8
Concentrated Loads (lb)
Vert: 2=89(F) 19=52(F) 30=89(F) 31=89(F) 32=-19(F) 33=-19(F)
18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=-30, 2-4=-30, 4-6= 30, 6-8=-30, 8-10=-16, 17-20=-20, 16-17=6(F=26), 16-25=-20
Horz: 1-2=-8, 4-6=-8, 8-10=22
Concentrated Loads (lb)
Vert: 2=102(F) 19=52(F) 30=102(F) 31=102(F) 32=-19(F) 33=-19(F)
23) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=28, 2-4=41, 4-6=28, 6-8=41, 8-10=28, 17-20=-12, 16-17=22(F=34), 16-25=-12
Harz: 1-2=-36, 4-6=-36, 8-10=37
Concentrated Loads (lb)
Vert: 2=-72(F) 19=-191(F) 30=-72(F) 31= 72(F) 32= 49(F) 33=-49(F)
24) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=28, 2-4=23, 4-6=28, 6-8=41, 8-10=28, 17-20=-12, 16-17=22(F=34), 16-25=-12
Horz: 1-2=-37, 4-6=-37, 8-10=36
Concentrated Loads (lb)
Vert: 2=-54(F) 19=-191(F) 30=-54(F) 31=-54(F) 32=-49(F) 33=-49(F)
25) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=2, 2-4=15, 4-6=2, 6-8=15, 8-10=2, 17-20=-20, 16-17=14(F=34), 16-25=-20
Horz: 1-2=-16, 4-6=-16, 8-10=16
Concentrated Loads (lb)
Vert: 2=-46(F) 19=-172(F) 30=-46(F) 31= 46(F) 32=-41(F) 33=-41(F)
26) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=2, 2-4=-3, 4-6=2, 6-8=15, 8-10=2, 17-20=-20, 16-17=14(F=34), 16-25=-20
Horz: 1-2=-16. 4-6=-16, 8-10=16
Concentrated Loads (lb)
Vert: 2=-28(F) 19=-172(F) 30=-28(F) 31=-28(F) 32= 41(F) 33=-41(F)
27) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=41, 2-4=41, 4-6=41, 6-8=23, 8-10=23, 17-20=-12, 16-17=22(F=34), 16-25=-12
Horz: 1-2=-49, 4-6=-49, 8-10=31
Concentrated Loads (lb)
Vert: 2=-72(F) 19=-191(F) 30=-72(F) 31=-72(F) 32=-49(F) 33=-49(F)
28) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=23, 2-4=23, 4-6=23, 6-8=23, 8-10=41, 17-20=-12, 16-17=22(F=34), 16-25=-12
Horz: 1-2=-31, 4-6=-31, 8-10=49
Concentrated Loads (lb)
Vert: 2=-54(F) 19=-191(F) 30=-54(F) 31=-54(F) 32=-49(F) 33=-49(F)
29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=41, 2-4=41, 4-6=41, 6-8=23, 8-10=23, 17-20=12, 16-17=22(F=34), 16-25=-12
Horz: 1-2=-49, 4-6=-49, 8-10=31
Concentrated Loads (lb)
Vert: 2=-72(F) 19= 191(F) 30= 72(F) 31=-72(F) 32=-49(F) 33=-49(F)
30) Reversal: Dead + 0.6 MWFRS Wind (Pas. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=23, 2-4=23, 4-6=23, 6-8=23, 8-10=41, 17-20=-12, 16-17=22(F=34), 16-25=-12
Horz: 1-2=-31, 4-6=-31, 8-10=49
Concentrated Loads (lb)
Vert: 2= 54(F) 19= 191(F) 30=-54(F) 31=-54(F) 32=-49(F) 33=-49(F)
31) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=15, 2-4=15, 4-6=15, 6-8=-3, 8-10=-3, 17-20=-20, 16-17=14(F=34), 16-25=-20
Horz: 1-2=-29, 4-6=-29, 8-10=11
Concentrated Loads (lb)
Vert: 2=-46(F) 19=-172(F) 30=-46(F) 31=-46(F) 32=-41(F) 33=-41(F)
32) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=-3, 2-4= 3, 4-6=-3, 6-8=-3, 8-10=15. 17-20=-20, 16-17=14(F=34), 16-25- 20
Horz: 1-2=-11, 4-6=-11. 8-10=29
Concentrated Loads (lb)
Vert: 2=-28(F) 19=-172(F) 30=-28(F) 31=-28(F) 32- 41(F) 33=-41(F)
33) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (pit)
Vert: 1-2=-26, 2-4=-16, 4-6=-26, 6-8=-16, 8-10= 26, 17-20=-20, 16-17=6(F=26), 16-25=-20
Horz: 1-2= 12, 4-6=-12, 8-10=12
Concentrated Loads (lb)
Vert: 2=-71(F) 19=-231(F) 30=-71(F) 31= 71(F) 32=-53(F) 33=-53(F)
Continued on page 4
,�11►u t nttttt
A. SPO `�f
No 56 26
�-33. TE OF
i 0, R
FL PE#56126
09/16/16
oTruss
Uty
Melody B
MELODY
HGRD13
ROOF SPECIAL GIRDER
1
7J.b
Reference o tional
u o rm i. o.uuu s dw, , a cu i o .. erc mousmes, inc. wec Man a 14:0z:z4 zUi o rag8e 4
ID:08sfhL_woei'AV GCdhRKyainP-uLYSkuKpuzoBWmwarVGnUPBUPRuVVzNKPSQ?mwzaLAL
LOAD CASE(S) Standard
34) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-26, 2-4= 30, 4-6=-26, 6-8=-16, 8-10=-26, 17-20= 20, 16-17=6(F=26), 16-25=-20
Horz: 1-2=-12, 4-6=-12, 8-10=12
Concentrated Loads (lb)
Vert: 2= 57(F) 19=-231(F) 30=-57(F) 31=-57(F) 32=-53(F) 33=-53(F)
35) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-16, 2-4=-16, 4-6=-16, 6-8=-30, 8-10=-30, 17-20=-20, 16-17=6(F=26), 16-25=-20
Horz: 1-2=-22, 4-6=-22, 8-10=8
Concentrated Loads (lb)
Vert: 2=-71(F) 19=-231(F) 30=-71(F) 31=-71(F) 32=-53(F) 33=-53(F)
56) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 1-2=-30, 2-4=-30, 4-6=-30, 6-8=-30, 8-10= 16, 17-20=-20, 16-17=6(F=26), 16-25=-20
Horz: 1-2=-8, 4-6=-8, 8-10=22
Concentrated Loads (lb)
Vert: 2=-57(F) 19=-231(F) 30=-57(F) 31=-57(F) 32=-53(F) 33=-53(F)
BPO�����
_ No 56 26
y
TE OF
FL PE#56126
09/16/16
0
russ
rusS ype
ty y
Melody B
MELODY
Jot
JACK -OPEN
18 1
Job Reference (optional)
7-10-8
7-10-8
Run: 7.630 s Jul 92015 Print: 6.000 s Jan 15 2016 K IeK Incustries, Inc. Wetl Mar 16 14:52:25 2016 Page � 1
ID:08sfhL_woei RkJ5nGCdhRKyainP-MY6gyELSfHw28wVmPCn00cjibrlyEc9Te6AYJM7aLAK
Scale =120.2
3x8 11
7-10-8
0-10-8 7-0-0 ,
Plate Offsets (X,Y)--
[1:0-1-14,0-0-21, [1:0-0-8,1-3-21
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.40
Vert(LL)
0.16
3-8
>603
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.38
Vert(TL)
-0.23
3-8
>400
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL)
0.04
2
n/a
n/a
BCDL 10.0
Code FRC2014/TPI2007
(Matrix-M)
Weight: 27 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP 150OF 1.6E
BOT CHORD 2x4 SP 150OF 1.6E
WEDGE
Left: 2x6 SP No.2
BRACING -
TOP CHORD
BOT CHORD
REACTIONS. (lb/size) 2=1 41 /Mechanical, 3=84/Mechanical, 1=290/0-7-10 (min. 0-1-8)
Max Horz 1=161(LC 12)
Max Uplift2=-139(LC 12), 1=-89(LC 12)
Max Grav2=141(LC 1), 3=123(LC 3), 1=290(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MW FRS (envelope) and C-C Interior(1) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 2 and 89 lb uplift at joint
1.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
No 56 26
TE OF
'i ••.< O Q N %�
FL PE#56126
09/16/16
o
ruse
I cuss I ype
Qty Ply
Melody
MELODY
J01A
JACK -OPEN
q 1
Job Reference (optional)
ales, nic. vveo rvwr io waz:zozuio ra e
ID:OBsfhL_woelRkJSnGCdhRKyainP-gkgC9aM4Qb2vm44yzvlFZgGsLEeBz3Pctmv6rpr J
7-1
Scale =120.2
3x8 11 3
0-10-8 7-10-8
n_� n_c
Plate Offsets (X,Y)--
[1:0-1 -14,0-0-21, [1:0-0-8,1-3-21
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.40
Vert(LL)
0.16
3-8
>603
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.38
Vert(TL)
-0.23
3-8
>400
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL)
0.04
2
n/a
n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 27 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP 1500F 1.6E
BOT CHORD 2x4 SP 1500F 1.6E
WEDGE
Left: 2x6 SP No.2
BRACING -
TOP CHORD
BOT CHORD
REACTIONS. (lb/size) 2=1 41 /Mechanical, 3=84/Mechanical, 1=290/0-7-10 (min. 0-1-8)
Max Horz 1=161(LC 12)
Max Uplift2=-139(LC 12), 1=-89(LC 12)
Max Grav2=141(LC 1), 3=123(LC 3), 1=290(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MW FRS (envelope) and C-C Interior(1) zone; cantilever left exposed ; porch right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 2 and 89 lb uplift at joint
1.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
,,���Illlllllllll
1?Q . A. BRO�,��,
.` G•.�, ``CENS�•.2 Gi
_ No 56 26
T E OF CCJ
FL PE#56126
09/16/16
oruss
cuss ype
tyJPly
Melody B '
MELODY
JJ102
Jack -Open
4 1
Job Reference (optional)
3x8 11
Run: 7.630 s Jul 9 2015 Print: 8.000 s Jan 15 2016 PATek Industries, Inc. Wed Mar 16 14:52:26 2016 Page 1
ID:08sfhL_woelRkJ5nGCdhRKyainP-gkgC9aM4Qb2vm44yzvlFZgGweEhCz3Pctmv6rpzaLAJ
0-8
5-10-8
n
m
N
Scale=1:16.3
Plate Offsets (X,Y)--
[1:0-1-14,0-0-101, [1:0-0-8,1-3-21
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.19
Vert(LL)
0.04
3-8
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.19
Vert(TL)
-0.06
3-8
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL)
0.01
2
n/a
n/a
BCDL 10.0
Code FRC2014ffP12007
(Matrix-M)
Weight: 21 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP 150OF 1.6E
BOT CHORD 2x4 SP 150OF 1.6E
WEDGE
Left: 2x6 SP No.2
REACTIONS. (lb/size) 2=98/Mechanical, 3=60/Mechanical, 1=226/0-7-10 (min. 0-1-8)
Max Horz 1=120(LC 12)
Max Uplift2=-97(LC 12), 3=-3(LC 12), 1= 69(LC 12)
Max Grav2=98(LC 1), 3=86(LC 3), 1=226(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer _
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 2, 3 lb uplift at joint 3 and
69 lb uplift at joint 1.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
,o11111I1il"
No 56 26
'q Lt
TE OF
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A�`��.
FL PE#56126
09/16/16
0
s
Truss —Type
ty
y
Melody B
MELODY
TJ11A
Jack -Open
2
1
Job Reference o tional
3x8 11
0-10-8
5-10-8
'iun: 8.000 s Jan 15 2016 Print: 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Mar 1614:52:27 2016 Page 1
ID:OBsfhL_woet RkJ5nGCdhRKyainP-IwDaNwMiBuAmNEe9WdgU61 p5Ne1 RiWfm5QffNFzaLA1
!4141H
rn
m
N
Scale=1:16.3
Plate Offsets (X,Y)--
[1:0-1-14,0-0-101, [1:0-0-8,1-3-21
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/dell
Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.19
Vert(LL)
0.04
3-8
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.19
Vert(TL)
-0.06
3-8
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL)
0.01
2
n/a
n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 21 lb FT = 20
LUMBER -
TOP CHORD 2x4 SP 1500F 1.6E
BOT CHORD 2x4 SP 1500F 1.6E
WEDGE
Left: 2x6 SP No.2
REACTIONS. (lb/size) 2=98/Mechanical, 3=60/Mechanical, 1=226/0-7-10 (min. 0-1-8)
Max Horz 1=120(LC 12)
Max Uplift2=-97(LC 12), 3= 3(LC 12), 1=-69(LC 12)
Max Grav2=98(LC 1), 3=86(LC 3), 1=226(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever left exposed ; porch right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 2, 3 lb uplift at joint 3 and
69 lb uplift at joint 1.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
`%%IIII fill,,
No 56 26
TE OF
/e''�/S'ONAi1� ����
FL PE#56126
09/16/16
Job
russ
Fruss I ype1ply
Melody B
MELODY
J03
Jack -Open
4 1
Job Reference o tional
3-10-8
lun:7.63o s Jul 9 ZU15 Print: 6.0UU s Jan 1b ZU16 W eK Industries, Inc. VVe4 Mar 1614:b22/ ZU1 ti Page 7
ID:08sfhL_woel RkJ5nGCdhRKyalnP-IwDaNwMiBuAmNEe9WdgU61 p7Qe3SiWfm5QffNF;E?Ul
Scale = 1:12.3
3x8 II
0-10-8 , 3-10-8
0-10-8 3-0-0
Plate Offsets (X,Y)--
[1:0-1-14,0-0-101, [1:0-0-8,1-3-21
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.05
Vert(LL)
0.01
3-8
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.06
Vert(TL)
-0.01
3-8
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL)
0.00
2
n/a
n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 15 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP 1500F 1.6E
BOT CHORD 2x4 SP 1500F 1.6E
WEDGE
Left: 2x6 SP No.2
REACTIONS. (lb/size) 2=54/Mechanical, 3=34/Mechanical, 1=163/0-7-10 (min. 0-1-8)
Max Horz 1=78(LC 12)
Max Uplift2=-55(LC 12), 3=-6(LC 12), 1= 50(LC 12)
Max Grav2=54(LC 1), 3=47(LC 3), 1=163(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation quide.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 2, 6 lb uplift at joint 3 and
50 lb uplift at joint 1.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
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♦�%% R� A. BRQ
\G E
No 56 26
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09/16/16
Job
Truss
Truss Type
QtY
Ply
MeIDdyB
MELODY
J03A
Jack -Open
2
1
Job Reference o tional
6311E
3x3 11
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Scale=1:12.3
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 16.0
Plate Grip DOL
1.25
TC 0.05
Vert(LL)
0.01
3-8
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.06
Vert(TL)
-0.01
3-8
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
2
n/a
n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 15 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP 1500F 1.6E
BOT CHORD 2x4 SP 1500F 1.6E
WEDGE
Left: 2x6 SP No.2
REACTIONS. (lb/size) 2=54/Mechanical, 3=34/Mechanical, 1=163/0-7-10 (min. 0-1-8)
Max Horz 1=78(LC 12)
Max Uplift2=-55(LC 12), 3= 6(LC 12), 1=-50(LC 12)
Max Grav2=54(LC 1), 3=47(LC 3), 1=163(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-10-8 cc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever left exposed ; porch right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 2, 6 lb uplift at joint 3 and
50 lb uplift at joint 1.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
►A , reRo ���'i
��. G•.��CENS�;. ''.
No 56 26
TE OF to
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FL PE#56126
09/16/16
o
russ
russ I ype
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Melody B
MELODY
J04
1 JACK -OPEN
JPly
4 1
Job Reference (optional)
Hun:7.pu s JUI y zUlb print: t3.000 s Jan lb ZUlb MI IeK inoustrles, Inc. wec Mar 1b 14:bz:zn zUlb rage 1
ID:08sfhL_woel RkJ5nGCdhRKyainP-m7nzaGNKyCId?ODL4KLjeFLI120MRzvvK4OCvhzaLAH
1-10-8
1-10-8
Scale = 1:8.2
3x8 11
1-6-2 1-10-8
1-6-2 0 4-6
Plate Offsets (X,Y)--
f1:0-1-14,0-0-101,[1:0-0-8,1-3-21
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(Ice)
I/defl
Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.02
Vert(LL)
-0.00
4
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.02
Vert(TL)
-0.00
4
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL)
0.00
1
n/a
n/a
BCDL 10.0
Code FRC2014ITP12007
(Matrix-M)
Weight: 9 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP 150OF 1.6E
BOT CHORD 2x4 SP 150OF 1.6E
WEDGE
Left: 2x6 SP No.2
REACTIONS. (lb/size) 2=5/Mechanical, 3=2/Mechanical, 1=116/0-7-10 (min. 0-1-8)
Max Herz 1=38(LC 12)
Max Uplift2=-14(LC 12), 3=-6(LC 12), 1=-35(LC 12)
Max Grav2=5(LC 1), 3=5(LC 3), 1=116(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 2, 6 lb uplift at joint 3 and
35 lb uplift at joint 1.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
,
`���� P�A 13 lo�' t r'�
No 56 26 '
=-3
�� • TE OF
FL PE#56126
09/16/16
o
fuss YPe
ty
Y
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MELODY
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1
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0-8
3x8 I I
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
floc)
I/defl
Ud
TCLL 16.0
Plate Grip DOL
1.25
TC 0.02
Vert(LL)
-0.00
4
>999
240
TCDL 7.0
Lumber DOL
1.25
BC 0.02
Vert(TL)
-0.00
4
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
1
n/a
n/a
BCDL 10.0
Code FRC2014/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP 1500F 1.6E
BOT CHORD 2x4 SP 1500F 1.6E
WEDGE
Left: 2x6 SP No.2
REACTIONS. (lb/size) 2=5/Mechanical, 3=2/Mechanical, 1=116/0-7-10 (min. 0-1-8)
Max Horz1=38(LC 12)
Max Uplift2= 14(LC 12), 3=-6(LC 12), 1=-35(LC 12)
Max Grav2=5(LC 1), 3=5(LC 3), 1=116(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale = 1:8.2
PLATES GRIP
MT20 244/190
Weight: 9 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever left exposed ; porch right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 2, 6 lb uplift at joint 3 and
35 lb uplift at joint 1.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
,���1uu ni►����
GP'•��,EN&' �L
No 56 26
��• TE OF •�/�
i s;c� O 1•� p; ' �C,;
FL PE#56126
09/16/16
o
fuss
cuss I ype�Ply
Melody B
MELODY
J05
1 Jack -Closed
4
1
I
Job Reference (optional)
Run: 8.000 s Jan 15 2016 Print: 8.000 s Jan 15 2016 MTek Industries, Inc. Wed Mar 16 14:52:29 2016 Page 1
ID:08sfhL_woel RkJ5nGCdhRKyainP-EJLLocOyjWQUdXoXe2syBSuT9SjUA093Zk8mS8z3LAG
0-8
0-8
Scale =1:8.2
2
1.5X4 II
ST1.5x8 STP =
1-6-2 1-10-8
1-6-2 0 4-6
Plate Offsets (X,Y)--
[1:0-1-14,0-0-101
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.04
Vert(LL) 0.00 4 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.09
Vert(TL) 0.00 4 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00 n/a n/a
BCDL 10.0
Code FRC2014lTP12007
(Matrix-M)
Weight: 7 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP 1500F 1.6E
BOT CHORD 2x4 SP 1500F 1.6E
WEBS 2x4 SP 1500F 1.6E
REACTIONS. (lb/size) 3= 70/Mechanical, 4=184/0-7-10 (min. 0-1-8)
Max Horz 4=36(LC 12)
Max Uplift3=-70(LC 1), 4=-110(LC 8)
Max Grav3=42(LC 8), 4=184(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 3 and 110 lb uplift at joint
4.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
A. BRA
No 56 26
�. TE OF
l"�"9'ONAi1S O
FL PE#56126
09/16/16
jotF
Truss
I russ I ype
ry�PIY
Melody s
MELODY
J30
JACK -OPEN
4
1
Job Reference (optional)
c
nu P IVgr 16 oWID08sfhL_woelRkJ5nGCdhRKyainvj?yPaUpYLEhNkCIc. NBiRbositvtfCOazaLA6 Page F
0-11-8 4-11-0
0-11-8 4-11-0
Scale = 123.1
1.5x4 II 3x4=
ST1.51 STP=
4-11-0
4-11-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
• Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL
1.25
TC 0.24
Vert(LL)
-0.03
4-5
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.21
Vert(TL)
-0.07
4-5
>842
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.05
Horz(TL)
-0.00
3
n/a
n/a
BCDL 10.0
Code FRC2014/TPI2007
(Matrix-M)
Weight: 27 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP 150OF 1.6E
BOT CHORD 2x4 SP 150OF 1.6E
WEBS 2x4 SP 150OF 1.6E
BRACING -
TOP CHORD
BOT CHORD
REACTIONS. (lb/size) 5=213/0-6-10 (min. 0-1-8), 3=102/Mechanical, 4=48/Mechanical
Max Horz 5=141(LC 9)
Max Uplift5=56(LC 8), 3=-112(LC 12), 4=-15(LC 9)
Max Grav5=213(LC 1), 3=102(LC 1), 4=95(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 4-11-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 5, 112 lb uplift at joint 3
and 15 lb uplift at joint 4.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
,llllllllll��
A. BRO J.ee
GP:��GENSFL�,�i
d
_ No 56 26
TE OF
',S,O N Al S�Cj+���
FL PE#56126
09/16/16
Job
I russ
Truss I ype
City
Ply
Melody B
MELODY
J30A
JACK -OPEN
2
1
Job Reference o tional
0
ID:08sfhL_ woelRkJ5nGCdhRq.,7F;-iVvj?yPaTpYCthNkCINBjgRbos?ivifCoOtJ_aza F
0-11-8 4-11-0 _
0-11-8 4-11-0
1.5x4 II 3x4=
ST1.51 STP= 4-11-0
Scale =123.1
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL
1.25
TC 0.24
Vert(LL)
0.09
4-5
>624
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.35
Vert(TL)
-0.07
4-5
>842
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.05
Horz(TL)
-0.00
3
n/a
n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 27 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP 150OF 1:6E TOP CHORD
BOT CHORD 2x4 SP 150OF 1.6E
WEBS 2x4 SP 150OF 1.6E BOT CHORD
REACTIONS. (lb/size) 5=213/0-6-10 (min. 0-1-8), 3=102/Mechanical, 4=48/Mechanical
Max Horz 5=141(LC 9)
Max Uplift5=-137(LC 8), 3=-112(LC 12), 4=-95(LC 9)
Max Grav5=213(LC 1), 3=102(LC 1), 4=95(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 4-11-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MW FRS (envelope) and C-C Interior(1) zone; end vertical left exposed; porch left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 5, 112 lb uplift at joint 3
and 95 lb uplift at joint 4.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
1011111111►l,,
No 56 26
3 :Cis
TE OF
O t.0 N
FL PE#56126
09/16/16
joy
Truss
I cuss I ype
Qly
Ply
Melody B
MELODY
J31
JACK -OPEN
1
1
Job Reference (optional)
nun: /.630 s jui 9 20I5 PrinC 8.000 s Jan 15 zwo m I eK IncusVles, Inc. Wen Mar 16 14:52:31 2016 Pagge 1
ID:OBsfhL_woei RkJ5nGCdhRKyainP-AhTSCHPCF7gCsrywlTuOGtznOFNyeKeL02dtWOzaLAE
0-11-8 2-11-0
0-11-6 2-11-0
Scale=1:19.2
n
m
M
5
3x4 =
ST1.5x8 STP = 2-11-0
. 11 0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(Icc)
I/dell
Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
0.02
4-5
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.22
Vert(TL)
0.02
4-5
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.06
3
n/a
n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 13 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP 1500F 1.6E
BOT CHORD 2x4 SP 1500F 1.6E
WEBS 2x4 SP 1500F 1.6E
REACTIONS. (lb/size) 5=151/0-6-10 (min. 0-1-8), 3=52/Mechanical, 4=27/Mechanical
Max Horz 5=111(LC 9)
Max Uplifts= 96(LC 8), 3=-77(LC 12), 4= 59(LC 9)
Max Grav5=151(LC 1), 3=52(LC 1), 4=51(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MW FRS (envelope) and C-C Interior(1) zone; end vertical left exposed; porch left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 5, 77 lb uplift at joint 3 and
59 lb uplift at joint 4.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
,�111111r11!)��,
No 56 26
't3 Ct
�l3 TE OF
OR
FL PE#56126
09/16/16
o
russ
cuss ypeJPly
Melody B `
MELODY
J31A
JACK -OPEN
1
1
Job Reference (optional)
LOADING (psf)
SPACING-
2-0-0
TCLL
16.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0
Rep Stress Incr
YES
BCDL
10.0
Code FRC2014/TP12007
Hun: /.a3U s JUI 9 ZUl b Yrinl: a.uuu s Jan 1 b ZUIb MI I ex Indusuies, Inc. v11ec Mar lb 14:0231 Zu I b ra e 1
ID:OBsfhL_woelRkJ5nGCdhRKyainP-AhTSCHPCF7gCsrywlTuOGtzogFNGeKsL02dtW07 E
0-1 -2-11-0
00111 -88 2-11-0 -
ST1.5x8 STP=
0-7 �5i 1 1 2-11-0
0-776631� 1-11-13
CSI.
DEFL.
in floc)
Vdefl
L/d
TC 0.09
Vert(LL)
0.00 4-5
>999
240
BC 0.20
Vert(TL)
0.01 4-5
>999
180
WB 0.05
Horz(TL)
-0.05 3
n/a
n/a
(Matrix-M)
LUMBER- BRACING -
TOP CHORD 2x4 SP 1500F 1.6E TOP CHORD
BOT CHORD 2x4 SP 1500F 1.6E
WEBS 2x4 SP 1500F 1.6E BOT CHORD
REACTIONS. (lb/size) 3=52/Mechanical, 4=-41/Mechanical, 5=219/0-7-10 (min. 0-1-8)
Max Horz 5=111(LC 9)
Max Uplift3=-59(LC 12), 4=-47(LC 9), 5=-108(LC 8)
Max Grav3=52(LC 1), 4=37(LC 10), 5=219(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-5=-280/378
Scale = 1:19.2
PLATES GRIP
MT20 244/190
Weight: 16 lb FT = 20
Structural wood sheathing directly applied or2-11-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever left exposed ; end vertical left exposed; porch right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 3, 47 lb uplift at joint 4 and
108 lb uplift at joint 5.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
FL PE#56126
09/16/16
Job
ss
Qty
Melody B
MELODY
J32
JACK•OPEN
2
JPly
1
Job Reference (optional)
I I 1
Run: 7.630 s Jul 9 2015 Print: 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Mar 16 14:52:32 2016 Page 1
ID:08sfhL_woe 1 RkJ5nGCdhRKyainP-fulTQdQrOR03U?X6JAPfp5WytfkYNnuVFiMQ3SzaLAD
-0-11-8 0-11-0
0-11-8 0-11-0
5.00 F12
3x4 11
ST1.5x8 STP=
T
N
Scale=1:15.1
00
0-11-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/dell Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.14
Vert(LL) -0.00
5 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.13
Vert(TL) -0.00
5 >999 180
BCLL 0.0
Rep Stress Incr YES
WE 0.00
Horz(TL) -0.01
3 n/a n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 7 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP 150OF 1.6E
TOP CHORD
Structural wood sheathing directly applied or 0-11-0 oc purlins, except
BOT CHORD 2x4 SP 150OF 1.6E
end verticals.
WEBS 2x4 SP 150OF 1.6E
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 5=113/0-6-10 (min. 0-1-8), 3=-15/Mechanical, 4=3/Mechanical
Max Horz 5=81(LC 9)
Max Uplift5=-70(LC 10), 3= 50(LC 9), 4=-66(LC 9)
Max Grav5=113(LC 1), 3=24(LC 10), 4=47(LC 10)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; end vertical left exposed; porch left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 5, 50 lb uplift at joint 3 and
66 lb uplift at joint 4.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
��
8,9 r
_ No 56 26
TE OF
FL PE#56126
09/16/16
russ
russ ype
ty y
Melody e�ob
ELODY
JJGRD01
DIAGONAL HIP GIRDER
2 1
Job Reference (optional)
nun: t.oju s dui a eu i o runt; o.uuu s dan i o eu ro mi i ek mousuies, mu. vvea ri- i o rv:ncac LU. o ra e i
ID:08sfhL_woelRkJ5nGCdhRKyainP-fu1TQdQrORo3U?X6JAPfp5WuUfbONImVFiMQ3Sza D
6-6-1 11-0-2
6-6-1 4-6-1
1:18.4
3x10 II
3x4 =
1-1-8 1-6-15, 11-0-2
1-1-8 9-5-3
Plate Offsets (X,Y)--
[1:0-1-12,Edge], [1:0-0-6,Edge)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.42
Vert(LL)
-0.18
4-9
>730
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.72
Vert(TL)
-0.48
4-9
>275
180
BCLL 0.0
Rep Stress Incr NO
WB 0.14
Horz(TL)
0.01
3
n/a
n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 45 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP 150OF 1.6E
BOT CHORD 2x4 SP 150OF 1.6E
WEBS 2x4 SP 150OF 1.6E
WEDGE
Left: 2x6 SP No.2
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 3=106/Mechanical, 4=277/Mechanical, 1=293/0-10-13 (min. 0-1-8)
Max Horz 1=159(LC 4)
Max Uplift3=-116(LC 4), 4= 147(LC 4), 1= 168(LC 4)
Max Grav3=106(LC 1), 4=288(LC 3), 1=293(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-10=-423/355, 10-11=-451/358, 2-11=-417/327
BOT CHORD 1-13=-392/429, 13-14= 392/429, 14-15=-392/429, 4-15=-392/429
WEBS 2-4=-461 /422
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat.[[; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) WARNING: Top chord live load is below minimum required by FRC. The building design professional for the overall structure to verify
adequacy of top chord live load.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 3, 147 lb uplift at joint 4
and 168 lb uplift at joint 1.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 57 lb down and 59 lb up at 2-8-14,
57 lb down and 59 lb up at 2-8-14, 70 lb down and 59 lb up at 5-6-13, 70 lb down and 59 lb up at 5-6-13, and 80 lb down and 101 lb up
at 8-4-12, and 80 lb down and 101 lb up at 8-4-12 on top chord, and 50 lb up at 2-8-14, 50 lb up at 2-8-14, 6 lb down and 34 lb up at
5-6-13, 6 lb down and 34 lb up at 5-6-13, and 31 lb down and 31 lb up at 8-4-12, and 31 lb down and 31 lb up at 8-4-12 on bottom ,,��ttfrrr
chord. The design/selection of such connection device(s) is the responsibility of others. ��� A• BRO�r ',
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). `>> P� , •
ENS�,.�� �.
No 56 26
13 TE OF 11J�
T4 P.�4u
0 N M"lit�,
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3= 46, 4-5=-20
Continued on page 2
FL PE#56126
09/16/16
o
russ
cuss ype
tY y
Melody e
MELODY
JGRDO]
DIAGONA! HIP GlADER
2 1
Job Reference o tional
R i o rvu , en n—w..s, unu. "qu Mar I b 14:3z:A zul0 ra e z
c ID:O6sfhL Woe1RkJ5nGCdhRKyainP-fu1TQdQrORo3U?X6JAPfp5WuUfbONImVFiMQ3Sza D
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 10=119(F=59, B=59) 11=22(F=11, B=11) 12=-66(F=-33, B=-33) 13=49(F=24, B=24) 14=-12(F=-6, B=-6) 15=-63(F=-31, B=-31)
r111tutt/f
N0 A. g6�T/�f'�,
No 56 26
��•� TE OF .uJ�
'•.<ORt.O, N��
FL PE#56126
09/16/16
p
russ
Truss Type
ty�Ply
Melody B `
MELODY
JGRD0IA
DIAGONAL HIP GIRDER
1 1
Job Reference (optional)
ID:08sfhL-woe1 RkJ5nGCdhRKyainP-74bsdzRTnkww596JtuwuL133E3xd6COeUM6;bvz AC
11-0-2 1
3x10 II
3x4 =
1-1-R , n-s-7' q-._i-A
1:18A
Plate Offsets (X,Y)--
[1:0-1-12,Edgel, [1:0-0-6,Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
floc)
Udefl
Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.42
Vert(LL)
-0.18
4-9
>730
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.72
Vert(TL)
-0.48
4-9
>275
180
BCLL 0.0
Rep Stress Incr NO
WB 0.14
Horz(TL)
0.01
3
n/a
n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 45 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP 1500F 1.6E
BOT CHORD 2x4 SP 1500F 1.6E
WEBS 2x4 SP 1500F 1.6E
WEDGE
Left: 2x6 SP No.2
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 3=106/Mechanical, 4=277/Mechanical, 1=293/0-10-13 (min. 0-1-8)
Max Horz 1=159(LC 4)
Max Uplift3=-116(LC 4), 4=-147(LC 4), 1=-168(LC 4)
Max Grav3=106(LC 1), 4=288(LC 3), 1=293(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-10=-423/355, 10-11=-451/358, 2-11=-417/327
BOT CHORD 1-13=-392/429, 13-14=-392/429, 14-15= 392/429, 4-15=-392/429
WEBS 2-4=-461/422
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat.[[; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); cantilever left exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) WARNING: Top chord live load is below minimum required by FRC. The building design professional for the overall structure to verify
adequacy of top chord live load.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 3, 147 lb uplift at joint 4
and 168 lb uplift at joint 1.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 57 lb down and 59 lb up at 2-8-14,
57 lb down and 59 lb up at 2-8-14, 70 lb down and 59 lb up at 5-6-13, 70 lb down and 59 lb up at 5-6-13, and 80 lb down and 101 lb up
at 8-4-12, and 80 lb down and 101 lb up at 8-4-12 on top chord, and 50 lb up at 2-8-14, 50 lb up at 2-8-14, 6 lb down and 34 lb up at
5-6-13, 6 lb down and 34 lb up at 5-6-13, and 31 lb down and 31 lb up at 8-4-12, and 31 lb down and 31 lb up at 8-4-12 on bottom
The design/selection device(s) is the
1"11 t 1 r t r 111",
chord. of such connection responsibility of others.
N��A, gR0'i,,i
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
G E N S� L
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
•• C ..' ��
.`�� i
No 56 26 '
Vert: 1-3=-46, 4-5=-20
� 3
TE OF . 4/Al
Continued on page 2
e
FL PE#56126
09/16/16
0
Truss ype
Melody
MELODY
TJGIA
DIAGONAL HIP GIRDER
FY
1 1
Job Reference (optional)
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 10=119(F=59, B=59) 11=22(F=11, B=11) 12=-66(F=-33, B=-33)
a w rinn. o.uuu 5 dap 10 ZV I MI I eK moustries, Inc. wet] Mar 16 14:b2:S3 2016 Pegg 2
ID:08sfhL_woel RkJ5nGCdhRKyainP-74bsdzRTnkww596JtuwuLI33E3xd6C0eUM6zbvzaLAC
13=49(F=24, B=24) 14=-12(F=-6, B=-6) 15=-63(F=-31, B— 31)
,,`1►lrirltlltl'
P. B
0. GENS•..ti'G,
No 56 26
��• TE OF
ICI
�,4�SS fO N
FL PE#56126
09/16/16
Job
russ
russ I ypeIPly
Melody
MELODY
JGRD05
Diagonal Hip Girder 2 1
Job Reference (optional)
nun: o.uuu s Jan 1 o Zu 1 o rnnu o.uuu s Jan is Zu 1U Nu 1 eK inuuslue5, 1nu. vieu Mar 10 1 Y:O20' 1 O ra e 1
ID:O8sfhL_woelRkJ5nGCdhRKyainP-bGBErJS5Y22mjJhVRbS7uWbJfTO?rhOoi0lX7Lza 8
0
v
cb
6
3x6 11
2-0-5
2-0-5
Scale:l.5'=1'
Plate Offsets (X,Y)--
[1:0-3-4,0-0-91, [1:0-1-2,1-4-151
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
floc)
Vdefl
Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.11
Vert(LL)
0.02
4
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.19
Vert(TL)
-0.02
4
>999
180
BCLL 0.0
Rep Stress Incr NO
WB 0.00
Horz(TL)
-0.01
2
n/a
n/a
BCDL 10.0
Code FRC2014fTP12007
(Matrix-M)
Weight: 9 lb FT = 20
LUMBER -
TOP CHORD 2x4 SP 150OF 1.6E
BOT CHORD 2x4 SP 150OF 1.6E
WEDGE
Left: 2x4 SP 150OF 1.6E
BRACING-
TOPCHORD
BOT CHORD
REACTIONS. (lb/size) 2=-22/Mechanical, 3=-127/Mechanical, 1=480/0-10-13 (min. 0-1-8)
Max Horz 1=36(LC 4)
Max Uplift2=-22(LC 1), 3=-127(LC 1), 1=-454(LC 4)
Max Grav2=23(LC 13), 3=126(LC 4), 1=480(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 2-6-5 oc purlins
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
3) Gable studs spaced at 2-0-0 oc.
4) WARNING: Top chord live load is below minimum required by FRC. The building design professional for the overall structure to verify
adequacy of top chord live load.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 2, 127 lb uplift at joint 3
and 454 lb uplift at joint 1.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 169 lb down and 293 lb up at 1-3-15
on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-46, 3-4=-20
Concentrated Loads (lb)��
,,�11tt►tr�11/�ie
�� �� A0
E NSF ��
Vert: 5=-169
•,
t
No 56 26
�. TE OF to
e. S o .. �. C?
FL PE#56126
09/16/16
Job
Truss
I cuss I ype
Melody B
MELODY
JGRD30
DIAGONAL HIP GIRDER
7tYly
1
Job Reference (optional)
.1.. .u eau ,a w ro r uu,. e.wv..... iJ cu io rvuien lllOOSIflBS,=- Y,— Maf l b l4:bZ:34 ZUlb Yager
ID:08sfhL_woei RkJ5nGCdhRKyainP-bG6ErJS5Y22mjJhVRbS7uWbHTTQcrhgoi0rX7LzaLAB
• 1 4 4 3-9-15 6-9-15.
1 4 4 3-9-15 3-0-0
1
JAY —
1.5x4 II
Scale=1:23.7
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
floc)
I/deft
Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.19
Vert(LL)
0.01
6-7
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.09
Vert(TL)
-0.02
6-7
>999
180
BCLL 0.0
Rep Stress Incr NO
WB 0.04
Horz(TL)
-0.00
.4
n/a
n/a
BCDL 10.0
Code FRC2014/fP12007
(Matrix-M)
Weight: 41 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP 1500F 1.6E TOP CHORD
BOT CHORD 2x4 SP 1500F 1.6E
WEBS 2x4 SP 1500F 1.6E BOT CHORD
REACTIONS. (lb/size) 7=240/0-10-8 (min. 0-1-8), 4=55/Mechanical, 5=119/Mechanical
Max Horz 7=138(LC 5)
Max Uplift7=-289(LC 4), 4=-66(LC 22), 5=-222(LC 5)
Max Grav 7=240(LC 1), 4=67(LC 19), 5=119(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-7= 209/258
WEBS 3-5=-145/279
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); end vertical left exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) WARNING: Top chord live load is below minimum required by FRC. The building design professional for the overall structure to verify
adequacy of top chord live load.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289 lb uplift at joint 7, 66 lb uplift at joint 4
and 222 Ito uplift at joint 5.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 92 lb down and 88 lb up at 1-4-10,
and 92 lb down and 88 lb up at 1-4-10, and 60 lb down and 81 lb up at 4-2-9 on top chord, and 74 lb down and 87 Ito up at 4-2-9, and
55 Ib down and 88 Ib up at 4-2-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
' 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
%0111 � r 1 r 111 i",
SO � A. SRO�
Uniform Loads (plf)
Vert: 1-2= 46, 2-4— 46, 5-7= 20
�titi P� •
��� G •' �,� (; E N S' F'.; L ��e
Concentrated Loads (lb)
Vert: 8=48(F=24, B=24) 9=13(F) 10=32(F=2, B=31)
* :� No 56 26
•4!�
��• TE OF
O 1.0 • ��
N At %
10
1111
FL PE#56126
09/16/16
Job
I russ
I cuss I ype
ty Ply
Melody B '
MELODY
MGRD30
MONOPrrCH GIRDER
1 1
Job Reference (optional)
Hun: /.b3U s jui u zui b rrini: i1.uuu s Jan 15 20I6 IVO I eK inousvies, Inc. Wee Mar i O i4:OZ:3D ZU 1 a ra e I
ID:08sfhL_woel RkJ5nGCdhRKyainP-3Tic2fTjlMAdLSGh_IzMQj8SgtdSa7Pxxgb4fnza
-0-11-8 , 4-11-0
0-11-8 4-11-0
Scale=1:23.1
ST1.5x8 STP=
2x4 11
4-11-0
4-11-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.22
Vert(LL) 0.06
4-5 >880 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.69
Vert(TL) -0.12
4-5 >451 180
BCLL 0.0
Rep Stress Incr NO
WB 0.02
Horz(TL) -0.00
4 n/a n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 35 lb FT = 20
LUMBER-
BRACING -
TOP CHORD 2x4 SP 150OF 1.6E
TOP CHORD
Structural wood sheathing directly applied or 4-11-0 oc purlins, except
BOT CHORD 2x6 SP No.1 D
end verticals.
WEBS 2x4 SP 150OF 1.6E
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation uide.
REACTIONS. (lb/size) 5=798/0-6-10 (min. 0-1-8), 4=839/Mechanical
Max Horz 5=137(LC 5)
Max Uplift5=-284(LC 4), 4-388(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb)
or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 284 lb uplift at joint 5 and 388 lb uplift at joint
4.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 640 lb down and 256 lb up at 1-7-12
, and 640 lb down and 256 lb up at 3-7-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2= 46, 2-3=-46, 4-5=-20
Concentrated Loads (lb)
Vert: 6=-640(F) 7=-640(F)
��►t u r ntl��z
No 56 26
— it —
�. TE OF
.�� O R I.Q. N
61
FL PE#56126
09/16/16
0
fuss
I Russ I ype
Uty
Ply
MelodyB
MELODY
TOl
Common
5
1
Job Reference (optional)
ST1
Run: 7.630 s Jul a 2015 Print 8.000 s Jan 15 2016 MTek Industries, Inc. Wed Mar 16 14:52:36 2016 Page � 1
ID:08sfhL_woel RkJ5nGCdhRKyainP-XfG_G?TL3flUyogtYOUbzxhThGuDJLW5AKKdCEzaLA9
6-116 12-11-12 19-3-2 25-9-8 32-3-14 38-7-4 44-7-10 51-7-0
6-11-6 6-0-6 6-3 6 6-6-6 6-6-6 6-3-6 6-0 6 6-11-6
5x6 =
5.00 F12
Scale = 1:86.6
Iv
0
10 10 14 13 12 11 lu
46
3x5 = 5x6 WB= 3x5 — 5x8 — 3x5 — 5x6 WB= 3x5 = 4x6 =
= —
5x8 MT18H I I
5x8 MT18H I I
0110r8 9-10-8 19-3-2 25-9-8 32-3-14 41-8-8 50-8-8 51-7r0
0-10-8 9-0-0 9 4-9 6-6-6 6-6-6 9 4-9 9-0-0 0-10-R
Plate Offsets (X,Y)--
[1:0-0-12,1-2-21,[1:0-1-2,Edge],[3:0-3-0,0-3-01, [7:0-3-0 0-3-01 [9:0-0-12 1-2-21 19:0-1-2 Edge] 113:0-4-0 0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/dell
L/d
PLATES
GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.85
Vert(LL)
0.39 14-16
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.98
Vert(TL)
-0.93 14-16
>665
180
MT18H
244/190
BCLL 0.0
Rep Stress Incr YES
WB 0.98
Horz(TL)
0.24 9
n/a
n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 290 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP 150OF 1.6E
BOT CHORD 2x4 SP 150OF 1.6E
WEBS 2x4 SP 150OF 1.6E
OTHERS 2x4 SP 150OF 1.6E
WEDGE
Left: 2x6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (lb/size) 1=170210-7-10 (min. 0-2-0), 9=1702/0-7-10 (min. 0-2-0)
Max Horz 1=-195(LC 13)
Max Upliftl= 613(LC 12), 9= 613(LC 13)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-8-1 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 6-13, 7-12, 4-13, 3-14
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3300/1812, 2-3=-3157/1737, 3-4=-2660/1560, 4-5=-2131/1364, 5-6=-2131/1364,
6-7=-2660/1560, 7-8=-3157/1737, 8-9= 3300/1812
BOT CHORD 1-16=-1544/2964, 15-16=-1365/2779, 14-15=-1365/2779, 13-14=-1058/2403,
12-13=-1058/2403, 11-12=-1365/2779, 10-11=-1365/2779, 9-10= 1544/2964
WEBS 5-13=-757/1319, 6-13=-797/533, 6-12=-1731588, 7-12=-510/404, 7-10=-29/347,
4-13=-797/533, 4-14=-173/588, 3-14=-510/404, 3-16=-29/347
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 613 lb uplift at joint 1 and 613 lb uplift at joint
9.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOADCASE(S) Standard ,11t►►I111111 "�z
�� A. 8CP
/�0
i
No 56 26 '
��• TE OF
'�.
FL PE#56126
09/16/16
o
cuss ype
ty
y
Melody B
MELODY
TTIISS
Roof Special
1
1
Job Reference (optional)
Run:7.630S Jul 9 2ot 5 Print: 6.uuu s Jan 15 2u1b MI I ek in0ustries, Inc. well Mar 16 14:52:36 2u1 b " e 1
ID:OBsfhL_woel RkJSnGCdhRKyainP-XfG_G?TL3fIUycgtYOUbzxhSSGvIJR55AKKdCEza 9
6-11-6 12-11-12 19-10-8 24-7-5 29-4-2 3p-65 35-7-8 40-8-12 , 45-10-0 51-7-0
6-11-6 6-0-6 6-10-12 4-8-13 4-8-13 2- 5-1-4 5-1 4 5
S-
0
4x6 =
5x10 MT20HS I I
5x6 =
5.00 F12
5x6 =
5x6 =
3x5 =
21 20 19 18 17 16 15 14
3x5 = 5x6 WB=
3x8 = 46 = 48 =
Scale =191.5
n
m
rP=
13
1q
0
3x8 = 3x5 = 46 =
4x6 = 5x8 MT18H I I
Of10r8 9-10-8 19-10-8 29-4-2 35-7-8 43-3-6 50-8-8 517r0
0-10-8 9-0-0 1_9 0-0 9-5-10 6-3-7 7-7-13 7-5-2 0-10-8
Plate Offsets (X,Y)--
[1:0-0-4,Edgel, [1:0-1-2,Edgel, 13:0-3-0,Edgel, 15:0-3-0,0-2-41, [11:0-3-0,Edgel, [13:0-0-14,Edgel, [13:0-0-12,1-2-21
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defi
Ud
PLATES
GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.95
Vert(LL)
0.36 19-21
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.94
Vert(TL)
-0.97 19-21
>638
180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.63
Horz(TL)
0.24 13
n/a
n/a
MT18H
244/190
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 303 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP 1500F 1.6E 'Except'
Ti: 2x4 SP No.1 D
BOT CHORD 2x4 SP 1500F 1.6E
WEBS 2x4 SP 1500F 1.6E
OTHERS 2x4 SP 1500F 1.6E
WEDGE
Left: 2x6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (lb/size) 1=1702/0-7-10 (min. 0-2-0), 13=1702/0-7-10 (min. 0-2-0)
Max Horz 1=-159(LC 17)
Max Upliftl=-561(LC 12), 13= 573(LC 13)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 1-11-14 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 4-19, 6-19, 6-17, 7-17
MiTek recommends that Stabilizers and required cross bracing
_
be installed during truss erection, in accordance with Stabilizer
Installation quide.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3298/1870, 2-3=-3161/1789, 3-4=-3136/1803, 4-5=-2610/1591, 5-6=-2356/1535,
6-7=-2418/1575, 7-8=-2606/1706, 8-9=-2874/1846, 9-10=-2880/1718, 10-11=-3147/1798,
11-12=-3183/1788, 12-13=-3258/1841
BOT CHORD 1-21=-1595/2960, 20-21=-1437/2785, 19-20=-1437/2785, 18-19= 1171/2456,
17-18=-1171/2456, 16-17=-1017/2251, 15-16= 1496/2884, 14-15= 1496/2884,
13-14=-1578/2917
WEBS 4-21=-27/357, 4-19= 571/467, 5-19=-350/744, 6-19=-353/201, 7-17=-1013/716,
8-17=-730/1235, 8-16=-495/729, 9-16=-221/288, 10-16=-379/310
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MW FRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 561 Itouplift at joint 1 and 573 lb uplift at joint13. ``,,� ►►A►
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %� Pp` ,_ • -• • • • , ,O/y �i
LOAD CASE(S) Standard
No 56 26
*:*r
33 • TE OF
R I N.
FL PE#56126
09/16/16
o
russ
I rusS I ype
UtY
P1Y
Melody B
MELODY
T03
Roof Special
1
1
Job Reference (optional)
nun: r.63G s Jul 9 20i o Print: CAW s Jan to 2016 MI IeK Inclustdes, Inc. Wed Mar 1614:5237 2016 Pagel
ID:OBsfhL_woel RkJ5nGCdhRKyainP-?rgMTLUzgzQLamP46j?gW8DcSgFu2pyEP_4BkgzaLA8
6-4-11 12-1-10 17-10-8 2%7-5 271 30-6-5 35-10-3 40-8-12 45-10-0 51-7-0
6 4-11 5-8-14 5-8-14 4-8-13 4-8-13 3-2-3 5-3-14 4-10-9 5-1 4 5-9-0
5.00 F12
5x6 = 5x6 =
5x6 =
Scale = 191.5
rP=
13
`l 20 la 18 17 16 10 14
46
5x6 = 3x8 = 4x6 = 3x8 = 4x6 = 4x6 =
=
5x8 MT18H I I 5xl0 MT20HS I I
0110r8 9-3-2 17-10-8 27-4-2 W 6-5 35-7-8 43-3-6 50-8-8 51 7r0
0-10-8 8-4-10 8-7-6 9-5-10 3-2-3 5-1 4 7-7-1R 7-5-7 n-in-A
Plate Offsets (X,Y)--
[1:0-0-12,1-2-21, [1:0-1-2,Edgel, [3:0-3-0,Edgel, [5:0-3-0 0-2-41 [11:0-3-0 Edge] [13:0-0-14 Edge] [13:0-0-4 Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in floc)
I/defl
Ud
PLATES
GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.98
Vert(LL)
0.41 18
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.95
Vert(TL)
-0.90 18-20
>691
180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.91
Horz(TL)
0.25 13
n/a
n/a
MT18H
244/190
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 304lb
FT=20%
LUMBER -
TOP CHORD 2x4 SP 1500F 1.6E
BOT CHORD 2x4 SP 1500F 1.6E
WEBS 2x4 SP 1500F 1.6E
WEDGE
Left: 2x6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (lb/size) 1=1702/0-7-10 (min. 0-2-0), 13=1702/0-7-10 (min. 0-2-0)
Max Horz 1=159(LC 12)
Max Upliftl=-659(LC 12), 13=-573(LC 13)
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 6-20, 6-18, 9-17
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2= 3285/1873, 2-3=-3169/1798, 3-4=-3136/1809, 4-5=-2745/1661, 5-6= 2493/1589,
6-7=-2733/1725, 7-8=-2453/1584, 8-9=-2483/1571, 9-10=-2894/1721, 10-11=-3145/1794,
11-12= 3181/1784, 12-13=-3258/1838
BOT CHORD 1-22=-1603/2948, 21-22=-1466/2826, 20-21=-1466/2826, 19-20=-1329/2689,
18-19=-1329/2689, 17-18=-1312/2732, 16-17=-1271/2628, 15-16=-1489/2883,
14-15=1489/2883, 13-14= 1575/2918
WEBS 4-22=-0/277, 4-20=-476/396, 5-20=-411/830, 6-20=-375/295, 7-17= 1239/766,
8-17=-1000/1656, 9-17=-624/412, 9-16=-132/468, 10-16=-374/297
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) All plates are 3x5 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 659 lb uplift at joint 1 and 573 lb uplift at joint
if
8) "13. 111,
Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,,,�� 1A rSRO'���i
LOAD CASE(S) Standard
i
No 56 26
— it —
�• T-401
E OF 4J�
FL PE#56126
09/16/16
Job
I russ
Truss I ype
Uty�Ply
Melody B '
MELODY
T04
Roof Special
1 1
Job Reference (optional)
nun. i.00us dm w2-r 11L O.VW J VGII
ID:08sfhL_woel RkJ5nGCdhRKyainP-T20IghVbbHYCCw_GgRW32MmoA4asnleNdepk6G7
5-8-11 10-9-10 15-10-8 2%7-5 25 4-2 30-6-5 35-10-3 40-8-12 45-10-0 51-7-0
5-8-11 5-0-14 5-0-14 4-8-13 4-8-13 5-2-3 5-3-14 4-10-9 5-14 5-9-0
5x6 =
Scale=1:91.6
r-
rP=
13 ra
0
4x6 =3x8 = 5x6 = 3x8 = 46 = 4x6 =
46 =
5x10 MT20HS I I
5x10 MT20HS I I
0198 8-3-2 15-10-8 251 30-6-5 i 35-10-3 44-1-9 50-8-8 51 7r0
0-10-8 7 4-10 7-7-6 9-5-10 5-2-3 5-3-14 8-3-6 6-6-15 0-10-8
Plate Offsets (X,Y)--
11:0-0-4,Edgel, [1:0-1-2,Edgel, [3:0-3-0,Edgel, [5:0-3-0,0-2-41, [11:0-3-0,Edgel, [13:0-1-2,Edgel, 113:0-0-4,Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in floc)
Udefl
L/d
PLATES
GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.92
Vert(LL)
0.41 19
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.97
Vert(TL)
-0.90 19-20
>685
180
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.82
Horz(TL)
0.24 13
n/a
n/a
BCDL 10.0
Code FRC2014/TPI2007
(Matrix-M)
Weight: 296 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP 150OF 1.6E
BOT CHORD 2x4 SP 150OF 1.6E `Except*
Bi: 2x4 SP No.1 D
WEBS 2x4 SP 150OF 1.6E
WEDGE
Left: 2x6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (lb/size) 1=1702/0-7-10 (min. 0-1-12), 13=1702/0-7-10 (min. 0-1-12)
Max Horz 1=159(LC 12)
Max Upliftl=-659(LC 12), 13=-573(LC 13)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at micipt 7-17, 9-17
MiTek recommends that Stabilizers and required cross bracing _
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3256/1857, 2-3=-3180/1803, 3-4=-3163/1816, 4-5=-2881/1722, 5-6= 2627/1642,
6-7=-3089/1900, 7-8=-2479/1562, 8-9=-2485/1566, 9-10=-2896/1714, 10-11=-3148/1798,
11-12=-3184/1788, 12-13=-3264/1818
BOT CHORD 1-22=-1592/2918, 21-22=-1514/2887, 20-21=-1514/2887, 19-20= 1496/2941,
18-19=-1534/3090, 17-18=-1534/3090, 16-17=-1265/2630, 15-16=-1488/2876,
14-15=1488/2876, 13-14=-1561/2927
WEBS 4-20=-386/332, 5-20=-449/899, 6-20=-552/393, 6-19=-104/320, 7-17=-1368/855,
8-17=-946/1622, 9-17=-627/407, 9-16=-132/472, 10-16=-361/305
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) All plates are 3x5 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 659 lb uplift at joint 1 and 573 lb uplift at joint ►A r I I I
13.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ti� P� ,- • ,�yj
LOAD CASE(S) Standard
ENS�..'L
No 56 26
p TE OF
R
FL PE#56126
09/16/16
Job'
toss
FUSS I ype
ly
MELODY
T30
COMMON GIRDER
1
�YM�elody
nce o tional
rmr. o.uuu s dan i o eu i o mi i eK mousmes, inc. wea mar 1 b 14:52:39 2016 Pa gee 1
ID:O8sfhL_woel RkJ5nGCdhRKyainP-xEy7u1 WEMah3p4ZSD811bZJ4SU4NWxhXsIZloZzaLA6
5-9-2 10-10-8 15-11-14 21-9-0
5-9-2 5-1-6 5-1-6 5-9-2
Scale=1:35.3
46 =
0-10-8, 7-5-10 14-3-6 20-10-8 21-9-0,
'0-10-8' 6-7-2 R-a-1a a-7-9 n-1n_a
Plate Offsets (X,Y)--
[1:0-6-6,0-0-41, [1:0-0-0,1-2-101, [5:0-6-6,0-0-41,[5:0-0-0 1-2-101
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.50
Vert(LL) 0.11 6-8 >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.37
Vert(TL) -0.24 6-8 >999 180
BCLL 0.0
Rep Stress Incr NO
WB 0.06
Horz(TL) 0.03 5 n/a n/a
BCDL 10.0
Code FRC2014/TPI2007
(Matrix-M)
Weight: 97 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP 1500F 1.6E
BOT CHORD 2x4 SP 1500F 1.6E
WEBS 2x4 SP 1500F 1.6E
WEDGE
Left: 2x6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (lb/size) 1=499/0-7-10 (min. 0-1-8), 5=499/0-7-10 (min. 0-1-8)
Max Horz 1=-82(LC 9)
Max Upliftl=-398(LC 8), 5=-398(LC 9)
Max Grav1=576(LC 40), 5=576(LC 41)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation quide.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1020/506, 2-3=-907/461, 3-4=-907/461, 4-5=-1020/507
BOT CHORD 1-19=477/890, 8-19=-477/890, 7-8=-227/655, 6-7=-227/655, 6-20=-395/890,
5-20=-395/890
WEBS 3-6=-166/293, 4-6=-1571252, 3-8=-166/293, 2-8=-157/252
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 398 lb uplift at joint 1 and 398 lb uplift at joint
5.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 82 lb down and 87 Ito up at 1-10-8,
and 82 lb down and 87 lb up at 19-10-8 on top chord, and 140 lb down and 245 lb up at 1-10-8, 30 lb down and 90 lb up at 3-3-12, and
30 lb down and 90 lb up at 18-5-4, and 140 lb down and 245 lb up at 19-9-12 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
��'-,ttttf ,tu utrlfi
A. B/� �i�
�Gj�
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
�� •
PP
G E N S • '��
Uniform Loads (plf)
��~ •'•�C •,�L
Vert: 1-3=-46, 3-5=-46, 9-14=-20
Concentrated Loads (lb)
Vert: 12=32(F) 13=131(F) 17=32(F) 18=131(F) 19=56(F) 20=56(F)
No 56 26 '
�1
��• TE OF
''�� •'s
_
�< O R 1 Q P' �N
N Ai E
,,sip ttt.
FL PE#56126
09/16/16
oI
russ
russ I ype
Uty Ply
Melody B
MELODY
T30A
COMMON
2 1
Job Reference (optional)
3x6
Hun: L.b3U s JUI `J zwo rnnr: tf.uuu s Jan lb ZUlb ra IeK IWUS41es, Inc. VVea Mar lb 14:bZ:4V pl" ra
ID:08sfhL_woelRkJ5nGCdhRKyainP-QQWV5MWs7upwRE8fnsYX7nrJauP_FOOg5ylrL?Ze 1 5
4-11-0 10-0-8 15-1-15 20-11-0
4-11-0 5-1-7 5-1-7 5-9-1
Scale=1:34.1
46 =
7-5-2 12-7-14 20-0-8 20-11 q
7-5-2 5-7-13 7-A-1 n 01 n-A
Io
Plate Offsets (X,Y)--
(1:0-2-8,0-1-71, [6:0-1-14,Edge],
(6:0-0-4,Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.22
Vert(LL)
-0.05
9-12
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.35
Vert(TL)
-0.13
9-12
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.06
Horz(TL)
0.03
6
n/a
n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix-M)
Weight: 96lb FT=20%
LUMBER -
TOP CHORD 2x4 SP 150OF 1.6E
BOT CHORD 2x4 SP 150OF 1.6E
WEBS 2x4 SP 150OF 1.6E
WEDGE
Right: 2x6 SP No.2
SLIDER Left 2x4 SP 150OF 1.6E 2-7-6
REACTIONS. (lb/size) 1=660/Mechanical, 6=720/0-7-10 (min. 0-1-8)
Max Horz 1=-93(LC 13)
Max Upliftl=-236(LC 12), 6=-261(LC 13)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-609/134, 2-3=-1086/672, 3-4=-996/579, 4-5= 982/572, 5-6=-1134/664
BOT CHORD 1-9=-526/1022, 8-9=-277/733, 7-8=-277/733, 6-7= 518/1009
WEBS 3-9=-218/258, 4-9=-116/325, 4-7=-104/307, 5-7=-217/255
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone; cantilever right exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 236 lb uplift at joint 1 and 261 lb uplift at joint
6.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
��`,,PP�,►A
�,`` G •�,\GENS�• �L ��i
No 56 26
53 T E O F • ZU
FL PE#56126
09/16/16
Jot"
cuss
Hiss ype
ty y
Melody B
MELODY
TGRD21 ITOOF
SPECIAL GIRDER
1 1
Job Reference (optional)
Run: 7.630 s du1 a zulo rant: ti.uuu s Jan 15 zo16 mreK Industries, Inc. Wed Mar 1614:52:41 2016 Page 1
1-2-0 ID:08sfhL_woel RkJ5nGCdhRKyainP-ud4tJiXUuBxn3NjrLZ4mg_ON4Hco_eLgJc2OtRzaLA4
�
-p-11-f1 i 4-11-0 i 7-6-0 13-511 19-2-15 19r5-7 253-6 27-1-0 i 31:510 37-11-8
all 8 3 9 0 2 7 0 511-11 59.9 a -8 59-15 1-9-10 4-0-10 6-844
1-2-0
Scale=1:67.9
5.00 12
18 17
ST1.5x8 STP =
2x4 11
6x8 =
5x6 = 4x9 =
4 524 25
29 30 16 31 32
ST1.50 STP=
5x8 MT18H=
1.5x4 11 3x6 = 3x4 =
627 28 7 8
iZ13
15 33 34 35 14
5x8 = 5x8 =
5x6 =
5x6 =
10
9 1.5x4
11
0 ST1.5x8 STP= t
v
RA
12
Imo'*
0
13
5x8 = 3x6 =
3x10 II
1-2-0
713-11 19 5 -7 37-1-0 1,8-0 11-11aQ-765 7 ID-0-07-6 i
-1a
0-6-10
Plate Offsets (X,Y)--
[4:0-3-0,0-2-41, [5:0-3-8,0-2-01, [12:0-0-14,Edgel, [12:0-0-4,Edge], [13:0-4-0,0-3-01, [14:0-2-12,Edgel, [15:0-3-0,0-2-01, [16:0-2-4,0-1-121
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/dell
L/d
PLATES
GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.68
Vert(LL)
0.24 14-15
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.95
Vert(TL)
-0.37 14-15
>995
180
MT18H
244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.88
Horz(TL)
0.04 12
n/a
n/a
BCDL 10.0
Code FRC2014frP12007
(Matrix-M)
Weight: 216 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP 1500F 1.6E
TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins,
BOT CHORD 2x4 SP 1500F 1.6E 'Except*
except end verticals.
B2: 2x6 SP No.1 D
BOT CHORD Rigid ceiling directly applied or 5-5-3 oc bracing.
WEBS 2x4 SP 1500F 1.6E
MiTek recommends that Stabilizers and required cross bracing
WEDGE
be installed during truss erection, in accordance with Stabilizer
Right: 2x6 SP No.2
Installation guide.
REACTIONS. (lb/size) 16=3769/0-6-10 (min. 0-4-6), 17=-863/0-6-10 (min. 0-1-8),
12=1054/0-7-10 (min. 0-1-8)
Max Horz 17=-96(LC 6)
Max Upliftl 6=-231 1 (LC 4), 17=-863(LC 1), 12=-402(LC 9)
Max Grav 16=3769(LC 1), 17=314(LC 8), 12=1054(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 4-24=-934/2074, 5-24= 934/2074, 5-25=-751/441, 25-26=-751/441, 26-27=-751/441,
6-27=-751/441, 6-28=-751/441, 7-28=-751/441, 7-8=-751/441, 8-9=-1994/975,
9-10= 1611/677, 10-11 =-1 631/657, 11-12= 1830/734, 2-18=-157/257
BOT CHORD 17-29=-1141/586, 29-30=-1141/586, 16-30=-1141/586, 16-31= 2159/1112, 31-32=-2158/1112,
32-33=-2157/1112, 15-33=-2156/1112, 15-34=-862/2021, 34-35=-862/2019,
14-35=-856/2007, 13-14= 710/1871, 12-13=-584/1636
WEBS 4-17=-861/1644, 4-16=-16081859, 5-16= 2186/1276, 5-15=-1672/3388, 6-15=-423/436,
8-15=-1534/634, 8-14=-1111555, 9-14= 322/318, 9-13=-930/536, 10-13=-412/1059,
11-13=-212/272
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `,��1► tt t r t t t,,�,
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2311 lb uplift at joint 16, 863 lb uplift at joint ,�� A. SR ft
17 and 402 lb uplift at joint 12. �t P 0 �i
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��~ GP'�\C ENi<- -
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 lb down and 115 lb up at 4-11-0.,N •
88 lb down and 115 lb up at 6-11-12, 88 lb down and 115 lb up at 8-11-12, 88 lb down and 115 lb up at 10-11-12, and 88 lb down and; No 56 26
115 Ib up at 12-11-12, and 88 Ib down and l l5 Ib up at 14-11-12 on top chord, and 185 lb down and 369 lb up at 4-11-0, 62 lb down --
and 115 lb up at 6-11-12, 55 lb down and 35 lb up at 8-11-12, 55 lb down and 35 lb up at 10-11-12, 55 lb down and 35 lb up at-
12-11-12, and 55 lb down and 35 lb up at 14-11-12, and 819 lb down and 408 lb up at 16-11-12 on bottom chord. The design/selecti(s--0 : : a: Z
of such connection device(s) is the responsibility of others. TE OF �/ ►
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
=PL1A0tWSff(J1P9R6ldard "o, tyS�ONAL Soo'
""UlllIIII ,
FL PE#56126
09/16/16
oi
russ
I russ I ype
y
Melody B
MELODY
TGRD21
ROOF SPECIAL GIRDER
1
1
Job Reference (optional)
Hun: /.b3U S JUI a zwo rnn1: b.000 s Jan 1 o Lulb m I eK Inaustnes, Inc. wea Mar 1 b 14:0e:41 ZUl b ra e z
ID:08sfhL_woelRkJ5nGCdhRKyainP-ud4tJiXUuBxn3NjrLZ4mg_ON4Hco_eLgJc2OtRZ 4
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-46, 2-4=-46, 4-9= 46, 9-10=-46, 10-12=-46, 18-19=-20
Concentrated Loads (lb)
Vert: 4=-56(F) 24=-56(F) 25=-56(F) 26=-56(F) 27=-56(F) 28=-56(F) 29=-119(F) 30=-28(F) 31=-28(F) 32=-28(F) 33=-28(F) 34=-28(F) 35=-819(F)
%,��1►u
BR0GL�'�i
4
No 56 26
it —
�. TE OF
pNA%tE�
FL PE#56126
09/16/16
o
toss
cuss ype
y
Melody B
MELODY
Vol
VALLEY
1
1
Job Reference (optional)
ID:08sfhL_woel RkJ5nGCdhRKyainP-ud4tJiXUuBxn3NjrLZ4mg_OTiHnR_r7gJc2OtRzaLA4
4-11-0
Scale=1:15.3
2
3
3x4 = 3x8 11 1.5x4 11
I
Plate Offsets (X,Y)-- [1:0-0-0,0-0-151, [1:0-1-10,0-10-1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) l/defl Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.26
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.21
Vert(TL) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00 n/a n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix)
Weight: 21 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP 150OF 1.6E TOP CHORD
BOT CHORD 2x4 SP 150OF 1.6E
WEBS 2x4 SP 150OF 1.6E BOT CHORD
WEDGE
Left: 2x6 SP No.2
REACTIONS. (lb/size) 3=157/5-4-1 (min. 0-1-8), 1=157/5-4-1 (min. 0-1-8)
Max Horz 1=108(LC 12)
Max Uplift3=-94(LC 12), 1=-44(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 4-11-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 3 and 44 lb uplift at joint 1.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
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No 56 26
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09/16/16
russ
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ELODY
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VALLEY
t 1
Job Reference (optional)
v
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I
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Well Ud
PLATES GRIP
TCLL 16.0
Plate Grip DOL 1.25
TC 0.11
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.09
Vert(TL) n/a n/a 999
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00 n/a n/a
BCDL 10.0
Code FRC2014/TP12007
(Matrix)
Weight: 13 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP 150OF 1.6E TOP CHORD
BOT CHORD 2x4 SP 150OF 1.6E
WEBS 2x4 SP 150OF 1.6E BOT CHORD
REACTIONS. (lb/size) 1=107/4-1-3 (min. 0-1-8), 3=107/4-1-3 (min. 0-1-8)
Max Horz 1=67(LC 12)
Max Upliftl= 33(LC 12), 3= 61(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 4-1-12 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 1 and 61 lb uplift at joint 3
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
A. BRO
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No 56 26
�.� TE OF W�
1141'ONA"111111I SI..
FL PE#56126
09/16/16
Job
Truss
Truss Type
Illy
Ply
BMELODY
V03
VALLEY
1
1ob
[MelDd,
Reference (optional)
nn. o.uuu s Jan Ia Za,O NO umausuies, mc. vvea Mar 1014:a2:4Z ZUlb Yaga l
ID:08sfhL_woel RkJSnGCdhRKyainP-MpdFW2Y6fV3egXllvHb?DCwhGhAjjlNzYGnyPtzalA3
2-1-12
2-1-12
Scale = 1:7.1
_ inn F, 6 4x6 i 2
a
0
2x4
3
I
Plate Offsets (X,Y)-- (2:0-2-0,0-3-111
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 16.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FRC2014/TP12007 (Matrix) Weight: 6 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP 1500F 1.6E TOP CHORD Structural wood sheathing directly applied or 2-1-12 oc purlins, except
BOT CHORD 2x4 SP 1500F 1.6E end verticals.
WEBS 2x4 SP 1500F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=41/2-1-3 (min. 0-1-8), 3=41/2-1-3 (min. 0-1-8)
Max Horz 1=26(LC 12)
Max Uplift1= 12(LC 12), 3=-24(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;
MWFRS (envelope) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 1 and 24 lb uplift at joint 3.
5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
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No 56 26
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09/16/16