RC-6-17-1549, 478 NE 92nd St (3)Miami Shores Village
e ` Building Department artment MAR 018
10050 N.E.2nd Avenue, Miami Shores, Florida 33138 - -
Tel: (305) 795-2204 Fax: (305) 756-8972
INSPECTION LINE PHONE NUMBER: (305) 762-4949
(FBC 2® _
BUILDING Master Permit No! 4to [% 1J
PERMIT APPLICATION Sub Permit No.
12<UILDING ELECTRIC ❑ ROOFING ❑ REVISION M EXTENSION MIRENEWAL
PLUMBING M MECHANICAL OPUBLICWORKS M CHANGE OF M CANCELLATION ;"�HOP
]� Q j (� CONTRACTOR DRAWINGS
`
JOB ADDRESS: —1 O e q1 "'�- &—Ycg7�—
Folio/Parcel#: I _ 2_D`Q —0I `-1' — D v-?_Q Is the Building Historically Designated: Yes NO
Occupancy Type: � Load: Construction Type: Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titleholder):
Address:
City: C7 t�
Tenant/Lessee Name:
Email: Von C 0 Q C 0 r-V
CONTRACTOR: Company Name: LL
Address: -I W 2�
City: rj a
Qualifier Name:
State Certification or Registration #:
DESIGNER: Architect/Engineer:
Address:
Value of Work for
rtthis
"Permit: $
Type of Work: L'1 Addition ❑ Alteration
Description of Work: QJyi %
n / � I i — A
Specify color of color thru tile:
Phone#: � " 03
State: ! 11 Zip:
Phone#:
r
e#:19(g' 4Ue- 2-q%
Phone#:
City: State: Zip:
Square/Linear Footage of Work:
❑ New ❑ Re .air/Replace El Demo lition .
Submittal Fee $ Permit Fee $ CCF $ I CO/CC $
Scanning Fee $'9 . Radon Fee $ DBPR $ Notary $
Technology Fee $ Training/Education Fee $ Double Fee $
Structural Reviews $ —1 G�� Bond $ y- p
TOTAL FEE NOW DUE $ _� �l• ��O
(Revised02/24/2014)
Bonding Company's Name (if applicable)
Bonding Company's Address
City
State
Mortgage Lender's Name (if applicable)
Mortgage Lender's Address
City
State
Zip
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating
construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS,
FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC.....
OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all
applicable laws regulating construction and zoning.
"WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND
TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING
YOUR NOTICE OF COMMENCEMENT."
Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the
inspection will not be approved a. a reinspection fee will be charged.
Signature g Signature
OWNER or A T CONTRACTOR
The foregoing instrument was ackkr% wled
R" d before me this
day of (1Y,1 fu �20 _ by
who is onall I kn t
me or who has produced
as
The foregoing instrument was acknowledged before me this
day of IN Ar 20 k 8 by
OOKW1 who is personally known to
me or who has produced as
identification d who did take an oath.
identification ho did to an oa
i
N ARY P BLI
NOTARY PUB IC:
Sign:
Sign:
Print: I i1 �i/P
Print:
n 6
Seal: ?° : "'..�`', LORETTA COMES
* * MY COMMISSION t FF 95461i4
EXPIRES: March
Seal:
a'°"
• -
g; ;
f .. F'
e
AlP,DYPR!
MY CO SSIO 1 214011
21, 2020
EXPIRES: March 25, 2019
�,rFOFF•�`�O Bonded ihNBudget tJotaryServkes
a,
u%F;d F4:'
Bonded ThruNhtatyPublic Underwriters
APPROVED BY
Plans Examiner
Zoning
D4har Structural Review Clerk
(Revised02/24/2014)
:RACING FOR THREE PLANES OF ROOF
:L MIRIOSTRE EN TRES PLANOS DE TECHO
7( This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses.
J Este rnetodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas; 3x2 y 4x).
) TOP CHORD — CUERDA SUPERIOR
Truss Span
Top Chord Temporary Lateral Brace (TCTLB) Spacing
Longitud de Tramo
Espaciamiento del Arriostre Temporal de la Cuerda Superior
Up to 30'
SO' o.c. max.
Hasta 30 pies
10 pies maximo
30' to 45'
8' o.c. max.
30 a 45 pies
8 pies maximo
45' to 60'
6' o.c. max.
45 a 60 pies
6 pies maximo
60' to 80'*
4' o.c. max.
60 a 80 pies*
4 pies maximo
*Consult a Professional Engineer for trusses longer than 60'.
*Consulte a Lin ingeniero para trusses de mass de 60 pies.
See BCSI-B2 for TCTLB options.
vea el 5C5I-132 para las opciones
de TCTLB.
r1 Refer to I-BS
Summary Sheet v -
Gable End Frame n _
Braino. _
£ Repeat diagonal braces.
Vea el resume kn e a L`J
BCSI-B6 - Arriostrie a' Y_ Repita loss arriostre,
del truss terminal _ diagonales.
de Lin techo a dos
aguaet first five trusses with spacer pieces, then add diagonals. Repeat
process on groups of Four trusses until all trusses are set.
Instale Jos cinco primeros trusses con espat:iadores, Iriego Jos arriostres
diagonales. Repita este procedimiento en grupos de r,uatro trusses
hasta que todos Jos trusses ester instalados.
) BOTTOM CHORD — CUERDA INFERIOR
Lateral braces
2x4x12' length lapped
over two trusses. ,
10'-15' max.
Diagonal braces
every 10 truss
spaces (20' max.)
Some chord and web members not shown for clarity.
) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS
Web
w 1+- Diagonal braces
every 10 truss
' spaces (20' max.)
10'-15' max
same spacing
-,_x-
as bottom chord Some chord and web members not shown for clarity.
lateral bracing.;.
/,� DIAGONAL BRACING IS VERY IMPORTANT
iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! 46
BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES
EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2
QRefer to BCSI-B7 Maximum lateral brace spacing
Summary Sheet 10' D.C. for 3x2 chords
- Temporary and 15' o.c. for 4x2 chords Diagonal braces
Permanent Bracing 10, of 15 every 15 truss
for Parallel Chord spaces (30' max.)
Trusses for more
information.
Vea el resumen
BCSI-87 - Arriostre ysyi
temporal y
permanente de The end diagonal
trusses de cuerdas brace for cantilevered
aral la para mayor trusses must be placed
information. on vertical webs in line
with the support.
2x4x12' length lapped
over two trusses.
INSTALLING - INSTALACION
10
lolerances for Out -of -Plane. — Tolerancias para Fuera-de-Plano.
0000
LYJ
Max. Bow
��— Length —�
•
• • Max. Bows• .. •
•Max.
BOW
Truss
Ubftlll
-y -- -
9
•-� --- •_
Len�h _
• 3/4"
12.5'
Max.B y�
. Bow T Length
000000
•
• • •
• 7/Bii
{ d {; •
• •'•' •
('�J(
Tolerances for
�5�
fig,)
•
1°
16.7'
f:~J
Out -of -Plumb.
v
1
•
1.1/g"
•11808 •
Tolerancias para
•2�
• •
•1-1/4"
20.8'
Fuera-de-Plomada. a
• • •
J -3/8"
•
m I
Plumb
bob
3/4"
16
3'
•1'
• • • • •
1-1/2"
•25S) •
1-1/4
6
a• • •
1-3/4"
938iC •
D/50 max
2"
>_33.3•
•
3/4-
q'
• •
•••••
••••••
CONSTRUCTION LOADING — CARGA
DE CONSTRUCCION • • •
: • • • •
QDo
not proceed with construction until all bracing is securely
Malsi•ium Stack Height
and properly in place.
for Materials on Trusses
No proceda con la construction hasta que todos loss arriostres
esten colocados en forma apropiada y Segura.
Concrete Block
a"
Do not exceed maximum stack heights. Refer to BCSI-64
Summary Sheet - Construction Loadina for more information.
No exceda las m6ximas alturas recomendadas. Vea el resumen
BCSI-B4 Carga de Construction para mayor informacion.
Do not overload small groups or single trusses.
No sobrecargue pequen"os grupos o trusses individuates.
Place loads over as many trusses as possible,
L� I Coloyue las cargas sabre tantns trusses Como sea possible.
® Position loads over load bearing walls.
Coloque las cargas sabre las paredes soportanl--.
ALTERATIONS — ALTERACIONES
QRefer to BCSI-B5 Summary Sheet - Truss Damage Jobsite Modifications and Installation Errors.
Vea el regimen BCSI-B5 Danos de trusses Modificaciones en la Obra y Errores de Instalaci6n
Do not cut, alter, or drill any structural member of a truss unless
specifically permitted by the Truss Design Drawing.
No Corte, altere o perfore ning6n miembro estructural de los
trusses, a menos que este especificamente permitido en el dibujo
del diseno del truss.
QTrusses 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 sobrecargado durante la construccion o han sido alterados sin una autorizad6n
previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trusses.
NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (if applicable) are ca-
pable to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding
construction practices from a competent party. The methods and procedures outlined are intended to ensure that the overall construction
techniques employed will put Floor and roof trusses Into place SAFELY. These recommendations for handling, installing and bracing wood
trusses are based upon the collective experience of leading technical personnel in the wood truss Industry, but must, due to the nature of
responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or Erection/Installation Contractor It is not
intended that these recommendations be Interpreted as superior to any design specification (provided by either an Architect, Engineer,
the Building Designer, the Erection/Installation Contractor or otherwise) for handling, Installing and bracing wood trusses and it does
not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by
truss actor the uss Erection/Installation ContThus, the Wood Truss Council of America and the Truss Plate Institute expressly disclaim any
responsibility for damages arising from the use, application, or rellame on the recommendations and information contained herein.
WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE
One VJTCA Center • 6300 Enterprise Lane • Madison, WI 53719 583 D'Onofdo Drive • Madison, WI 53719
608/274-4849 • www.woodtruss.ccm 608/833-5900 • www.tpinst.org
BIWARN11x17 031125
GENERAL NOTES NOTAS GENERALES I HAND ERECTION — LEVANTAMIENTO AMANO
Trusses are not marked in any way to identify
the frequency or location of temporary bracing.
Follow the recommendations for handling,
installing and temporary bracing of trusses.
Refer to BCSI 1-03 Guide to Good Practice for
Connected Wood Trusses for more detailed
information.
Truss Design Drawings may specify locations of
permanent bracing on individual compression
members. Refer to the BC5I-B3 Summary
Reinforcement for more information. All other
permanent bracing design is the responsibility
of the Building Designer.
Los trusses no estan marcados de ningGn modo que
identifique la frecuencia o localizad6n de los arriostres
(bracing) temporales. Use las recomendaciones de manejo,
instalacion y amostre temporal de los trusses. Vea el folleto
Places de_Metaloara para mayor informacon.
Los dibujos de disefio de los trusses pueden especificar
las localizaciones de los arriostres permanentes en los
miembros individuales en compresidn. Vea la hoja res6men
miembros secundarios (webs) pat mayor informad6n. El
resto de arriostres permanentes son la responsabilidad del
Disefiador del Edificio.
QThe consequences of improper handling, installing
and bracing may be a collapse of the structure, or
worse, serious personal injury or death.
El resultado de un manejo, instalacidn y arriostre
inadecuad%s puede ligr la caida de la estructura o
• • • •un peor, muee4os • heridos. • •
•••• •• •• ••••••
•
• • sanding and truss plates have sharp edges. Wear
gloves wh(t handli%and safe tlgsleS lghen
• • • tatting bardWg. • • • • • •
• 0 • Lrmpaques y @1"s de metal tieepn•bsr6ei
afilados. LPe guantet y lentes !rotedbres cuando
• • • torte los emdaQLleS • • • •
HA: NDL - MANE]O
•••• • • •
QAllow no rr%• • • • No permita mas Q Use special care in
than 3" of detlec- de 3 pulgadas de windy weather or
tion for every 10' pandeo por cada 10• near power lines
of span. pies de tramo. and airports.
ra
iv
_ r
+o T is
Pick up vertical Levante de la cuerda
bundles at the superior los grupos
top chord. verticales de trusses.
,Rom
Bundles stored on the ground for one
week or more should be raised by blocking
at 8' to 10' on center.
Utilice cuidado
especial en dies
ventosos o cerca de
cables electricos o de
aeropuertos.
Trusses 20' or
% ; _ ,
�( Trusses 30' of
less, support
- -
r
less, support at
at peak.
quarter point,.
r
Levante
Levante de
del pico los
los cuartos
trusses de 20
de tramo los
pies o menos.
trusses de 30
pies o menos.
Trusses up to 30'
Trusses up to 20'
f
Trusses hasta 20'
Trusses haste 30'
HOISTING — LEVANTAMIENTO
QHold each truss in position with the erection equipment until temporary bracing is installed and
truss is fastened to the bearing points.
Sostenga cada truss en position con la grua haste que el arriostre temporal este instalado y el
truss asegurado en los soportes. r
Do not lift trusses over 30' by the peak.
No levante del pico los trusses de mas de 30 pies.
HOISTING RECOMMENDATIONS BY TRUSS SPAN
RECOMMENDACIONES DE LEVANTAMIENTO
POR LONGITUD DEL TRUSS
Spreader bar for
truss bundles Ta line
9
e���e
O O
Check banding Revise los empaques
prior to moving antes de mover los
bundles. paquetes de trusses.
Q Avoid lateral bending. — Evite la Flexion lateral.
Do not store No almacene `
unbraced bundles verticalmente los
upright. trusses sueltos.
Los paquetes almacenados en la tierra por Do not store on No almacene en
una semana o mas deben ser elevados uneven ground. tierra desigual.
con bloques a cada 8 o 10 pies.
QFor long term storage, cover bundles to pre-
vent moisture gain but allow for ventilation.
Para almacen-amiento por mayor tiempo,
cubra los paquetes para prevenir aumento
de humedad pero permita ventilaci6n.
Toe -in g.
Tagline
' T` aLo
Spreader bar 1/2 to
2/3 truss length
TRUSSES UP TO 60'
TRUSSES HASTA 60'
Gr�ater than 30'
.Mas de 30 ores
60' or less
Approx. 1/2 _3oI
truss length
TRUSSES UP TO 30'
TRUSSES HASTA 30'
Locate Spreader bar Attach
1
above or stiffback max..
m
mid-height
Spreader bar 2/3 to
!— 3/4 truss length ---
TRUSSES UP TO AND OVER 60'
TRUSSES HASTA Y SOBRE 60'
BRACING - ARRIOSTRE
QRefer to BCSI-B2 Summary Sheet - Truss Installa-
tion and Temporery Bracing for more information.
Vea el resumen BCSI-B2 - Instalacion de Trusses 4
y Arriostre Temporal para mayor informacon.
GDo not walk on unbraced trusses.
No camine en trusses sueltos.
QLocate ground braces for first truss directly
in line with all rows of top chord temporary
lateral bracing.
Coloque los arriostres de tierra para el
primer truss directamente en linea con
cada una de las filas de arriostres laterales
temporales de la cuerda superior.
Brace first truss well
.0— before erection of
Adq I A, W
onal trusses.
Top Chord Temporary Lateral
Bracing (TCTLB)
min.
ENGINEERING COVER SHEET
This cover sheet is provided as per Florida Statute
61G15-31.003 in lieu of signing and sealing each individual
sheet. An index sheet of ( 29 ) truss design are attached
with the identification and date of each drawing.
ENGINEER OF TRUSS DESIGN PACKAGE••••.
• 0000
ULTIMATE ENGINEERING DESIGNS:;33g. C.
Armando R. Perez •""• •
FL Reg. Eng. No. 28026 ••••••
1811 SW 33 CT. ••••••
MIAMI FL. 33145
P H : (305) 882-8826 ' • •'
LEADING EDGE CONTRACTORS -
Project Name:
Building Authority: MIAMI SHORES, FL
Design Load
WHITE RES.
478 NE 92 ST
MIAMI SHORES, FL
ROOF 30-15-0-10 psf. FLOOR 40-20-0-10 psf.
WIND: 175 mph / EXP: C / Kd:.85 / HVHZ
DOL= LUMBER 1.33 PLATE:1.00
FBC 2017 / TPI 2014 / ASCE 7-10
Building Code: (Ch 23 Sec. 2303.4.1.4.1)
Software Used: MITEK 2017 v 8.130
Addition Attachments: Truss placement diagram, Truss profile list,
Product approvals, Valley detail & Wed brac-
ing recommendation.
Project Engineer of Record:
Trusscorp International, Inc.
To:
Reaction
959t) NW 8th Ave
Medley, FL 33178
Job Number: J1800052
(305) 882-8826 Fax: (305) 887-6008
Page: I
Date: 03/27/18 1 L57:46
Project: LEADING EDGE - Block No:
Model: 478 NE 92 ST MIAM1 Lot No:
Contact:
Site:
Office:
Deliver TO:
Account No: 254504030
Designer: /
Name:
Phone:
Salesperson: Inside Sales
Fax:
F.
Quote Number: B 1800052
P.O. Number:
Qty:
Truss Id:
Span:
Truss Type:
Slope
Reactions:
11
F1
18-05-00
SPECIAL
0.00
Joint 1 Joint 7
845.83 845.83
11
F2
18-05-00
SPECIAL
0.00
Joint 1 Joint 7 •
832.22 832.22 0 0 • •. • • • •. •: •
7
F3
11-11-08
SPECIAL
0.00
Joint 1 Joint 3
• . •
816.67 816.67 •..•.• • • • • •
*see
g
12-06-00
Joint 1 Joint 5 "" " " "; " •
-
1
G1
COMMON
3.00
3250.74 3133.86 • • • • • • 0000 • • • • •
-1548.82-1500.56 •• •• •••• ••••••
_
16-05-00
Joint 2 Joint 6 • • • • • • • •
I
G2
COMMON
3.00
3817.96 4155.32 i • • **see*
-1920.75 -1845.E = • • •
17-02-08
Joint 2 Joint 8 •. . . •
7
M I
MONO TRUSS
3.00
1075.41 972.66 '00
697.34 648.01
17-02-08
Joint 1 Joint 6
I
MIA
MONO TRUSS
3.00
937.93 978.32
496.73-664.24
08-07-00
Joint 2 Joint 6
G2 CONSULTING GROUP, IN
I
M2
GABLE
3.00
607.32 452.
580.26 425.
SHOP DRAWING REVIEW
7
l
08-07-00
Joint 2 Joint 4
r4C7 5XCHPTIONS TAKEN REJECTED
2
Tl
COMMON
3.00
603.90 603.S
3 NOTE COMMENTS D RE-SUBMIT
-689.69 -689.1
i9CORRrCTIONS OR COMMENTS MADE ON SHOP D
15-09-00
Joint 1 Joint 5
`
COMPLYING WITH REQUIREMENTS OF THE PE
I
T 10
COMMON
3.00
858.23 858.23
-570.35 -631.
DRAWINGS AND SPECIFICATIONS. THIS CHECK IS O
ZGENERAL CONFORMANCE WITH DESIGN CONC
�c E WITH THE INFORMATIOIJ
20-04-00
Joint 2 Joint 6
CONTRACT DOCUMENTS. CONTRACTOR IS RESPI
13
T2
COMMON
3.00
1254.90 1113
-929.44 -717.
9FOR: CON1=IRMING AND CORRELATING ALL QUANT
DIMENSIONS: SELECTING FABRICATION PROCESS
4TECHNIOUES OF CONSTRUCTION: COORDINATING H
12-06-00
Joint 2 Joint 4
I WITH THAT OF AL
WORK IN A FE A SAND SATISFACTORY MANNER.
4
T4
COMMON
3.00
819.32 81 J 3p
-756.27-756.,7THIS
APPROVAL REPRESENTS OUR REVIEW
16-05-00
Joint 2 Joint 4
HEREIN OR IN PREVIOUS SUBMISSIONS OR AS SPEC
6
T5
COMMON
3.00
1170.31 1019.16
"TOTED BY CONTRACTOR IN THIS SUBMISSION. AN
' 1COIFICATION M THIS DRAWING BY THE CONTRA
-1009.83 -788.4
.y VIOUSLY RIEVIEWED MATERIAL IS SPEC
27-11-00
Joint 2 Joint 6
I-.PPROVED. 11T IS UNDERSTOOD THAT EM
4
T6
COMMON
3.00
1667.23 1667.23
-1120.90-112012
n r;0N ON 'SUBMITTAL 15 NOT TO BE CONST
„JI717ATION'FOR ADDITIONAL WORK OR COST.
27-1 I-00
Joint 2 Joint 8 __..-
5
T7
COMMON
3.00
1369.80 1269.52
-958.95-857.07
®
27-11-00
Joint 2 Joint 7
1
T8
COMMON
3.00
975.19 871.21
-698.39-628.14
15-09-00
Joint 2 Joint 6
I
T9
COMMON
3.00
996.23 852.04
-769.61-613.44
11-06-05
Joint 1 Joint 5 Joint 6 Joint 7
2
V 1 1
VALLEY
3.00
269.34 276.24 458.78 358.67
-137.35-150.60-314.72 -240A ,,/�
12-00-00
Joint 1 Joint 3 Joint 4
2
V12
VALLEY
3.00
298.70 298.70 615.77
-204.94-204.94-518.17 --3 Z 7
AWING:
4 FROi
'MITTEI
LY FOI
'r AN:
IN TH,
)NSIBI
ES At-il
S AN
E WO�
ING H4
UESTEI
FICALL
OTHE
TOR 1,
FICAL-(
m-oeq;t
UED A
Trusscorp International, Inc.
To:
Reaction
9590 NW 8th Ave
lob Number: J1800052
Medley, FL 33178
(305) 882-8826 Fax:
(305)
887-6008
Page: 2
Date: 03/27/18
1 1:57:52
Project: LEADING EDGE - Block No:
Model: 478 NE 92 ST MIAMI
Lot No:
Contact:
Site:
Office:
Deliver
To:
Account No: 254504030
Designer: /
Name:
Phone:
Salesperson: Inside Sales
Fax:
F.
Quote Number: B1800052
P.O. Number:
Qty:
Truss Id:
Span:
Truss Type:
Slope
Reactions:
13-06-05
Joint 1
Joint 4 Joint 5
2
V 13
VALLEY
3.00
355.18
-249.41
305.77 747.96
-200.72-454.61
Soo
•
15-06-05
Joint 1
Joint 5 Joint 6
Joint 7
•
•
• •�6
_..
2
�
V.•
• • •
VALLEY
3.00
336.28
-183.16
281.21 347.50
-147.80-175.77
760.44
-454.29
�
0 0
...... ...1
......
•
16-00-00
Joint 1
Joint 3 Joint 4
•�� •
1
�P1b' • • •
• • • •
VALLEY
3.00
339.68
-251.68
339.68 871.58
-251.68-628.71
• • •`
• ; •
•
17-06-05
Joint 1
Joint 6 Joint 7
Joint 8
Joint 9
• • •- •
•2
N19• • • •
VALLEY
3.00
319.07
188.16 396.80
470.64
666.91
1 0
• . • • •
-132.30
-110.44-200.42
-241.02
-397.06
+
•
'
000000
19-06-05
Joint 1
Joint 6 Joint 7
Joint 9
A•-
• 2
V•19 •
VALLEY
3.00
342.09
331.40 629.01
770.62
-
0
-143.16
-226.40-356.01
-439.82
• • •
20-00-00
Joint 1
Joint 5 Joint 6
Joint 8
Joint 9
fo
o • 1
V20
VALLEY"
3.00
317.78
-187.18
317.78 678.71
-187.18 -46&97
229.10
-46.78
678.71
-460.97
21-06-05
Joint 1
Joint 7 Joint 8
Joint 9
Joint 11
2
V21
VALLEY
3.00
317.37
273.94 530.52
560.37
708.25
-121.78
-142.57-330.74
-305.69
-372.77
23-01-14
Joint 1
Joint 6 Joint 7
Joint 9
2
V23
VALLEY
3.00
371.17
355.02 750.51
931.74
-185.29
-312.31-342.97
-521.31
04-00-00
Joint 1
Joint 2
."
3
V4
GABLE
0.00
43.33
43.33
08-00-00
Joint 1
Joint 3
3
V8
VALLEY
3.00
340.77
340.77
-308.77
-308.77
Job
Truss
Truss Type
Qty
478 NE92 ST M SHORES, FL
WHITE
F1
SPECIAL
11
JP�'�yWHIRTEES.
ence (optional)
.Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:11 2018 Page 1
ID:N3mb'?wOUV31 VlmbvyBlA[PzX04b-LTQd69ubAOHZhjOcrosaM9oojNJzvnO?Lm3CZp8zWm2
10.2-8 14-3-12 18-5-0 1- g
0 4-1-4 4-1-4 3
Scale = 1:33.1
5x8 = 3x4 = 2x4 II 2x4 II 3x6 = 3x4 = 5x8 =
1 2 3 4 5 6 7
w
I�
a
61
I
14
15 13 1612 11 17 10 18 93i6 • 19 8 ••••••
2x4 II 3x6 = 4x6 = 3x4 = 3x4 — • • • 2x4 II •
•••••• •• •• ••••••
•
• •
•••••• •••• •••••
4 • • •
-3 8 4-1-8-2-8 10.2-5 14-3-12 • • • • 18-5- • • • • 1 - • • • •
3 4-1 4 4-1-4 2-0-0 4-1-4 4-1-4 3 •
Plate Offsets X,Y -- 1:0-3-8 0-3-0 2:0-1-12 0-1-8 , 6:0-1-12,0-1-8
7:0-3-8 0-3-D 9:0-2-0,0-1-8 10:0-1-12,0-1-8 , 11:0-1
13:0-2-0, -1-8 •
LOADING (psf)
SPACING- 1-4-0
CSI.
DEFL. in (loc) I/defl L/d•
PLZW • • GRIP . •
TCLL 40.0
Plate Grip DOL 1.00
TC 0.35
Vert(LL) -0.24 10-11 >912 360a •
• MT20 244/1" • • • •
TCDL 20.0
Lumber DOL 1.00
BC 0.69
Vert(CT) -0.42 10-11 >522 180 • •
• • • • • • • • •
BCLL 0.0
Rep Stress Incr YES
WB 0.45
Horz(CT) -0.08 7 n/a n/a
• • •
BCDL 10.0
Code FBC2017/TP12014
Matrix-MSH
Weight: 85 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, except
BOT CHORD 2x4 SP M 30 end verticals.
WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W1: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=846/0-3-8 (min. 0-1-8), 7=846/0-3-8 (min. 0-1-8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2538/0, 2-3=-3582/0, 3-4=-3582/0, 4-5=-3582/0, 5-6=-3582/0, 6-7=-2538/0
BOT CHORD 13-16=0/2538, 12-16=0/2538, 11-12=012538, 11-17=0/3582, 10-17=0/3582, 10-18=0/2538, 9-18=0/2538
WEBS 2-11=0/1080, 1-13=0/2500, 2-13=-604/0, 7-9=0/2500, 6-10=0/1080, 6-9=-604/0
NOTES- (5)
1) Provide adequate drainage to prevent water ponding.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
3) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with an
other live loads.
4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
5) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
ss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
LF2
SPECIAL
11
1
Job Reference o tional
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:11 2018 Page 1
I D: N 3 mbUOUV31 VlmbvyBIAlPzX04b-LTQd69u bAOHZhjOcrosaM 9oojSJzDnP7Lm3CZp8zWm
Q 3,8 4-1 4 8-2-8 10-2-8 14-3-12 18-1-8 1$-�0
, 4-1 4 4-1-4 2 0 0 4-1-4 3 9-12 3--B
Scale = 1:32.6
5x8 = 3x4 = 2x4 11 2x4 II 3x6 = 3x4 = 5x8 =
1 2 3 4 5 6 7
m
I�
Tr
a to
••••ii ••••16 • 13• 12 11 16 10 17 93x6= 18 8
• • 2x4 • • Sx� 4x6 3x4 = 3x4 = 2x4 11
=
•••••• •• •• ••••••
•
••••• •• •• ••••
• • it+� 8• • 0414 — _ • • • 8-2-8 10-2-8 14-3-18-1-8
• 3- 4-1-4 4-1-4 2-0-0 4-1-412 3-9-12
Plat ffsets X Y -- 1: -3-8 0-3-0 0. - 0-1-8 , 6:0-1-12,0-1-8 7:0-3-8,0-3-0 , 9:0-2-4 0-1-8 10:0-1-12 0-1-8 , 11:0-1-12,0-1-8 13:0-2-0,0-1-8
L04DING (psf) •
• • • •'ACING-• • 1-4-0
CSI.
DEFL. in floc) I/deft Ud
PLATES GRIP
TCL•L• • • •19.0
Plate Grip DOL • 1.00
TC 0.35
Vert(LL) -0.22 10-11 >958 360
MT20 244/190
TCOL 26.0
• • • i*mber 1101- • • 1.00
BC 0.67
Vert(CT) -0.39 10-11 >548 180
BCLL 0.0
• •'Rep Stress Incr YES
WB 0.45
Horz(CT) -0.07 7 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 83 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purlins, except
BOT CHORD 2x4 SP M 30 end verticals.
WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W1,W3: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=832/0-3-8 (min. 0-1-8), 7=832/0-3-8 (min. 0-1-8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2491/0, 2-3=-3467/0, 3-4=-3467/0, 4-5=-3467/0, 5-6=-3467/0, 6-7=-2356/0
BOT CHORD 12-13=0/2491, 11-12=0/2491, 11-16=0/3467, 10-16=0/3467, 10-17=0/2356, 9-17=0/2356
WEBS 2-11=0/1009, 1-13=0/2453, 2-13=-589/0, 7-9=0/2340, 6-10=0/1148, 6-9=-609/0
NOTES- (5)
1) Provide adequate drainage to prevent water ponding.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with an
-other live loads.
4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
5) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
QiyPlyWHITE
RES. 478 NE 92 ST M SHORES, FL
WHITE
G1
FTrussType
MON
1
2
Job Reference o tional
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:12 2618 Page 1
ID:N3mb?wOUV31 VlmbvyBIAIPzXO4b-pf_?KVuDxiPQJtzpKZ5bi0Lv5jNwWp_U?jx6LazWm2
3-8-3 6-3-0 8-9 13 12-6-0
3-8-3 2-6-13 2-6 13 3-8-3
Scale = 1:20.0
4x6 =
3.00 12 3
3x4 ; 3x4
2 4
5
c1{
1
• •
I
Ic
16 17 8 18 19 7 20 21 6 • • 22 • • •
•••••• •• ••
15 2x4 11 7x10 = 2x4 '11 • • • 9 • • • 23 •
4x8= •••••
•••••• •••• •••••
3-8-3 6-3-0 8-9-13 • • 12%2 _0 •
3-8-3 2-6-13 2-6-13 3-8- 0
Plate Offsets X Y -- 1:0-1-9 0-0-12 , 5:0-1-9 0-0-12 7:0-5-0,0-4-8 690609 • •
LOADING (psf)
SPACING- 1-4-0
CSI.
•
DEFL. in (loc) I/deft Ud
• • • 000000
PLATESO • • • •GRIP
TCLL 30.0
Plate Grip DOL 1.00
TC 0.29
Vert(LL) 0.12 7 >999 360 :
• • • MT20 • 244/19CC •. • •;
TCDL 15.0
Lumber DOL 1.33
BC 0.44
Vert(CT) -0.20 6-7 >761 180 •
• • •
BCLL 0.0
Rep Stress Incr NO
WB 0.60
Horz(CT) 0.03 5 n/a n/a
000000 • •
•
BCDL 10.0
Code FBC2017/TPI2014
Matrix-MSH
Weight: 119 Ib FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc purlins.
BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=3251/0-8-0 (min. 0-1-10), 5=3134/0-8-0 (min. 0-1-9)
Max Uplift1=-1549(LC 4), 5=-1501(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-9138/4297, 2-3=-7582/3574, 3-4=-7581/3574, 4-5=-9129/4293
BOT CHORD 1-15=-2187/4681, 1-16=-4117/8839, 16-17=-4117/8839, 8-17=-4117/8839, 8-18=-4117/8839, 18-19=-4117/8839,
7-19=-4117/8839, 7-20=-4111/8825, 20-21=-4111/8825, 6-21=-4111/8825, 6-22=-4111/8825, 5-22=-4111/8825,
5-23=-2152/4597
WEBS 3-7=-1486/3343, 4-7=-1622/788, 4-6=-418/979, 2-7=-1637/794, 2-8=-411/963
NOTES- (9)
1) 2-ply truss to be connected together with 16d (0.131 "x 3.5) nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc clinched.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc clinched.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C, Encl.,
GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
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 1549 lb uplift at joint 1 and 1501 lb uplift
at joint 5.
7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1094 lb down and 462 lb up at
2-1-0, 1094 lb down and 462 lb up at 4-1-0, 1094 lb down and 462 lb up at 6-1-0, and 1094 lb down and 462 lb up at 8-1-0, and
1094 Ib down and 462 Ib up at 10-1-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others.
9) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-3=-60, 3-5=-60, 9-12=-13
Concentrated Loads (lb)
Vert: 7=-1094(F) 16=-1094(F) 18=-1094(F) 21=-1094(F) 22=-1094(F)
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
F3
SPECIAL
7
1
Job Reference (optional)
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:12 2018 F'age 1
ID:N3mb?wOUV31 VlmbvyBIAIPzX04b-pf_?KVuDxiPQJtzpKZ5bi0LpFjL5WotU?jx6Lazwm2
5-11-12 11-11-8 12-3,0
0 3 8 5-11-12 5-11-12 3-
i
i Scale = 1:21.6
1 5x6 = 3x4 = 5x6 =
2 3
1'
0
m
0
Li
•••••• 7 •••• 8 • • 53x6= 10 4
• 6 9
• •
• 2x4 I Is • 0 • • 2x4 I I
• • • • 3x6 =
*sees ••••••
I••••••
••••••
0 ease
:*so** ••••
•••••
• • 3-1-10• • 8-9-14 11-11-8 12-3-0
••••�8 •••• 3-1-10 •• •• 5-8-4 3-1-10 3-
P15W Offsets X Y -- 1:0-2-8 0-3-Q . 3 Q"8,0-3-0 5:0-2-0,0-1-8 , 6:0-2-0 0-1-8
L4• 91111OG (psf) .; s
..; SPACI;G- ' 2-0-0
CSI.
DEFL. in (loc) I/defl L/d
PLATES GRIP
T.CLL • 40.0
• Plate Grfp DOL• 1.00
TC 0.66
Vert(LL) -0.09 5-6 >999 360
MT20 244/190
- COL! ; 20.0 .
. • Lumber b%.• * 1.00
BC 0.56
Vert(CT) -0.16 5-6 >878 180
BCLL 0.0 •
• Rep Stress Incr YES
WB 0.67
Horz(CT) -0.02 3 n/a n/a
BCDL 10.0 '
" Code FBC2017rTP12014
Matrix-MSH
Weight: 56 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins, except
BOT CHORD 2x4 SP M 30 end verticals.
WEBS 2x4 SP No.3 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=817/0-3-8 (min. 0-1-8), 3=817/0-3-8 (min. 0-1-8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1510/0, 2-3=-1510/0
BOT CHORD 6-9=0/2569, 5-9=0/2569
WEBS 1-6=0/1406, 2-6=-1127/0, 2-5=-1127/0, 3-5=0/1406
NOTES- (5)
1) Provide adequate drainage to prevent water ponding.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any
other live loads.
4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
5) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
G2
COMMON
1
Job Reference (optional)
Tq-usscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:12 2018 Pagel
I D: N3mb?wOUV31 VlmbvyBIAIPzX04b-pf_?KVuDxiPQJtzpKZ5bi0Lt7jKi Wm 1 U?jx6LazWm2
-2-10-0 4-7-15 8-2-8 11-9 1 16-5-0.
2-10 0 4-7-15 3-6-9 3 6 9 4-7-15
i Scale = 1:31.4
4x6 =
1
- 3.00 12 4
3x4 s 3x4 r
3 19 20 5
I l 21
2x4 II
i 2 6
2x411
I
1
••••
1
�
23 24 9 25 26 27 8 28 • • • 29-3t • • • •
•
22 • • • •
4x10 = 2x4 11 7x10 = 034IZ u •• • • • 31 •
•• •• •,)'tt•
2x4 II •••i•• • • •
•••••• •••• •••••
4-7-15 8-2-8 11-9-1 • • • 16-5-0•
4-7-15 3-6 9 3-6-9
Plate Offsets X Y -- 2:0-0-1 0-1-5 , 6:0-0-9,0-0-15 , 7:0-4-4 0-1-8 , 8:0-5-0,0-4-8 • • • • • • • •
LOADING (psf)
SPACING- 1-4-0
CSI.
DEFL. in (loc) I/defl Ud •
• • • • • •
• PLATE& • • • GRIP
TCLL 30.0
Plate Grip DOL 1.00
TC 0.42
Vert(LL) 0.21 7-8 >933 360:
•
• • MT 244/1.9p•
TCDL 15.0
Lumber DOL 1.33
BC 0.58
Vert(CT) -0.36 7-8 >543 180 • •
•••
• • • • • •
BCLL 0.0
Rep Stress Incr NO
WB- 0.79
Horz(CT) 0.06 6 n/a n/a
••• •
BCDL 10.0
Code FBC2017/TP12014
Matrix-MSH
Weight:176 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-15 oc purlins.
BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 8-0-4 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 6=4155/0-8-0 (min. 0-2-2), 2=3818/0-8-0 (min. 0-1-15)
Max Horz 2=62(LC 4)
Max Uplift6=-1845(LC 4), 2=-1921(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1173214937, 3-19=-9834/4297, 4-19=-9832/4302, 4-20=-9834/4304, 5-20=-9837/4299, 5-21=-12578/5508,
6-21=-12612/5506
BOT CHORD 2-22=-1785/5504, 2-23=-4724/11333, 23-24=-4724/11333, 9-24=-4724/11333, 9-25=-4724/11333, 25-26=-4724/11333,
26-27=-4724/11333, 8-27=-4724/11333, 8-28=-5288/12202, 7-28=-5288/12202, 7-29=-5288/12202, 29-30=-5288/12202,
6-30=-5288/12202, 6-31=-2725/6265
WEBS 4-8=-1801/4399, 5-8=-2874/1287, 5-7=-619/1549, 3-8=-1952/688, 3-9=-452/1108
NOTES- (9)
1) 2-ply truss to be connected together with 16d (0.131"x 3.5") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc clinched.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc clinched.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched.
2) All loads are considered equally applied to all, plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl.,
GCpi=0.18; C-C Exterior(2) -2-9-9 to 0-0-0, Interior(1) 0-0-0 to 5-2-8, Exterior(2) 5-2-8 to 8-2-8, Interior(1) 11-2-8 to 13-5-0; cantilever
left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
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 1845 lb uplift at joint 6 and 1921 lb uplift
at joint 2.
7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1100 lb down and 455 lb up at
3-10-12, 1100 lb down and 455 lb up at 5-10-12, 1100 lb down and 455 lb up at 7-10-12, 1100 lb down and 455 lb up at 9-10-12,
and 1100 lb down and 455 lb up at 11-10-12, and 1100 lb down and 455 lb up at 13-10-12 on bottom chord. The design/selection of
such connection device(s) is the responsibility of others.
9) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-4=-60, 4-6=-60, 13-16=-13
Concentrated Loads (lb)
Vert: 7=-1100(B)24=-1100(B)25=-1100(B)27=-1100(B)28=-1100(B)30=-1100(B)
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHIT E
M1
MONO TRUSS
7
1
Job Reference (optional)
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:13 2018 Page 1
ID:N3mb?wOUV31 VlmbvyBIAIPzX04 b-IrYOXrvd?XHwl Y?uHcgEDu?H6feFK5eDNhftozWm2
5-11-5 11-5-2 17-2-8 17-6,-0
�-6-0
1-6 0 5-11-5 5-5-14 5-9-6 3-
i
3.00 r12 3x4 1IScale = 1:33.7
6 7
15
3x6 ; 3x4
5
4
i
2x4 D
o
3 v
i
i
• • 14•
•• 2x4 \1• 2 •••
I • 1
•••••
•• •••••
�
i • • Soso••• 16 9 17
• S • • • •
• • • • ••s• 3x4= 8
• lix6 • • 5x6 =
S•S•• •• •s •s••
• • • • 8-8-3 17-2-3 177�-8
So••ss 8-8-3 8-6-0 5
Plate Offsets X,Y -- loO-1-13,0-2-6 , .(�3 6 0-2-12
LO•Ab1116 rpsf) •
R• • • SPACING- • 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
T��• • • 10.0
Plate GriipbpL ; 1.00
TC 0.58
Vert(LL) -0.29 8-9 >709 360
MT20 244/190
T E5 0
P • • Lumber ®OL • • 1.33
BC 0.67
Vert(CT) -0.42 8-9 >487 180
BCLL 0.0 •
• • • Rep Stress Incr YES
WB 0.35
Horz(CT) 0.04 8 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-MSH
Weight: 83 lb FT = 0%
LUMBER- BRACING -
TOP .CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc purlins, except
BOT CHORD 2x4 SP M 30 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-5 oc bracing.
OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-8
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=1075/0-8-0 (min. 0-1-8), 8=973/Mechanical
Max Horz 2=426(LC 4)
Max Uplift2=-697(LC 4), 8=-648(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-14=-2367/984, 3-14=-2306/996, 3-4=-1771/650, 4-5=-1659/658, 6-8=-252/300
BOT CHORD 2-16=-1252/2237, 9-16=-1252/2237, 9-17=-717/1222, 8-17=-717/1222
WEBS 3-9=-656/480, 5-9=-170/657, 5-8=-1353f797
NOTES- (6)
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.9psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; C-C Exterior(2) -1-5-9 to 1-6-7, Interior(1) 1-6-7 to 14-6-0, Exterior(2) 14-6-0 to 17-6-0; cantilever left and right 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 697 lb uplift at joint 2 and 648 lb uplift at
joint 8.
5) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
JotD
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
M1A
MONO TRUSS
1
1
Job Reference (optional)
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:3413 2018 Page 1
ID:N3mb?wOUV31 VlmbvyBIAlPzX04b-IrYOXrvd?XHwl Y?uHcgEDu?K6fgFK1 eDNhftOzWm2
5-11-5 11-5-2 17-2-8 1 - 0
5-11-5 5-5-14 5-9-6 3-
3x4 II Scale = 1:33.6
4 5
3.00 12 12
3x4
3
2x4 m
2
11 ••••
•
1 • • • •
13 7 14 •••••• • • •
3x4= •••• • • 6 • •
3x6= •••••• •••••5VV •••••
•••••• •••• •••••
8-8-3 17-2-3 • • • • 17 -S
• • • • • •
8-8-3 8-6-0 0-0-5 •
Plate Offsets X,Y -- 6:0-3-0,0-2-12 • • • • • • • •
LOADING (psf)
SPACING- 2-0-0
CS1.
•
DEFL. in (loc) I/defl Ud•
• • • 000000
PLATES • • • GRIP
TCLL 30.0
Plate Grip DOL 1.00
TC 0.58
Vert(LL) -0.29 6-7 >709 360•
• •
• MT2t 244/19•D• • • • •
TCDL 15.0
Lumber DOL 1.33
BC 0.67
Vert(CT) -0.42 6-7 >490 180 • •
• 4 •
BCLL 0.0
Rep Stress Incr YES
WB 0.36
Horz(CT) 0.04 6 n/a n/a
00000, • •
•
BCDL 10.0
Code FBC2017/rP12014
Matrix-MSH
Weight: 78 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins,
BOT CHORD 2x4 SP M 30 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-2-9 oc bracing.
WEBS 1 Row at midpt 3-6
MiTek recommends that Stabilizers and required cress bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide
REACTIONS. (lb/size) 1=938/0-8-0 (min. 0-1-8), 6=978/Mechanical
Max Horz 1=377(LC 4)
Max Upliftl=-497(LC 4), 6=-664(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-11=-2412/1117, 2-11=-2353/1124, 2-3=-17991736, 4-6=-253/303
BOT CHORD 1-13=-1385/2283, 7-13=-1385/2283, 7-14=-748/1233, 6-14=-748/1233
WEBS 2-7=-678/549, 3-7=-234/680, 3-6=-1366/832
NOTES- (6)
1) Wind: ASCE 7 10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-6-0, Exterior(2) 14-6-0 to 17-6-0; cantilever left and right 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 497 lb uplift at joint 1 and 664 lb uplift at
joint 6.
5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Type
Oty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
M2
FGABLE
1
1
-
Job Reference o tional
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:13 2018 _Page1
ID:N3mb?wOUV31 VlmbvyBIAIPzXO4b-I rYOXrvd?XHw 1 Y?uHcgEDu5?61 WFJ4eDNhftOzWm2
-1-6 0 4-8-5 6-7-0
1-6-0 4-8-5 1-10-11
2x4 11 Scale = 1:19.8
5
2x4 11
3.00 F12 4
3x4 ;
14 3
13
2
••Zc��1•
•••• •F1 2x4 11
•• • 1
• •Li
•
•••••• • • •• • 15 7 16
.••••• 2x4 11
• • • • •••• 3x4=6
• • • • 3x4
• • • • • • • • • 0000
••••• •••• ••••••
• _ 4-8-5 6-7-0 8-7- 0
•
• • • • • • goes • •�• •
4-8-5 1-10-11 2 -0-0
Plate Offsets X Y -- 190-2-1,0-3-5 • • • • • •
LOADING (psf) •
P• • *SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TC" • • •1.0
Plate Grip bQL ; 1.00
TC 0.22
Vert(LL) -0.04 7-12 >999 360
MT20 244/190
TCDL 16.0
& • •Lumber DOL • • 1.33
BC 0.29
Vert(CT) -0.05 7-12 >999 180
BCLL 0.0 '
'. .Rep Stress Incr YES
WB 0.42
Horz(CT) 0.01 6 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-MSH
Weight: 42 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP M 30 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-2-1 oc bracing.
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=607/0-8-0 (min. 0-1-8), 6=453/0-8-0 (min. 0-1-8)
Max Horz 2=297(LC 4)
Max Uplift2=-580(LC 4), 6=-425(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-13=-852/479, 13-14=-806/487, 3-14=-762/488
BOT CHORD 2-15=-638/782, 7-15=-638/782, 7-16=-638/782, 6-16=-638/782
WEBS 3-9=-792/633, 6-9=-811/661, 3-7=0/267
NOTES- (7)
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl.,
GOpi=0.18; C-C Exterior(2) -1-5-9 to 1-6-7, Interior(1) 1-6-7 to 4-2-5, Extedor(2) 4-2-5 to 8-5-4; cantilever left and right 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) 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 580 lb uplift at joint 2 and 425 lb uplift at
joint 6.
6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE T1 COMMON 2 1
Job Reference o tional
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:14 2018 Page 1
ID:N3mb,.wOUV31VImbvyBIAIPzX04b-m25mlBwUTJf8YB6BS_83nRQFnW4v_rMnS1 QDQTzWm2
-1-6-0 4-3-8 8-7-0 10 1-0
1 6 0 4-3-8 4-3-8 1-6 0
Scale = 1:21.2
4x6 =
3.00 F12
3
2x4 2 4 2x4
15 6 16 • • •••• ••••••
• • •
2x4 II • • • •
• • • • • • • • • • • • • • • •
3x4 = • 3x4 =
••••••
• • • • •
0*800
•••••• •••• •••••
4-3-8 8_7_0 • • • •
•-• Is •••• 000000
4-3-8 4-3-8 •
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud : : PLA-JES • GRIP • • • • ;
TCLL 30.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) -0.03 6-11 >999 360 MT2: • • • • • 244/19Q
TCDL 15.0 Lumber DOL 1.33 BC 0.28 Vert(CT) -0.05 6-11 >999 180 o • • 00008; -
BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 4 n/a n/a • • • • • • • •
BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weighi:3%1 FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-9-2 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer
Installation uide.
REACTIONS. (lb/size) 2=604/0-8-0 (min. 0-1-8), 4=604/0-8-0 (min. 0-1-8)
Max Uplift2=-690(LC 4), 4=-690(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-846/737, 3-4=-846/737
BOT CHORD 2-15=-568/777, 6-15=-5681777, 6-16=-568/777, 4-16=-568/777
NOTES- (6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); 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 690 lb uplift atjoint 2 and 690 lb uplift at joint 4.
5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
T2
COMMON
13
1
'
Job Reference o tional
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:14 2018 Page 1
ID:N3mb?wOUV31 VlmbvyBIAIP7X04b-m25mlBwUTJf8YB6BS_83nRQBfWyT_m8nS1 QDQTzWm2
-1-6-0 5-5-6 10-2-0 14-10-10 20-4-0
1-6-0 5-5-6 4-8-10 4-8-10 5-5-6
Scale = 1:36.1
46 =
3.00 12 4
2x4 zz� 17 18 2x4 ;
3 5
19
16
2x4 \\ 2
I;
•• ••••
• • 20 8 7 21
• • • • • • • • • • • • • • • • 4x6 -
3x6 = • 410 =
• • • •••••• 3x6=
••••
••••• •• ••
• •
••••• •••• ••••••
• • • • 10-2-0 20-4-0
• • • • • • • 10-2-0 10-2-0
Plate ffsets X Y -- i:0-2-5 0-3-8 • i:O44.1A 0-1-6
LCF;VAd rpsf) • • • • • LPACING- 2-0-0
CS1.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TOLL• E0.0 Plate Grp %OL ; 1.00
TC 0.48
Vert(LL) -0.35 8-12 >697 360
MT20 2441190
• •
TC'�iL 15.0 • • Lumber DOL • • 1.33
BC 0.82
Vert(CT) -0.54 8-12 >450 180
BCLL 0.0 • • • Rep Stress Incr YES
WB 0.43
Horz(CT) 0.07 6 n/a n/a
BCDL 10.0 Code FBC20171TPI2014
Matrix-MSH
Weight: 84 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 6=1114/Mechanical, 2=1255/0-8-0 (min. 0-1-8)
Max Horz 2=50(LC 4)
Max Uplift6=-718(LC 4), 2=-929(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-16=-3022/1867, 3-16=-2961/1877, 3-17=-2276/1411, 4-17=-2223/1418, 4-18=-2223/1420, 5-18=-2276/1413,
5-19=-2999/1975, 6-19=-3056/1965
BOT CHORD 2-20=-1726/2873, 8-20=-1726/2873, 7-8=-1833/2909, 7-21=-1833/2909, 6-21=-1833/2909
WEBS 4-8=-214/615, 5-8=-856/657, 3-8=-819/546
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vmlt=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl.,
GCpi=0.18; C-C Exterior(2) -1-5-9 to 1-6-7, Interior(1) 1-6-7 to 7-2-0, Exterior(2) 7-2-0 to 10-2-0, Interior(1) 13-2-0 to 17-4-0; 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) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 718 lb uplift atjoint 6 and 929 lb uplift at
joint 2.
6) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
T4
COMMON
4
1
Job Reference (optional)
trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:14 2018 Page 1
ID:N3mb?wOUV31 VlmbvyBIAIPzX04b-m25mlBwUTJf8YB6BS_83nRQD_W1 E_rznS 1 QDQTZWm2
-1-6-0 6-3-0 12-6-0 14-0-0
1-6-0 6-3-0 6-3-0 1-6-0
Scale = 1:25.5
4x6 =
3.00 12 3
16 17
15 18
2x4 2 4 2x4 I/
1 5
Li +
19 6 20 • • • •
2x4 II •••••• •• •• ••••••
•
3x4= •••••• 3Y4= • •
•
• • •
• -
6-3-0 12-6-0 • • • •
••••••
6-3-0 6-3-0 •
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud: 4
a PLATES • GRIP • • • •. •
TCLL 30.0
Plate Grip DOL 1.00
TC 0.33
Vert(LL) -0.10 6-14 >999 360 •
• MT2p'' • •' 244/19D
TCDL 15.0
Lumber DOL 1.33
BC 0.45
Vert(CT) -0.14 6-14 >999 180 • o
• • • • • •
BCLL 0.0
Rep Stress Incr YES
WB 0.12
Horz(CT) 0.01 4 n/a n/a
•' ' • +
BCDL 10.0
Code FBC2017lTPI2014
Matrix-MSH
Weig4:o484iIb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-2 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-0-15 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=819/0-8-0 (min. 0-1-8), 4=819/0-8-0 (min. 0-1-8)
Max Uplift2=-756(LC 4), 4=-756(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-15=-1411/993, 15-16=-1350/998, 3-16=-1345/1005, 3-17=-1345/1005, 17-18=-1350/998, 4-18=-1411/993
BOT CHORD 2-19=-817/1305, 6-19=-817/1305, 6-20=-817/1305, 4-20=-817/1305
WEBS 3-6=0/315
NOTES- (6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extehor(2) -1-5-9 to
1-6-7, Interior(1) 1-6-7 to 3-3-0, Exterior(2) 3-3-0 to 6-3-0, Interior(1) 9-3-0 to 10-11-9; 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 756 lb uplift at joint 2 and 756 lb uplift at•joint 4.
5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
T5
COMMON
6
1
Job Reference (optional)
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:15 2018 Page 1
ID:N3mb?wOUV31 VlmbvyBIAIPzXO4b-EEf8yXx6Edn_ALhN?iflKezJ4wKLjHtwhhAmyvzWm2
2-10-0 8-2-8 16-5-0 17-11-0
2-10 0 8-2-8 8-2-8 1-6-0
Scale = 1:34.5
j 46 =
I
3.00 F12 3
i
I 17 18
i
2x4 II 19
2 4 2x4 11
cy 2x4 \\ 5
••• • • 20 6 21
• • • • • • 2x4 11
3x6=
•�•••• •••••3x6= ••••••
2x4 II •
•••.••
• •
• •� • • 8-2-8 16-5-0
j • • • • • • • • • • , --:�—� 8-2-8 8-2-8
L(aAllil1g4w
JSPACIIA3-• ; 2-0-0
CSI.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 30.0 • o
• • • Plate Grip DOL 1.00
TC 0.69
Vert(LL) -0.22 6-13 >892 360
MT20 244/190
TJgI• • • � 5.0
lumber,0 ; 1.33
BC 0.65
Vert(CT) -0.34 6-16 >580 180
B LL • 0.0 4
• • Rep Stress Ir" YES
WB 0.14
Horz(CT) 0.02 4 n/a n/a
BCDL 10.0 • I
• • • Lode FBC2017lTP12014
Matrix-MSH
Weight: 66 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-8-2 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=1170/0-8-0 (min. 0-1-8), 4=1019/0-8-0 (min. 0-1-8)
Max Horz 2=43(LC 4)
Max Uplift2=-101O(LC 4), 4=-788(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-17=-1893/1046, 3-17=-1789/1063, 3-18=-1785/1056, 18-19=-1802/1048, 4-19=-1889/1039
BOT CHORD 2-20=-853/1748, 6-20=-853/1748, 6-21=-853/1748, 4-21=-853/1748
WEBS 3-6=0/368
NOTES- (6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -2-9-9 to
0-0-0, Interior(1) 0-0-0 to 5-2-8, Exterior(2) 5-2-8 to 8-2-8, Interior(1) 11-2-8 to 14-10-9; 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 1010 lb uplift at joint 2 and 788 lb uplift at
joint 4.
5) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
T6
COMMON
4
1
Job Reference o tional
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:3415 2018 Page 1
ID:N3mb?wOUV31 VlmbvyBIAIPzXO4b-EEf8yXx6Edn_ALhN?iflKezHhwlVjDOwhhAmyvzWm2
-1-6-0 , 6-10-5 13-11-8 21-0-11 27-11-0 2$ a-8
1-6-0 6-10-5 7-1-3 7-1-3 6-10-5 0.3-8
Scale = 1:51.9
46 =
3.00 rl2
4
20 21
3x4 ; 3x4zz
3 5
cv 2x4 11 2 19 22 6 2x4
' 7
I,••• . ..
23 10 24 9 25 8 • • w • i 26 • • • •
3x8 —_ 2x4 II 6x10 — 2x4 II•••:•• •• •• 3x8 �•••••
••••••
• • • • •
•••• •w •• •••••
6-10-5 13-11-8 21-0-11 • • d • • • • •: •
6-10-5 7-1-3 7-1-3 6-1'0
Plate Offsets X,Y -- 9:0-5-0 Ed e
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Udo
PL/ t% • • GRIP, •
TCLL 30.0
Plate Grip DOL 1.00
TC 0.78
Vert(LL) -0.34 8-9 >998 3600 •
• MT20 244/*" w • •
TCDL 15.0
Lumber DOL 1.33
BC 0.77
Vert(CT) -0.64 8-9 >524 180 • •
• • •
BCLL 0.0
Rep Stress lncr YES
WB 0.43
Horz(CT) 0.15 6 n/a n/a
000000
•• •
BCDL 10.0
Code FBC2017/TP12014
Matrix-MSH
Weight: 124 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-9, 3-9
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=1667/0-8-0 (min. 0-1-15), 6=1667/0-8-0 (min. 0-1-15)
Max Uplift2=-1121(LC 4), 6=-1121(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-19=-4441/2454, 3-19=-4417/2468, 3-20=-3171/1899, 4-20=-3081/1907, 4-21=-3081/1907, 5-21=-3171/1900,
5-22=-4417/2468, 6-22=-4441 /2454
BOT CHORD 2-23=-2244/4234, 10-23=-2244/4234, 10-24=-2244/4234, 9-24=-2244/4234, 9-25=-2244/4234, 8-25=-2244/4234,
8-26=-2244/4234, 6-26=-2244/4234
WEBS 4-9=-327/866, 5-9=-1390/696, 5-8=0/284, 3-9=-1390/696, 3-10=0/284
NOTES- (6)
1) Unbalanced roof live loads have been consideredfor this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; C-C Exterior(2) -1-5-9 to 1-6-7, Interior(1) 1-6-7 to 10-11-8, Exterior(2) 10-11-8 to 13-11-8, Interior(1) 16-11-8 to 26-4-9;
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 1121 lb uplift at joint 2 and 1121 lb uplift
at joint 6.
5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Oty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
T7
COMMON
5
1
"
Job Reference (optional)
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:15 2018 Page 1
ID:N3mb'?wOUV31 VlmbvyBIAIPzX04b-EEf8yXx6Edn_ALhN?iflKezKmwKzjC3whhAmyvzWm2
i -1-6-0 6-10-5 13-11-8 21-0-11 22-7-022r10-8
1-6 0 6-10-5 7-1-3 7-1-3
Scale = 1:40.2
4x6 =
4
3.00 12
16 17
3x4 18 3x4 Zz
3 5 2x4 I I
67
•••16
2x4 \I 2 •
?y •1• • • • • • •
u�' 9 • • •
•�•••• •••• ••616•• 10 20 9 21
• 8
�••••� 3x6=• •••••• 2x4 II 5x10= 5x6=
• • • on ••••
• • �1Q-�. 13-11-8 21-0-11 22-7-0
• 6-10-5 7-1-3 7-1-3 1-6-5
Plat Offsets X,Y -- 8110-3-0,0-3-0 5- -3-0
LO DING •
• • • jPACING.• 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
Csf)
T • • • 0.0
late Grip DtDL w 1.00
TC 0.58
Vert(LL) -0.26 8-9 >999 360
MT20 244/190
TOOL f5.0 •
• • •Lumber GOL • • 1.33
BC 0.68
Vert(CT) -0.41 8-9 >660 180
BCLL 0.0
• • ep Stress Incr YES
WB 0.45
Horz(CT) 0.07 8 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-MSH
Weight: 106 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins,
BOT CHORD 2x4 SP M 30 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-7 oc bracing.
OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 3-9
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=1370/0-8-0 (min. 0-1-10), 8=1270/Mechanical
Max Horz 2=136(LC 4)
Max Uplift2=-959(LC 4), 8=-857(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-15=-3379/1880, 3-15=-3253/1894, 3-16=-1996/1247, 4-16=-1907/1255, 4-17=-1909/1257, 17-18=-1915/1250,
5-18=-1996/1242
BOT CHORD 2-19=-1826/3209, 10-19=-1826/3209, 10-20=-1826/3209, 9-20=-1826/3209, 9-21=-728/1060, 8-21=-728/1060
WEBS 4-9=-32/403, 5-9=-359/869, 3-9=-1459l779, 3-10=0/294, 5-8=-1670/1240
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. Il; Exp C; Encl.,
GCpi=0.18; C-C Exterior(2) -1-5-9 to 1-6-7, Interior(1) 1-6-7 to 10-11-8, Exterior(2) 10-11-8 to 13-11-8, Interior(1) 16-11-8 to 19-10-8;
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) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 959 lb uplift at joint 2 and 857 lb uplift at
joint 8.
6) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
T8
COMMON
1
1
Job Reference o tional
'rrusscorp Int., 9590 NW 89AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:15 2018 Page 1
ID:N3mb?wOUV31VImbvyBIAIPzX04b-EEf8yXx6Edn ALhN?iflKezNgwM9jCWwhhAmyvzWm2
1-6 0 6-10-5 13-11-8 15 4.8 1 8 0
1-6-0 6-10-5 7-1-3 1-5 0
I
4x6 = Scale = 1:30.3
3x4
4 5 6
3.00 F12 15
3x4 s
3
m
14
2x4 11 2 • 0
1 • • •
••00
•••
16 • • 9 17 • • • • '� • • �I♦ • •
• ••••••
2x411 •••••• 7
Sx10 c
3x4= •
• Soo" 3x6 : • • • • •
0000
6-10 5 13 11-8 *Soo*, 15-48 • •
6-10-5 7-1-3 • • • 0 00000
Plate Offsets X,Y -- [8:0-5-0,0-2-121 0600 • •
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud :
•• • •
; PLATES GRIP ' •
TCLL 30.0
Plate Grip DOL 1.00
TC 0.40
Vert(LL) -0.14 8-9 >999 360
; MT2Q...• 244/196 • • • • •
TCDL 15.0
Lumber DOL 1.33
BC 0.54
•
Vert(CT) -0.22 8-9 >830 180 •
• • • -•
BCLL 0.0
Rep Stress Incr YES
WB 0.48
Horz(CT) 0.03 7 n/a n/a • •
• . • • 000000
BCDL 10.0
Code FBC20171TPI2014
Matrix-MSH
Weilht:740 �b FT ± 0%00 '
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins,
BOT CHORD 2x4 SP M 30 except end verticals.
WEBS. 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 3-8
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=975/0-8-0 (min. 0-1-8), 7=871/Mechanical
Max Horz 2=307(LC 4)
Max Uplift2=-698(LC 4), 7=-628(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-14=-1974/923, 3-14=-1848/937, 3-15=-428/187, 4-15=-338/194, 4-5=-322/221, 5-7=-915/604
BOT CHORD 2-16=-1072/1852, 9-16=-1072/1852, 9-17=-1072/1852, 8-17=-1072/1852
WEBS 4-8=-319/379, 3-8=-1573/893, 3-9=0/324, 5-8=-581/932
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl.,
GCpi=0.18; C-C Exterior(2) -1-5-9 to 1-6-7, Interior(1) 1-6-7 to 10-11-8, Exterior(2) 10-11-8 to 13-11-8; 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) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 698 lb uplift at joint 2 and 628 lb uplift at
joint 7.
6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
T9
COMMON
1
1
Job Reference (optional)
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:16 2018 Page 1
I D: N3mb?wOUV31 VlmbvyBIAIPzX04b-iQDW9txk?wvmVGaZPAXssWY7KjgScl4vLvKULzWm2
-1-6-0 5-10-5 10-11-8 15-9-0
1-6 0 5-10-5 5-1-3 4-9-8
Scale = 1:29.3
4x6 =
I,
4
i 3.00 12
14 3x4 zzz
3x4 % 5
.3
,
13
2x4 \\ 2
1 •
• • •Li
•�•• • •• 15 8 16 7 17
• • ••••••
•••••• •• •• • 2x4 II 4x10= 6 3x6 11
3x4=
•••••.
•••••• • • ••••
• • •Fr• • • • • •5-10-5 10-11-8 15-9-0
• 5-10-5 5-1-3 4-9-8
Plale, Qffwts X Y -. 1*@W2-0 0-1-15 - -8 0-1-8
LOADING (psf)
SPACING-• ; 2-0-0
CSI.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TGI:I• • • •30.0
• • • ;Plate Grip DOL 1.00
TC 0.41
Vert(LL) -0.08 7-8 >999 360
MT20 244/190
•
TCDL •15.0
•Lumber : 1.33
BC 0.45
Vert(CT) -0.14 7-8 >999 180
Bald• • • • 0.0
• • Rep Stress Ir" YES
WB 0.58
Horz(CT) 0.03 6 n/a n/a
BQDL 10.0 •
• Code FBC2017/TPI2014
• •
Matrix-MSH
Weight: 74 Ib FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-5 cc purlins,
BOT CHORD 2x4 SP M 30 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-14 oc bracing.
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=996/0-8-0 (min. 0-1-8), 6=852/0-8-0 (min. 0-1-8)
Max Horz2=178(LC 4)
Max Uplift2=-770(LC 4), 6=-613(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-13=-2093/1193, 3-13=-2032/1205, 3-14=-1093l147, 4-14=-1034/755, 4-5=-1083/753, 5-6=-810/631
BOT CHORD 2-15=-1206/1971, 8-15=-1206/1971, 8-16=-1206/1971, 7-16=-1206/1971
WEBS 3-8=0/278, 3-7=-1051/569, 5-7=-654/1008
NOTES- (6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., '
GCpi=0.18; C-C Exterior(2) -1-5-9 to 1-6-7, Interior(1) 1-6-7 to 7-11-8, Exterior(2) 7-11-8 to 10-11-8; 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 770 ib uplift at joint 2 and 613 lb uplift at
joint 6.
5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
T10
COMMON
1
1
Job Reference (optional)
•Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:16 2018 Page 1
ID:N3mb?wOUV31 VlmbvyBiAIPzXO4b-iQDW9txk?wvmVGaZPAXssWY_KjYScv4vLvKULZWm2
5-10-5 10-11-8 15-9-0
5 10 5 5-1-3 4-9-8
Scale = 1:27.1
4x6 =
3
3.00 12
12 3x4
3x4 ;
4
2
11
1
••••
Li • • ••••
• • ••
13 7 14 6 •• 15 ...
2x4 II 410=
•••••• •
3x4= 3K6 11 •
5-10-5 10-11-8 15-9-0 • • • • •
5-10-5 5-1-3 • • 4-9-8 • •• • • • •
Plate Offsets X Y -- 4:0-1-8,0-1-8 • • 0000
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d ;
• PLATES GRIP •
TCLL 30.0
Plate Grip DOL 1.00
TC 0A2
Vert(LL) -0.08 6-7 >999 360
• MT2Q 244/198 • •.:.
TCDL 15.0
Lumber DOL 1.33
BC 0.46
Vert(CT) -0.14 6-7 >999 180;
• • • • •
•
BCLL 0.0
Rep Stress Incr YES
WB 0.60
Horz(CT) 0.03 5 n/a n/a • •
•
• • • • • • ;
BCDL 10.0
Code FBC2017lTP12014
Matrix-MSH
• • •
Weight: 740 Ib FT i 0% •
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc purlins,
BOT CHORD 2x4 SP M 30 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-3-11 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation uide.
REACTIONS. (lb/size) 1=858/0-8-0 (min. 0-1-8), 5=858/0-8-0 (min. 0-1-8)
Max Horz 1=129(LC 4)
Max Upliftl=-570(LC 4), 5=-632(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-11=-2144/1343, 2-11=-2085/1350, 2-12=-1102/775, 3-12=-1042/782, 3-4=-1091/779, 4. 5=-815/647
BOT CHORD 1-13=-1355/2023, 7-13=-1355/2023, 7-14=-1355/2023, 6-14=-1355/2023
WEBS 2-7=0/282, 2-6=-1097/699, 4-6=-678/1016
NOTES- (6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C, Encl.,
GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-11-8, Exterior(2) 7-11-8 to 10-11-8; 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 570 lb uplift at joint 1 and 632 lb uplift at
joint 5.
5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job Truss Truss T
WHITE V4 GABLE
Trussoorp Int., 9590 NW 89 AVE. Medlev. FL
Run: 8.130 s
Qty Ply WHITE RES. 478 NE 92 ST M SHORES, FL
3 1
Job Reference (optional)
7 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:16 2018 Page 1
wOUV31 VlmbvyBIAIPzX04b-iQD W9txk?wvrnVGaZPAXssWebKgRSIJ4vLvKULZWm25
4-0 0
2-0-0
Scale = 1:7.4
•••• 2
•
1
•
• • •
••••.00000 • • •
•. • ••
•
••
••••••
•• •
• • • • • •
•
• ••
•
000000
• • ••••
a-o-o
•
•
• • • SPACING-
• Plate Gro Obt:
2-0-0
0.90
CSI.
DEFL. i
(loc) I/deft L/d
PLATES GRIP
TOCLLI• 30.0
Plate Metal DOL•
0.90
TC 0.00
Vert(LL) n/as
n/a 999
T�l?i; • • .15.0
•
•
• • •'Lumber D•OL
0.90
BC 0.02
Vert(CT) n/a
n/a 999
B LL 0.0
BJQ: r 0 0
•
'Rep Strossancr •
YES
WB 0.00
Matrix-P
Horz(CT) 0.00
n/a n/a
Weight: 9 lb FT = 0%
• •
• • Code FE�C201�/TPI2014
LUMBER-
• • •
BRACING-
BOT CHORD 2x6 SIP No.2
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) 2=22/4-0-0 (min. 0-1-8), 1=22/4-0-0 (min. 0-1-8)
Max Grav2=43(LC 3), 1=43(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (4)
1) Gable requires continuous bottom chord bearing.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any
other live loads.
4) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
V8
VALLEY
3
1
Job Reference o tional
irusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:16 2018 Page 1
ID:N3mb?wOUV31 VlmbvyBIAIPzX04b-iQDW9txk?wvrnVGaZPAXssWcgKikSIJ4vLvKULzWm2
4-0-0 8-0-0
4-0-0 4-0-0
Scale = 1:14.5
3x6 =
3.00 12
2
1 3
• ••••
•
•
•••• • ••••••
4-0-0 6-0-0 " • • • • • . .
4-0-0 4-0-0 • • .. •
Plate Offsets X,Y -- 2:0-3-0 Ede • • • • •
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in floc) I/deft Ud •
• PLATES ' GRIP . •
TCLL 30.0
Plate Grip DOL 1.00
TC 0.19
Vert(LL) n/a n/a 999
• MT2( • 2441190.•
TCDL 15.0
Lumber DOL 1.33
BC 0.51
Vert(CT) n/a n/a 999 •
• • •
• • • •' •
•
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.00 3 n/a n/a * •.
• • •
• •
BCDL 10.0
Code FBC2017ITP12014
Matrix-P
Weight:% % FT -0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-2-7 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=310/8-0-0 (min. 0-1-8), 3=310/8-0-0 (min. 0-1-8)
Max Uplift1=-309(LC 4), 3=-309(LC 4)
Max Grav 1 =341 (LC 12), 3=341(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-547/697, 2-3=-547/697
BOT CHORD 1-4=-628/507, 3-4=-628/507
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left
and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
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 309 lb uplift at joint 1 and 309 lb uplift at
joint 3.
6) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
RES. 478 NE 92 ST M SHORES, FL
WHITE
V11
VALLEY
2
MPlyWHITE
Job Reference o tional
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:16 2018 Page 1
ID:N3mb?wOUV31 VlmbvyBIAIPzX04b-iQDW9txk?wvmVGaZPAXssWcwKnkSkf4vLvKULzWm2
4-0-0 7-9-2 11-6-5
4-0-0 3-9-2 3-9-3
i
Scale = 1:18.9
I
3.00 12 46 =
2x4 11 2x4 11
j 2 3 g 4
i
I
I
1
I
I
i
i
I
• • • 9• 7 10 6 11 5
��••
• • • • • • 3x4 a • • 2x4 11 2x4 11 2x4 11
•
I. •
..... • • • • 4-0-0 7-9-2 11-6-5
• - • • • • • 4-0- 3-9-2 3-9-3
LOAfWG*(psf)
• SPACIJC3-. • 2-0-0
CSI.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TC% 30.0
• Plate Giip @OL • 1.00
TC 0.17
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 15.0 •
•Lumber'DOL ' 1.33
BC 0.19
Vert(CT) n/a n/a 999
BCCt! 0.0 • •
•"::Rep Stress Incr• YES
WB 0.11
Horz(CT) 0.00 5 n/a n/a
BQDL '10.0
Code F§C20JJ/�TP12014
Matrix-SH
Weight: 351b FT= 0%
••••••
•
LUMBER- 00000 BRACING -
TOP CHORD 2x4 SIP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP M 30 end verticals.
WEBS 2x4 SP No.3 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. All bearings 11-6-5.
(lb) - Max Horz 1=83(LC 4)
Max Uplift All uplift 100 lb or less atjoint(s) except 1=-137(LC 4), 5=-151(LC 4), 7=-240(LC 4), 6=-315(LC 4)
Max Grav All reactions 250 lb or less atjoint(s) except 1=269(LC 10), 5=276(LC 13), 7=359(LC 11), 6=459(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-7=-259/256, 3-6=-382/358
NOTES- (7)
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-2-3 to 4-0-0
, Interior(1) 4-0-0 to 8-4-9, Exterior(2) 8-4-9 to 11-4-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
-3) Gable requires continuous bottom chord bearing.
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 137 lb uplift at joint 1, 151 lb uplift at joint
5, 240 lb uplift at joint 7 and 315 lb uplift at joint 6.
6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
V 12
VALLEY
2
1
Job Reference o tional
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:3416 2018 Page 1
ID:N3mb?wOUV31 VlmbvyBIAlPzXO4b-iQDW9txk?wvrnVGaZPAXssWbSKmbSj54vLvKULzWm2
6-0-0 12-0-0
6-0-0 6-0-0
Scale = 1:18.8
46 =
3.00 F12
2
1 3
5 4 6 '• • • • •
3x4 2x4 11 • • • • • • ' 4^ • •
00000. • • • • • •
•.•• ••
•• 00000
6-0-0 •te-0'0• • • •
6-0-0 • • • •
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud • •
• • PLATES • GRIP •
TCLL 30.0
Plate Grip DOL 1.00
TC 0.20
Vert(LL) n/a n/a 999 •
; MT24 244/190 • •
TCDL 15.0
Lumber DOL 1.33
BC 0.27
Vert(CT) n/a n/a 999 •
•
• • • • • • • • • • • •
BCLL 0.0
Rep Stress Incr YES
WB 0.14
Horz(CT) 0.00 3 n/a n/a •
•
• • • •
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
' •
• Weig *! 4 jb FT P 5%• •
•• •
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=222/12-0-0 (min. 0-1-8), 3=222/12-0-0 (min. 0-1-8), 4=616/12-0-0 (min. 0-1-8)
Max Upliftl=-205(LC 4), 3=-205(LC 4), 4=-518(LC 4)
Max Grav1=299(LC 13), 3=299(LC 15), 4=616(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-4=-433/480
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18, C-C Exterior(2); cantilever left
and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
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 205 lb Lplift at joint 1, 205 lb uplift at joint 3 and 518 lb uplift atjoint 4.
6) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
V13
VALLEY
2
1
Job Reference o tional
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:17 2018 Page 1
ID: N3mb?wOUV31 VlmbvyBIAIPzXO4b-AdnuNCyM mE 1 i Perm77hmP32jtk3vBAND8?ftOnz Wm2
8-0-0 13-6-5
8-0-0 5-6-5
Scale = 1:22.2
4x6 ll 3x4 II
3.00 F12 2 7 3
6
I
1
Li
•••
•••••• • •
so
•••8 5 9 4
•• • •t4: •••
•• • 2x4 II 2x4 II
•••••• •
• ••••••
l• • • • • • • 6-0-0 13-6-5
• •� �
.. • .. . . 8-0-0 5-6-5
Plate is X -• 'w0.4-8 Edge] •
•
••••
LOADING (psf)
SPACI JG-* ; 2-0-0
CSI.
DEFL. in floc) I/defl L/d
PLATES GRIP
To(I• • • •30.0
• • • ;Plate Grip DOL 1.00
TC 0.41
Vert(LL) n/a n/a 999
MT20 244/190
•
TCDL •15.0
•Lumber•DQL ; 1.33
BC 0.45
Vert(CT) n/a n/a 999
B�66 • • • 0.0
• • Rep Stress Igor YES
WB 0.14
Horz(CT) 0.00 4 n/a n/a
BEDL •10.0 •
• Code FBC2017/TP12014
Matrix-SH
Weight: 43 lb FT = 0%
• •
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP M 30 end verticals.
WEBS 2x4 SP No-3 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=350/13-6-5 (min. 0-1-9), 4=244/13-6-5 (min. 0-1-9), 5=748/13-6-5 (min. 0-1-9)
Max Horz 1=157(LC 4)
Max Uplift1=-249(LC 4), 4=-201(LC 4), 5=-455(LC 4)
Max Grav 1=355(LC 9), 4=306(LC 11), 5=748(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-5=-551/471
NOTES- (7)
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-2-3 to 4-2-3
, Interior(1) 4-2-3 to 10-4-9, Exterior(2) 10-4-9 to 13-4-9; cantilever left and right -exposed ; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding. `
3) Gable requires continuous bottom chord bearing.
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 249 lb uplift at joint 1, 201 lb uplift at joint
4 and 455 lb uplift at joint 5.
6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
V15
VALLEY
2
1
Job Reference (optional)
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:17 2018 Page 1
ID:N3mb?wOUV31 VlmbvyBIAIPzX04b-AdnuNCyMmEliPerm77hmP32kyk4cBAQDB?ftOnzWm2
12-0-0 15-6-5
12-0-0 3-6-5
Scale = 1:25.5
4x6 = 2x4 11
i
3 9 4
3.00 12
Li
2x4 11
2
8
1 ....
3x4 10 7 11 6 • �� •• •�••••
2x4 I I 2x4 I I • • 2x4 11 •
.. ..
12-0-0 • ..' ..
6-5
1200 i• , •1
••w ••
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/deft Ud • • • • • PLATES , GRIP •
TCLL 30.0
Plate Grip DOL 1.00
TC 0.35
Vert(LL) n/a n/a 999: MT29 2441190 '
TCDL 15.0
Lumber DOL 1.33
BC 0.41
•
Vert(CT) n/a n/a 999 ,,,,; • • • • • • •
BCLL 0.0
Rep Stress Incr YES
WB 0.14
Horz(CT) 0.00 5 n/a n/a: • •
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
• • : Weig4.-.54jb FT A 0%• •:
•
LUMBER- BRACING- •• '
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP M 30 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 15-6-5.
(lb) - Max Horz 1=227(LC 4)
Max Uplift All uplift 100 lb or less atjoint(s) except 1=-183(LC 4), 5=-148(LC 4), 7=-454(LC 4), 6=-176(LC 4)
Max Grav All reactions 250 lb or less atjoint(s) except 1=336(LC 10), 5=281(LC 13), 7=760(LC 1), 6=347(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-7=-581/462, 3-6=-272/237
NOTES- (7)
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-2-3 to 4-2-3
, Interior(1) 4-2-3 to 12-4-9, Exterior(2) 12-4-9 to 15-4-9; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Gable requires continuous bottom chord bearing.
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 183 lb uplift at joint 1, 148 lb uplift at joint
5, 454 lb uplift at joint 7 and 176 lb uplift at joint 6.
6) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
V16
VALLEY
1
1
Job Reference (optional)
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:17 2018 Page 1
I D: N 3mb?wOUV31 VI mbvyBIAIPzX04b-Adn uNCyMmE 1 iPerm77hmP32jgk4IBApD8?ftOnzWm2
8-0-0 16-0-0
8-0-0 8-0-0
Scale = 1:25.1
I
i
4x6 =
3.00 F12
2
I
6 7
5 8
1 3
Li
• • 3Y,6 0 • . • 9 4 10 3x6 zz
• • • • 2x411
•
• •
. •, • .. • •
16-0-0
• • • • • • 16-0-0
Plate Offsets X Y -- -0 0-2-4 • • • •
LOANING (psf)
• •NING
• SPACING-• � 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
T�C't• • 0 30.0 •
GAp DOL 1.00
TC 0.43
Vert(LL) n/a n/a 999
MT20 244/190
T DL 15.0 •
.*Plate
• • umber DOL • 1.33
BC 0.43
Vert(CT) n/a n/a 999
BJI•t• • • ; 0.0
Rep Str4ss1nc4 • YES
WB 0.18
Horz(CT) 0.00 3 n/a n/a
B DL 10.0 •
•
• Code FBC2017JTPI2014
Matrix-SH
Weight: 47 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=314/16-0-0 (min. 0-1-12), 3=314/16-0-0 (min. 0-1-12), 4=872/16-0-0 (min. 0-1-12)
Max Upliftl=-252(LC 4), 3=-252(LC 4), 4=-629(LC 4)
Max Grav 1=340(LC 13), 3=340(LC 15), 4=872(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-4=-613/594
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-2-3 to 4-2-3
, Interior(1) 4-2-3 to 5-0-0, Exterior(2) 5-0-0 to 8-0-0, Interior(1) 11-0-0 to 11-9-13; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loatis.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 1, 252 lb uplift at joint
3 and 629 lb uplift at joint 4.
6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
V17
VALLEY
2
1
Job Reference (optional
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:3417 2018 Page 1
ID:N3mb?wOUV31 VlmbvyBIAIPzXO4b-AdnuNCyMmE 1 iPerm77hmP321Bk5aBBgD8?ftOnzWm2
16.0-0 17-65
j 16-0-0
4x6 = Scale = 1:30.6
2x4 11
4 5
3.00 V2
i 2x4 II
3
i
Ci 2x4 11
2
10
• •LJ
••••••
•
•
3x4; 11 9 12 8 633•% 7 14 621-ft1•••
2x4 11 2x4 II •••• 2x4 II a••••�
• • •• • 9 • •
16-0-0 • • 01./-6.5 **go*
16-0-0 • 0000 1-6-5 • •
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d *9*4,90
•••• ••••••
PLATES GRIP •
TCLL 30.0
Plate Grip DOL 1.00
TC 0.27
Vert(LL) n/a n/a 999
MT20 • 244/190 •
TCDL 15.0
Lumber DOL 1.33
BC 0.35
.0
Vert(CT) n/a n/a 999
• • •. ••; •
BCLL 0.0
Rep Stress Incr YES
WB 0.12
Horz(CT) 0.00 7 n/a n/a
• i • • • • •
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
• •
• •
• Weigl:•66 lb FT s G9b• •
LUMBER- BRACING- • • •
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP M 30 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
OTHERS 2x4 SP No.3 6-0-0 oc bracing: 6-7.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 17-6-5.
(lb) - Max Horz 1=297(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) except 1=-132(LC 4), 6=-110(LC 9), 8=-241(LC 4), 9=-397(LC 4),
7=-200(LC 4)
Max Grav All reactions 250 lb or less at joint(s) 6 except 1=319(LC 11), 8=471(LC 1), 9=667(LC 1), 7=397(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 3-8=400/300, 2-9=-510/408, 4-7=-294/237
NOTES- (7)
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl.,
GCpi=0.18; C-C Exterior(2) 1-2-3 to 4-2-3, 4nterior(1) 4-2-3 to 16-0-0, Exterior(2) 16-0-0 to 17-4-9; cantilever left and right exposed ;
Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Gable requires continuous bottom chord bearing.
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 132 lb uplift at joint 1, 110 lb uplift at joint
6, 241 lb uplift at joint 8, 397 lb uplift at joint 9 and 200 lb uplift at joint 7.
6) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
V19
VALLEY
2
1
Job Reference (optional)
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:17 2018 Page 1
ID:N3mb'?wOUV31 VlmbvyBIAIPzXO4b-AdnuNCyMmE1 iPerm77hmP32kYk49BATD8?ftOnzWm2
19-6-5
19-6-5
3.00 F12 S
:3/8"=1'
x
2x4 II 11
I
3x6
3 4
2x4 II
2
10
1 •
• • • Li
•••
• • •
3xl •• ••:•6?2 9 13 8 7 14 62x4 II
•i••••
• • • • • • • 2x4 11 3x6 = 2x4 11
•••••• • • ••••
•
••••• •• •• 19-6-5
• • • • • • • 19-6-5
•
LOA[)I "(psf) •
•
SPACIIJQ • • • 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
TCLI• 30.0
8 Plate Gip I)OL • 1.00
TC 0.37
Vert(LL) n/a n/a 999
MT20 244/190
TCDL• 5.0 •
•LUmber•DOL • 1.33
BC 0.44
Vert(CT) n/a n/a 999
•
BCC 0.0 • •
• Stress Incr • YES
WB 0.13
Horz(CT) 0.00 6 n/a n/a
BBDL
:::Rep
Code FJCnJeP12014
Matrix-SH
Weight: 70 lb FT = 0%
••10.0
•
••••
• • LUMBER- • • • • BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP M 30 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 19-6-5.
(lb) - Max Horz 1=382(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) except 6=-226(LC 4), 1=-143(LC 4), 7=-356(LC 4), 9=-440(LC 4)
Max Grav All reactions 250lb or less atjoint(s) except 6=331(LC 13), 1=342(LC 10), 7=629(LC 1), 9=771(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-10=-301/120, 2-10=-294/148
WEBS 4-7=-530/435, 2-9=-590/453
NOTES- (6)
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18, C-C Exterior(2) 1-2-3 to 4-2-3
, Interior(1) 4-2-3 to 16-4-9, Exterior(2) 16-4-9 to 19-4-9; cantilever left and right exposed ; 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 226 lb uplift at joint 6, 143 lb uplift at joint
1, 356 lb uplift at joint 7 and 440 lb uplift at joint 9.
5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
V20
VALLEY
1
1
Job Reference o tional
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s. Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:17 20 88 Page 1
ID: N3mb?wOUV31 Vim bvyBIAIPzXO4b-AdnuNCyMmE1 iPerm77hmP321Bk51BASD8'?ftOnzWm2
10-0-0 20-0-0
10-0-0 10-0-0
Scale = 1:31.4
4x6 =
3.00 12
3
2x4 11 2x4 11
2 4
10 11
1 5
3x4 % 12 9 13 8 14 7 6 • '.•' ; 15 • � 3x4ZZ •
2x4 II 2x4 II 3x6= 2x4 II •••••• '••'•� ••••�•
I •
I • �
' ..'..' '....' ..--�-
zo-ao
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl L/d •
• PLAIIES • GRIP • • • • • •
TCLL 30.0
Plate Grip DOL 1.00
TC 0.27
Vert(LL) n/a - n/a 999 •
•••••
. MT2 244/19Q
TCDL 15.0
Lumber DOL 1.33
BC 0.34
Vert(CT) n/a n/a 999 •
�
• • •. • • •
BCLL 0.0
Rep Stress Incr YES
WB 0.14
Horz(CT) 0.00 5 n/a n/a "
' " ' • •
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight. 63ib FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 20-0-0.
(Ib) - Max Uplift All uplift 100 lb or less atjoint(s) 8 except 1=-187(LC 4), 5=-187(LC 4), 6=-461(LC 4), 9=-461(LC 4)
Max Grav All reactions 250 lb or less at joint(s) 8 except 1=318(LC 15), 5=318(LC 19), 6=679(LC 1), 9=679(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 4-6=-507/457, 2-9=-507/457
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-2-3 to 4-2-3
, Interior(1) 4-2-3 to 7-0-0, Exterior(2) 7-0-0 to 10-0-0, Interior(1) 13-0-0 to 15-9-13; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
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 100 lb uplift at joint(s) 8 except 0t=1b) 1=187, 5=187, 6=461, 9=461.
6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
7) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
V21
VALLEY
2
1
Job Reference (optional)
Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:18 2018 Page 1
I D: N3mb?wOUV31 VlmbvyBIAIPzX04b-epLHaYz_XYAZ1 oQyhgC?xHbwh7RowdUN NfOQZEzWm2
21-6-5
21-6-5
3.00 12 2x4 11 Scale = 1:40.8
6
2x4 II 13
2x4 II 5
3x6
34
3x4
2
•••• 12
•••••• ••01• •
• • •
U
Li
•
•••••• •• •• ••••••
3x4: •
• • • •••••py 11 15 10 9 16 8 17 7
••••••
• • • • • • • • 2x4 11 3x6 = 2x4 11 2x4 11
• • • • •
46
• •
••••• •••• ••••••
• • • • 21-6-5
•••••• •
21-6-5
Plate.Offsets X Y -- 4:0-2-9 0-1-8 *I!9 0-1-8
LOADING (psf) •
• • • SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ud
PLATES GRIP
T(•tj, • •:0.0
Mate Grip DOL : 1.00
TC 0.28
Vert(LL) n/a n/a 999
MT20 244/190
TGDL 45.0
• • LumbefOOL• • 1.33
BC 0.35
Vert(CT) n/a n/a 999
BCLL 0.0 •
• • • ikep Stress Incr YES
WB 0.15
Horz(CT) -0.00 7 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Weight: 90 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP M 30 end verticals.
WEBS 2x4 SP No-3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 21-6-5.
(lb) - Max Horz 1=419(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) except 7=-143(LC 4), 1=-122(LC 4), 8=-331(LC 4), 9=-306(LC 4),
11=-373(LC 4)
Max Grav All reactions 250 lb or less atjoint(s) except 7=274(LC 15), 1=317(LC 11), 8=531(LC 1), 9=560(LC 1),
11=708(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-12=-263/106, 2-12=-256/130
WEBS 5-8=-432/377, 3-9=-463/342, 2-11=-549/395
NOTES- (6)
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; C-C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 18-4-9, Exterior(2) 18-4-9 to 21-4-9; cantilever left and right exposed ;
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 143 lb uplift at joint 7, 122 lb uplift at joint
1, 331 lb uplift at joint 8, 306 lb uplift at joint 9 and 373 lb uplift at joint 11.
5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
WHITE RES. 478 NE 92 ST M SHORES, FL
WHITE
V23
VALLEY
2
1
Job Reference o tional
russcorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Mar 27 11:34:18 2018 Page 1
tD: N 3mb?wOUV31 VlmbvyBIAI PZX04b-epLHaYz_XYAZ 1 oQyhgC?xHbsv7OawdvNNfOQZEzWm2
9-2-7 16-0-7 23-1-14
9-2-7 6-10-0 7-1-8
3.00 F12 S
- 1:37.7
11
l
3x4 5
3x6 ; 4
3
2x4 II
2
10 •••
•
•
3x4s •••••• • • •
12 9 8 13 7 14 •••G••
2x4 11 3x6 = 2x4 11 000000 • • • • • 3x$=
•••• •• •• •••••
•••••• •••• •••••
9-2-7 16-0-7 so 0•' 23-1% '
9-2-7 6-10-0 7-1-8 • •
Plate Offsets X,Y -- 1:0-4-0 Ede • •
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl L/d•
PLAIla3"' GRIP
TCLL 30.0
Plate Grip DOL 1.00
TC 0.52
Vert(LL) n/a n/a 999• 4
• MT20 244/191• • • •;
TCDL 15.0
Lumber DOL 1.33
BC 0.55
Vert(CT) n/a n/a 999 "
' ' •
009000
BCLL 0.0
Rep Stress Incr YES
WB 0.19
Horz(CT) -0.00 6 n/a n/a
• • •
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 95 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP M 30 end verticals.
WEBS 2x4 SP No.3 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. All bearings 23-1-14.
(lb) - Max Horz 1=450(LC 4)
Max Uplift All uplift 100 lb or less atjoint(s) except 6=-312(LC 4), 1=-185(LC 4), 9=-521(LC 4), 7=-343(LC 4)
Max Grav All reactions 250 lb or less atjoint(s) except 6=355(LC 13), 1=371(LC 1), 9=932(LC 1), 7=751(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 5-6=-267/278
WEBS 2-9=-717/545, 4-7=-626/435
NOTES- (6)
1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl.,
GCpi=0.18; C-G Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 20-0-2, Extenor(2) 20-0-2 to 23-0-2; cantilever left and right exposed;
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 312 lb uplift at joint 6, 185 lb uplift at joint
1, 521 lb uplift at joint 9 and 343 lb uplift at joint 7.
5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
6) ARMANDO R. PEREZ PE. # 28026 (305) 213-7443
LOAD CASE(S) Standard
Ift
d03"r
Florida Building Code Online
Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links - Search
Product Approval
-USER: Public User
.Product Approval Menu > Product or Aepiieacr Search > Application List > Application Detail
FL#
Application Type
Code Version
Application Status
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Evaluation Entity
Quality Assurance Entity
Quality Assurance Contract Expiration Date
Validated By
Certificate of Independence
Referenced Standard and Year (of Standard)
FL17236-R2
Revision
2014
Approved
. •. •
*Approved by DBPR. Approvals by DEC3R 4111 be
revieTAM'and ratifi�dl8? •
the POC and/or the Commission if necdttary o
• • • 0
00
•
•••.••
• •
• • .
0*000
• •
USP Structural Connectors, a MiTek wr ap>?
' • �'
•
14305 Southcross Drive . • • .. •
• •
Suite 200 • • •
•
Burnsville, MN 55306 •
;•.•;.
••••••
(952)898-8635 ' •
•
• •
ewalden@mii.com • • •
• • •
•
Erin Walden
ewalden@mii.com
Jim Collins, P.E.
14305 South Cross Drive
Suite 200
Burnsville, MN 55306
(952)898-8602
jcollins@mii.com
Todd Asche
14305 Southcross Drive
Suite 200
Burnsville, MN 55306
(952)898-8602
tasche@mii.com
Structural Components
Wood Connectors
Evaluation Report from a Product Evaluation Entity
ICC Evaluation Service, LLC
ICC Evaluation Service
12/31/2020
Terrence E. Wolfe P.E
Validation Checklist - Hardcopy Received
FL17236 R2 COI Certification of Independence for Evaluation.pdf
Standard Year
AF&PA N.D.S 2012
ASTM D7147 2011
Equivalence of Product Standards
Certified By
https://wvvw.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvOQpGQvtVmPSGTNLwfc9CXOF%2bimyKDS5StnO4h9BWY7A%3d%3d 1/4
l
i/ 1/23/2018
3
Sections from the Code
Florida Building Code Online
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Date Revised
Method 1 Option C
06/05/2015
06/05/2015
06/14/2015
12/12/2017
Summary of Products
• • • • FL # Model, Number or Name Description
1723f, • . i BN264, BN284 Breakfast Nook Hanger
• • Limit,�ptVie. Installation Instructions
• Approved for use in HVHZ: No FL17236 R2 II ESR-3448 (BN DSC FTC GT GTQ HCPRS
• Apprave ?or use outside HVFIZ: Yes anchors)pdf
• • Impact RtSiltant: N/A Verified By: ICC Evaluation Service, LLC
• • . Design-Roecsure: N/A Created by Independent Third Party:
• Othe�:,Re�6il;es supplementary connection for minimum 700# Evaluation Reports
• *uplift for u9e in HVHZ. FL17236 R2 AE ESR-3448 (BN DSC FTC GT GTU HCPRS
anchors).pdf
• • 17236.2 • 1 FTC1, FTC1F, FTC2, FTC2F, FTC32
Limits•ofsllse•
• • • Approvedfor use in HVHZ: Yes
• • •' Approved for use outside HVNIZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
17236.3 i GT2T4E-, GT2T6B, GT2T8B, GT3T4B,
GT3T4E-H, GT3T6B, GT3T6BH,
GT3T8E, GT3T8BH, GT4T4B,
GT4T4E.H, GT4T6B, GT4T6BH,
GT4T8E, GT4T8BH, GT5T8BH
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
17236.4 GTU40, GUT80, GTU100
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
_. ........
17236.5
HCPRS
..... _... _. -_. _.... _......
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
17236.6 HGA10
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVH;E: Yes
Floor Truss Clip
- ................
Installation Instructions
FL17236 R2 II ESR-3448 (BN DSC FTC GT GTU HCPRS
anchors).pdf
Verified By: ICC Evaluation Service, LLC
Created by Independent Third Party:
Evaluation Reports
FL17236 R2 AE ESR-3448 (BN DSC FTC GT GTU HCPRS
anchors).odf
Girder Truss Hanger
Installation Instructions
FL17236 R2 II ESR-3448. (BN DSC FTC GT GTU HCPRS
anchors).Ddf
Verified By: ICC Evaluation Service, LLC
Created by Independent Third Party:
Evaluation Reports
FL17236 R2 AE ESR-3448... (BN DSC FTC GT GTU HCPRS
anchors).Ddf
Girder Truss Hanger
Installation Instructions
1`1-17236 R2 II ESR-3448 (BN DSC FT T GTU HCPRS
anchors)-odf
Verified By: ICC Evaluation Service, LLC
Created by Independent Third Party:
Evaluation Reports
FL17236 R2 AE ESR-3448. (BN DSC FTC GT GTU HCPRS
anchors).odf
Hurricane/Seismic Anchor
..............................
j Installation Instructions
FL17236 R2 II ESR-3448. (BN DSC FTC GT GTU HCPRS
j anchors)_pdf
Verified By: ICC Evaluation Service, LLC
Created by Independent Third Party:
j Evaluation Reports
FL17236 R2 AE ESR-3448 (BN DSC FTC GT GTQ HCPRS
anchors).pdf
Hurricane Gusset Angle
Installation Instructions
FL17236 R2 II ESR-3446 (BN DSC FTC GT GTU HCPRS
anchors).Ddf
https://www.floridabuiIding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvOQpGQvtVmPSGTN Lwfc9CXOF°/`2blmyKDS5Stn04h9BWY7A%3d%3d
. 1/23/2018 Florida Building Code Online
Impact Resistant: N/A Verified B
Design Pressure: N/A Y: ICC Evaluation Service, LLC
Other: Created by Independent Third Party:
Evaluation Reports
L17236 R2 AE ESR-3448 (BN DSC FTC GT GTU HCPRS
-----. anchors).odf
T--...---
17236.7 1 HHCP2
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
17236.8 HTHJ26-18, HJC26, HJC28
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
17236.9 1 LDSC4L/R, DSC4L/R
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
17236.10 RT3A, RT4, RTS, RT6, RT7, RT7A,
RT10, RT15
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
Hurricane/Seismic Anchor
Installation Instructions
FL17235 R2 11 E R-3448 (BN DSC FTC GT GTU HCpaS
anchors).Ddf
Verified By: ICC Evaluation Service, LLC
Created by Independent Third Party:
Evaluation Reports
FL1 6 AE E R- 448... N D C FTC GT 3TU HCPRs
anchors) pdf
Hip/Jack Connectors
Installation Instructions
FL17235 R2 II ESR-34:8 ^ D$C E rC Y tTU HCpj� --'
nc ahors) odf e • . . • • •
Verified By: ICC Evaluatipr.S,-jvjce, LLC!. •'•; •
Created by Independent Thirtl Party:
Evaluation Reports """ ' •
FL17236 R2 AE ESR-3 i 4'8• •(EN DSC FT C G • • • •
J c�rU HCP12S
anchors) odf see* •• •• 00000
Drag Strut Connectors , • • .. • • • • • • • • •
Installation Instructions• • • • • • —�
•
FL17236 R2 II ESR-3448 fBN• '
•DS FTT C1 p
;
ors).Ddf • _�• • • •
anch• 1
• •
Verified By: ICC Evaluatien Servite, LLC•
Created by Independent Ard Party: • • • •'. '
Evaluation Reports • • •
FL17236 R2 AE ESR-3448 (BN DSC FTC GT GTU HCPRS
anchors) odf
Strap Rafter Tie
Installation Instructions
FL17236 R2 II E R-3448 (BN DSC FTC GT GTU HCPRS
anchors) odf
Verified By: ICC Evaluation Service, LLC
Created by Independent Third Party:
Evaluation Reports
FL17236 R2 AE ESR-3448 fBN DSC FTC GT GTU HCPRS
anchors).odf
17236.11 RT8A, RT16A, RT16-2, RT20 Strap Rafter Tie
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes
i Approved for use outside HVHZ: Yes
FL17236 R2 II ESR-3448 (BN DSC FTC GT GTU HCPRS
anchors) Ddf
Impact Resistant: N/A
Design Pressure: N/A
Verified By: ICC Evaluation Service, LLC
Other:
Created by Independent Third Party:
Evaluation Reports
i
FL17236 R2 AE ESR 448 (BN DSC FTC GT GTU HCPRS
anchors).odf
17236.12
SBP4, SBP6
Limits of Use
Approved for use in HVHZ: Yes
Plate
Installation Instructions
Approved for use outside HVHZ: Yes
FL17236 R2 II ESR-3448 (BN DSC FTC GT GTU HCPRS
anchors).Ddf
Impact Resistant: N/A
Design Pressure: N/A
Verified By: ICC Evaluation Service, LLC
Other:
Created by Independent Third Party:
Evaluation Reports
FLIZZ36 R2 AE ESR-3 N DSC FTC GT GTU HCPRS
anchor odf
17236.13_ ISTC24,STC26,STC28
Limits of Use —_--- -- ------------
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
Scissor Truss Clip
Installation Instructions
hL17Z36 R2 !I ESR 3448 (BN DSC FTC GT GTU HCPRS
anchors odf
Verified By: ICC Evaluation Service, LLC
Created by Independent Third Party:
Evaluation Reports
FL17236 R2 AE ESR 448 (BN DSC FTC GT GTU HCPRS
ambQrs)Ddf
https://www.fioridabuilding.org/prlpr_app_dti.aspx?param=wGEVXQwtDgvOQpGQvtVmPSGTNLwfc9CXOF%2bimyKDS5StnO4h9BWY7A°/a3d%3d 3/4
ESR-3448 I Most Widely Accepted and Trusted Page 13 of 19
TABLE 9—HJC AND HTHJ HIP/JACK CONNECTOR ALLOWABLE LOADS1.2''
DIMENSIONS
(in.)
FASTENER SCHEDULE
ALLOWABLE LOADS
STOCK
(Ibs.)
NO.
STEEL
GAGE
Carrying Truss
Carried Trusses
Uplift
W
H
D
Download a
Qty.
Qty.
Type
Type
Jack
Hip
Total
Jack
Hip
CD=1.0
CD=1.15
Co=1.25
CD=1.6
Co=1.6
Co=1.6
HTHJ26-18
18
5%
5
5
16
16d common
5
7
16d common
2,190
2,520
2,740
1,045
745
1,790
HJC26
12
6
53/a
31/4
16
16d common
7
5
10d common
2,385
2,740
2,980
-
—
1,840
HJC28
Pnr CI• 1 ;-h
12
- ir. A m
6
Ilk --A]
71/a
31/4
20
16d common
8
6
10d common
2,980
3,425
3,505
—
—
1,840
'Allowable loads have been adjusted for load duration factors. CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to
be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements.
ZAloowable loads are for installations in wood members complying with Section 3.13.2. Wood members must also have a reference compression perpendicular to grain design value, Fc��,, of
625 psi or greater.
'See Section 3.13.3 for required fastener dimensions and mechanical properties.
4Aloowable downloads are the total allowable download for the hip and jack trusses combined, and assume that 75% of the total load is distributed to the hip truss and 25% is distributed to the
Oack truss.
Allowable uplift loads on the HJC26 and HJC28 are the total allowable uplift loads for the hip and jack trusses combined, and assume that 75% of the total load is distributed to the hip truss and
25% is distributed to the jack truss.
• • • • LJWL
1 1 • • • . • •
• . • • r•1-tj• • •
. ......... .
Typical HJ CMTHi
ln6t8kII8tton
• • • • FIGURE %--JiJC AND HTHJ HIP JACK CONNECTOR
• • • • • • •• • •
Typical HJG11iTW, Inataallatioti top view
•• •• • • • •• •• •
• • ••• • • • •••
1►2/4/2017
Florida Building Code Online
DC
BCIS Home Log In User Registration
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USER: Public User
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4
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Product Approval Menu > Product or Application Search > Application L ,st > Application Detail
FL #
FL16294-R2
Application Type
Revision
Code Version
2014
Application Status
Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Nu-Vue Industries Inc
1055 E 29th street
Hialeah, FL 33013
(305)694-0397
vtolat@sbcglobal.net
Maria Guardado
vtolat@sbcglobal.net
Structural Components
Wood Connectors
• •
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•
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•
•
••••••
• •
• • •
••••
•• ••
•••••
•
••••••
••••
••••••
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• •
• • • •
• • • •
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Evaluation Report from a Florida Registered Architect or a Licensed Florida
Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or ArchLtect Name who developed the Vipin N. Tolat
Evaluation Report
Florida License PE-12847
Quality Assurance Entity National Accreditation & Management Institute
Quality Assurance Contract Expiration Date 12/31/2017
Validated By Jesus Gonzalez, P.E.
Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Cert;fied By
Sections from the Code
FL16294 R2 COI scan0205.odf
Standard Year
AISIS100 2010
ASTM D1761 2006
NDS 2012
http://www.floridabuilding.org/pr/pr_app_dfl.aspx?param=wGEVXQwtDgsNc735fObMioeamUj2H6Ua5RMbdlbKpWg6jzTCOd%2baiQ%3d%3d 1/3
121412017
Florida Building Code Online
Product Approval Method
Method 1 Option D
Date Submitted
08/31/2015
Date Validated
09/01/2015
Date Pending FBC Approval
09/07/2015
Date Approved
10/16/2015
Date Revised
09/27/2017
Summary of Products
FL # Model, Number or Name Description
16294.1 AB5, AB7, NVHC
37, Tables 16 and 1 18 gage angle Clips and 5 way grip clip
17
Limits of Use
Installation Instructions
• Approved for use in HVHZ: YES
FL16294 R2 II scan0349.pdf
• • Approved for use outside HVHZ: Yes
Verified By: Vipin N. Tolat, P.E. PE 12847
• • • • • •
' •' • Impi%A.Resistant: N/A
Created by Independent Third Party: Yes
•
•
• • : Design PfL*ssure: N/A
Evaluation Reports
• • .. Other: • • • •
FL16294 R2 AE scan0349.odf
• •
• ••••••
Created b Independent Third Part Y: Yes
Y P
• • • 1629402 • NVBH 24 and NVUH
26, Tables 2 and Joist hangers
00
• 0 • Limit?9Q 15se.
Installation Instructions
• : •
Approved for use in HVHZ: Yes
FL16294 R2 II scan0349.pdf
• •
' ApproveWr)or use outside HVHZ: Yes
Verified By: Vipin N. Tolat, P.E. PE 12847
go** • •
• • Impact Resistant: N/A
Created by Independent Third Party: Yes
* 0 * • * ; Design Pressure: N/A
Evaluation Reports
• •••••
Othe.
� •g
! FL16294 R2 AE scan0349.odf
• �
• • •
Created by Independent Third Party: Yes
16294.3 NVHCF, NVHCL, NVSTA, NVHTA
Tables 9,10,11
18 gage Hurricane clips and 14 gage single and double straps
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL16294 R2 II scan0349.odf
Approved for use outside HVI-fZ: Yes
Verified By: Vipin N. Tolat, P.E. PE 12847
Impact Resistant: N/A
Created by Independent Third Party: Yes
Design Pressure: N/A
Evaluation Reports
Other:
FL16294 R2 AE scan0349.pdf
Created by Independent Third Party: Yes
16294.4 NVJH, NVSO Tables 12 and 13
18 Gage and 16 Gage Joist hangers
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL16294 R2 II scan0349.pdf
Approved for use outside HVI-IZ: Yes
Verified By: Vipin N. Tolat, P.E. PE 12847
Impact Resistant: N/A
Created by Independent Third Party: Yes
Design Pressure: N/A
Evaluation Reports
Other:
FL16294 R2 AE scan0349.r)df
16294.5 NVRT, Table 4
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
j Created by Independent Third Party: Yes
14 Gage Flat and twisted rafter ties.
Installation Instructions
FL16294 R2 II scan0349.odf
Verified By: Vipin N. Tolat, P.E. PE 12847
Created by Independent Third Party: Yes
Evaluation Reports
FL16294 R2 AE scan0349.1)df
Created by Independent Third Party: Yes
16294.6 NVSNP3, NV 358, NV 458, Tables
Skewed Nail Plate and 14 Gage double straps.
6,7,8
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL16294 R2 II scan0349.pdf
Approved for use outside HVHZ: Yes
Verified By: Vipin N. Tolat, P.E. PE 12847
Impact Resistant: N/A
Created by Independent Third Party: Yes
Design Pressure: N/A
Evaluation Reports
Other:
i FL16294 R2 AE scan0349.pdf
Created by Independent Third Party: Yes
16294.7 NVSTA, NVHTA Tables 20 and 21
14 Gage Single and Double Straps
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes j FL16294 R2 II scan0349.odf
Approved for use outside HVIiZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847
http://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgsNc735fObMioeamUj2H6Ua5RMbdlbKpWg6jzTCOd%2baiQ%3d%3d 2/3
VrIIPIN N. TOLAT, P.E.
� T�ortdtl�cr� C�n�t�fr�.E2
15123 Lantern Creek Lane,
Houston, TX. 77068-3831,
TEL: 281-444-9183
Fax: 281-444-9184
Email: vtolat a' bcglobal net
Page l
ENGINE.ER'S EVALUATION REPORT # NU
0413A
CATEGORY: Structural Components
SUB -CATEGORY: Metal. Connectors
REPORT HOLDER:
NuVue Industries Inc:
1055 E. 29`}' Street,
Hialeah, FL.. 33013
www:nu-v-ueindustries.com
nuvue,'Wr beIlsouth.net
Phone: 3105-694-0397
Fax: 305-694-0398
>r�rrtee�tin� - er�u�iet,�ic-�ul
1.0 EVALUATION SCOPE:
Compliance with 2014 Florida Building Code - Building and Residential
2.0 PRODUCT DESCRIPTION:
Refer to tattles I through 21 of this report for Product name, size, size and number of
fasteners. fastening details shoWn in the diagrams and the allowable leads.
3.0 STRUCTURAL. SPF,CII~ICA`I'IONS :
1. Steel shall conform to ASTM A653, SS grade; 33, min. yield 33 ksi, min. tensile
strength 45 ksi.and min. galvanized coating of G 60'per ASTNI A653.
2. Allowable loads and fasteners are based on.NDS 2012
3. Design- loadsare for S. Pines specific gravity 0.55. Design loads for other species
shall be adjusted per :NDS 2012.
4. Allowable uplift loads Have been adjusted for load. duration factor CD of 1.6.
Allowable sravity loads have been adjusted for CD values of 1.0, 1.15 and 1.25 per
table 2.3.2 of NDS 2041 Design loads do not include 33% increase for steel anti
concrete.
5. Concrete in Tie beams shall be nun. of 2500 psi. Concrete Masonry, Grout and
mortar in concrete masonry shall be min. of 1500 psi. Concrete masonry shall
comply with AST:M C.90,
6. Combined load of Uplift. LI and L2 shall satisfy the following equation.
Actual UP- fft + Actual 1.1 _ + Actual 1,2 <-1.0
AllowableLiplift Allowable .L:1 Allowable L2
• 0 0 0 • .
....... .... ............................
Page 2
4.0 INSTALLATION
Installation shall be in accordance with this report and the latest edition of
Nu-Vue Industries Catalog,. The information in thisreport supercedes any
conflicting information in the catalog.
5.0 EVIDENCE SUBMITTED:
report,-, submitted by Product testing Inc, (PT) Atec Associates Inc(Atec)
.rest
.... arid PSI Inc and signed. and sealed calculations in conformance.
With FBC
..:.�Q14 by Vipin N. Tolat, P.E.
Tests conducted do conform toASTM D 1761-
0 01006 and AIST Sl 00-20 10 and calculations for design loads conform to NIBS
.0
Test #/Test lab
Date
•M•oduct
telted
Tested
"V'['-A/.NVTAS
021 -3 93 8/PT
8/6/02
N.,1v'TiV'N.VTAS
024073/PT
11 /16/012.
NVTA/"iNVTAS
02-4074jr.PT
11/6/02
NVTA.,/-NVTAS
02-4075/PT
1116/02
NV,r.A,/Nv,i'AS
3 I.22456.0002/ATEC
7/6/02
NVBH 24
02-4090MT
12/3/02
NVLJH 26
024095/1'T
1/17/03
NVRT
03-4177/P1
2/31/03
NVRT
03-4202YPT:
'),/19/0-
NVRT
01/4270,4271/1"1'
3/2WO3
NV'rH..'NVTIIS
04-4698/PT
4/15/04
NVSNP3
03-4482'PT
9/15/03
NV358
03/4543/PT
12/1.9/011
NV458
03-4590i?T
12/3 1 /03
NVHCL/R.
03-4625IPT
1/2.1/04
N V STA.1N; V H TAI N1 V S T A - Hf.NV H
r A - H 04-464 1 ,4642/PT
3 17 & 3/2 2 / 0 4
N V J H 2 4,22 6.28
03-4385.186,87/1"l-
5/301103
NVSO236
03 -43 149.5 7,5 8..l*p,r 5/13.5/49,5/20/03
NVTP4
03-4303,44fPT
4,121, 5/1103
NVTP414
03-434543/liT
5/2, 5/5/03
NVIIC43,4333/2
70-02-94-00381/ATEC
11 /27/95
AB5
05.-5195.95A/PT
41115/08
A137
05-5196,96,N/PT
2/15/08
NVHC37
03697,0001./ATEC
1 1 /27/96
IKEI
05-5612/1"'1"
3/20/06
IKE2
06-5612/1"1,
5/1/06
•
NVTHJ26 04-4995/11IT &138.96013-01 zPSI t' )1/05&2f7/89
NV17HJ28 04-4996;1P"T& 138-96013-05jPSI 1131105& 12/?!89
Page 3
6.0 DESIGN:
1 Maximum allowable loads shall not exceed the allowable loads listed in this
report. Allowable loads are based on allowable stress design,per NDS.
2. Capacity of wood members is not covered by this report. allowable loads shad
not exceed the capacity of wood members,. Capacity of kvood membars�siiall he � • • • •
checked by Engineer/Architect of record. • •
3. Wood tntnrbers with which the connectors are used must be nontitta; diniension •
lumber or approved structural composite lumber. • • • • •
...... ....
7.0 CODITIONS OF USE: .. '...."
......
1. Ntt 'tie Industries metal structural connectors described in this kp(art.eompla e • •
with or are suitable atternative to what is specified in section 1.0 of.ti js report.
2. Design loads must be .less than the allowable loads shown in all the tables oJ* *.'.
this report.
I The connectors must be manufactured. identified and .installed in accordance
with this report and the manufacturer's instructions:
4. Products covered by this report are manufactured by Nub%ue industries Inc: in
Hialeah, Florida under a quality control program with .inspections by NAN41
Ine haying State of Florida license # QUA 1789.
r
.._WVipin N. Tolat, P.E.
Florida P.E. # 12847 e No, 12847 .
88112015 ,
!� A( 0 ". ; STATE OF �'
vntinu04.13A. •w b
w b
3 , iN,ki . t o
Page 9
TABLE 9
HURRICANE CLIPS
Product
Code
Description
Gou a
g
Fasteners 10d x 1Yi"
Allowable Loads
Ibs
Hcoder
Joist
Uplift LI
I L2
NVHCR
HURRICANE CUP - RIGHT
16
6
fi
525 253
333
NVHCL
HURRICANE CUP. - LEFT
_- 16
..:fir:.,.:.'
8�
525- 253
-M
• •
• • •
♦ hByt di—a.t76'
••••••
•
For Uplift, use'two clips, one on each side to
comply .with section 2321.7 of the FBC
C0=1.6 for uplift,. Lt & L2.
Tap
an«d
b Cross -Section chord
` NVHCR L1
j
TABLE 10 TABLE 11 _
NVSTA-Single Strap NiMTA-Double Straps
Total No. Total No. of Allowable Loads (Ibs) Total No. Total No. of Allowable Loads (lbs)
of Fasteners fasteners in F'c=2500 Psi of Fasteners Fasteners in .F'c=2500 Psi Unless Noted
in Strop 20 GA..Seat in two Straps 20 GA. Seat pi ft
10d x Oj" 1Lid x 1)j" Uplift . Lt L2 10d x IY2" 10d x 1 " Uplift U tt t1
5 - 6..i308 700 1049 10 6 1772 2078 - 1050 1450
8 6 1426 - 760 1144 _ 12 6 1994 2338 1181 1831
.7 6 4545 - 823 V
- 14 6 2215 �2598 1312 1812
6 1664 887 16 6 2437. 2858.. 1444 1994
950 - is 6 2658 3117 1575,:: 2175
=1.6 for Uplift; Lt & L2.
o y. O o o O x�
o )v
o 1 =kT' — .L
�- 1 Kalee 0io.if • ,
0 T Hide Yew
20 GA, Seat
14G- NM ... g'
tY4� 1Y4N'I.
44�d
H
Q 1
Concrete UPLIFT Slat 0.203"X I"
Embedment, 12 Pin "dim
1 NVMTA 12K
44H
NVSTA 1211
44H
Reinforced Concrete
�-- tie beam Min. 2#5
.Top & Bottom or.reinforced
Concrete alock wail
H
t}
4` Min.
Concrete UPLIFT
„ £mbedmenL } ;
Reinforced Concrete
+— tie boom Min. 245
Tap. & bottom or reinforced
�� Concrete black wall
WEB BRACING RECOMMENDATIONS
MAXIMUM TRUSS WEB FORCE (lbs.)(See note 7)
BRACE
BAYSIZE�
24"O.C.
48"O.C. 72" O.C.
BRACING MATERIAL
TYPE
BRACING MATERIAL TYPE BRACING MATERIAL TYPI
A
I B
C
D
A B C D C D
10'-0"
1610
1886
1888
2829
:
12'-0"
1342
1572
1572
2358
: _~
3143 3143 47t5 4715`
14'-0'
1150
1947
1347
2021
7074
'� ' .`.•s:.fir: ..Y.. ti':`'d P:iS"ay � :'.c� �_.v _ �� ,(.:1'•'� "�_'.•y.i '• :, :: ,.
;:y;.
:I: :;,• :�.y...
16'-0"
1006
1179
1179
1768
;i:t`4�:•d`
,ti` .;r.'=, : •.: ,;': ;
:•rn
2358 2358 3536 �.; ^,
IT-0"
894
1048
1048
���:> •i'r" 'ej-' �:4rr 3143 4715
20'-0" 805 943
Say size shall be measured in between the centers, of palls of diagonals. • J • • • • •
TYPE BRACING'MATERIALS
GENERAL NOTES •
1. DIAGONALBRAONG G REOUIR®TO TRIWSFER THE GRI.IULATNE LATERALERAOE FQpOE INTO THE • • •
CEILING DAPHWM, THE DIAPHRAGM 13 TO BE DESGhW BY A GUWJ 6ty ♦PROFESSIONAL •
I X 4 IND. 45 SP
2. THESE CALCULATXNS ARE BASED ON LATERAL BRACE W WYNG MCF THE WEB Fb4 & • •
A •OR-
3. DIAGONAL BRACNe MATERIAL MUST BE SAME 80 AND GRADE OR BETTER, A>I!�iGL BRACE • • i
T X 4 62 SRB (DF, HF, $PF)
• •
0ATER1AJ-AND SHALL BE INSTALLED INSUCHA MANNER THAT IT WER6EOTa Ft8 .
AT APPROX 46 DEGREES AND SHALL BE NALM AT EACH END AND EACH
�U36 WITH 2 • •
A1311B.f,� FOR I x 4 BRACES, 2•1Dd N•131•x 31 FOR 2x6.a4 211 a=El, AND s-1 (613I `FOR 26I CES.
B 2 X 3 6 i, STD, COAST (SPF, DF, HF, OR SP)
,
A. OONNECr LATLvtAL BRACE To EAgi TRll8.4 wITH 2.ea ta.latxt6� Nape FCL tMATBRAL BRACES. ...
2.10d (0.161Yd� NALB FOR 2sl xnd 2•t LATERAL BRACES, AND 6.111d {0.181',Q1 FOR W LATERAL BRACES.
5. LATERAL BRACE SHMU SE CONTINUOUS AND S40MOVBI.AP AT LEAST ON&MLft SPACE •
FOR OONTRAM. • • •
e. FOR ADDR1pNAL GUDAHCE REGARDING DESIGN AND ksTAILATKw OF BRAch, CONSULT •
2 X 4lf3, STD COAST (SPF, OF, HF, OR SP)
L>BB-0B TEL�ORARYRAO BRADNO OF METH. PLATE OONNC•CTED WOOD TRUSSES D • • • • •
����D P � � HANMM pWALUN L &NoSp DJ •
WOOD TAUBSEB, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AUUfriiCA xnYTE
?}1USS�ATE UlSTn
•1�✓.�dadnhyaan •nd vMrJp6W.♦,p
• • •
D 1 2 X a 83 OR BETTER (SPF, DF, HF, OR SP)
7. REFER TOL 4EM TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE . ♦ ♦
S. TABULATED VALUES ARE BASED ON A DOL- .1. is
FOR STABIUZERS:
FOR A SPACING OF24 0.4 ONLY, WM'STABIUIER' TRUSS BRACING SYSTEMS CAN BE
SUBSTITUTED FOR TYPE A B. C AND A BRACING MATERIAL DIAGONAL BRACING FOR STABD.in 6
AAE TO SE PROVIDED AT BAY &ME WDICATFD ABDYE WHERE DAPHRAGM SPACNG IS REDLRRED
AT PITCH BREAKS, ST B nano MAY BE REPLAO® WITH WOOD BLOCKING. SEE "STAB6U2E ;r
TRUSS BRACING INSTALLATION MM9 Afro Pam x --
MEMBERS
This Information is provided as a recommendation to assist in the
requirement for permanent bracing of the Individual truss web
members. Additional bracing may still be required for the stability
of the overall root system. The method- shown here Is Just one
method that can be used to provide stability against web buckling.
CONTINUOUS LATERAL
RESTRAINT
2.1Od NAILS
(SEE NOTE 4)
ARMANDO R. PE
PE. # 28026
1811 SW 33 C
MIAMI, FL. 145
(305) 21 443
'?Il9l /lo
DATE Q / / 9/ '16
L-BRACE DETAIL
Nailing Pattern
L-Brace size Nail Size Nail Spacing
10 or 6 1 Od 8" O.C.
2x4, 6, or 8 16d 8" ox,
49" Nail along entire length of L-Brace
. • 40n.Two-Ply's Nall to Both Plies)
� r
•
.. ...
... : • • • • • • Nails
*fee•
r••••• ••r•
•
• • • •••
• •
• •• •
• . . .. • } � /- SPACING
WEB k
\ 1 1 ` L-BRACE
Nails -,- Section Detaii
\� g%
E L-Brace
F
Web
L-Brace must be same species grade (or better) as web member.
Note; L-Bracing to be used when continuous
lateral bracing is impractical. L-brace
must cover 90% of web length.
L-Brace Size
for One -Ply Truss
pectfied Continuous
ows of Lateral Bracing
1 2
P7-2x8JR'2x8
1x4 •t*
1x6�•�
"' DIRECT SUBSTITUTION NOT APLICABLE
L-Brace Size
for Two -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size 1 2
2x3 or 2x4 2x4 •*•
2x6 2x6 ••`
2x8 2x8 "r
DIRECT SUBSTITUTION NOT APLICABLE
ARMANDO R. PEREZ
PE. # 28026
1811 SW 33 CT
MIAMI, FL. 45
(305) 21 443
DATE y
-T
" TRUSSED VALLEY SET DETAIL
GA SLE ENO, COMMON TRUSS
---- - - OR
QIRDEftTf(i18S
VALLEY TRUSS TYPICAL
ti
�-vjoluj
P 12
i INSTALL ME MOSES.
2-APAYOATNWTO Top CHORD OF SUPPORTIN
ZRMEILVA IAYTRUSSES MAYPROVIDE
3. NBTALLVALLEY1iJSSEB(24'O.C. MAXIMUI
�Wan TDBABE TAUSSEB AS
PEADETALA, %OR C BELOW,
4. BRACEVALLEYMINACCORDANCEWITH
Tl:ff DMIXK DESON DRAWNDS.
SEE DETAIL '
A,8,ORC
BELOW (TYF I
Page 1 Of 1--
NOTE: VALLEY STUD SPACING NOT
TO EXCEED 48` D.C. SPACING
BASE TRUSSES
TYPICAL(24°O.C,)• ' . ....
:.....
1406000
• •
.. ... - . •
••.•.•
.••..•
0000
VALLEY TRUSS TYPICAL.
' _ -� �'�Lr51�• •
' . F5
4.
.. rviA
•:•.•• .•..�
..:•..'.
..
••...•
9
. ...
• •
• •
•
•.•••.
•
• .
\
••
• !
'
8
TDE • NAIL VALLEY TO
0
I E TRUSS W/
( ) N8d TOENAILS
12 ,1
ATTACH MCONTWOUS N0.2 SPF
ATTACH 20 CotM- NODS N0,2 SPF
TO THE FACE OF THE ROOF W/'TWO
Iod (.181'x 3.6')NAILS INTO EACH
BLOCK TO THE PAC$ OF THE ROOF Wl
-Tl5j18d.(.13l'x3.8j NAIL87NTO EACH
TRUSS BELOW TRUSS BELOW, EACH TRUS8'SELOW
a- TkuSy MUST HA E A BLOCK ATTACHED TO IT,
�p�Iy �>;
TOE NAIL VALLEY TO
VALLEY
�.•_
8 9E TRUSS W/
_.:. (�J_i6dTOE NAILS....
_�......_
..__. .
_. .... ,
DETAIL A
x-- 3.Wt_ IJ1+11.5
(GREATER THAN Y12 PITCH)
DETAIL 8
ATTACH BEVELED 2A CONTINOUS
(3112 PITCH OR LESS)
NO.2 SPF TO THE FACE OF THE ROOF
Wl TWO I Ed (.1ll' x 3.61 NAILS INTO
EACH TRUSS BELOW
:�ON) UDR, P£&f1 PE1o91 6
TACHVALLE/TD
78E'�3.4-4'.3. d PATE- 1/.017613
8
(2) l8d TOE NAILS
14
D1:TAA C
TOE - NAIL VALLEY TO
(GREATER TFMi2 PITCH BASE TRUSS W1
LESS,T,H NJWIR RT0H
. (2.);18d TOE NAILS
YJ
-
,
,i
_
r p 1
•• • • • • • ••• •••
• • • • • • • • • • •
•• • • • •• ••• ••
• • • • ••• •
• • • • • • • • • • •
• • • • • • • • • •
• ••• ••• • • •
• • • • • • • • • •
• • • • • • • • • • • •
• • ••• • • • •••
s►&NNuiffing 1310 Neptune Drive
,-' Boynton Beach, FL 33426
i ' Engineers
1-877-NUTTING
1
1 of Florida Inc.I Established 1967 A A S H O
YourProJectisOur Commltment A c c A c o I T c o
Page 1 of 1
Report On: Field Density Lab No: 18-3083
Project No: 2041.9 Client ID: 2041 Report No: 1
Client: Leading Edge Contractor Services, Inc. Project: Proposed Residence
Robert Comes 478 NE 92nd Street
17025 NW 78th Avenue Miami Shores, FL
Miami, FL 33015
Report Date: 03/15/2018
Sample Date: 03/14/2018
Technician: Jorge Delgado
Optimum Maximum
Proctor Moisture Dry Density
Proctor No Date (°70) (Pc) Color / Description
18-3082 03/13/2018 11.8 104.8 Tan / Fine Sand
Specification
Moisture Band
Specification No. Compaction, % Minimum Maximum
1 98
Location Group: Room Addition- Slab on Grade
Wet
Moisture
Dry
Percent
Test
Gauge
Density
Content
Density
Proctor
Spec.
Proctor
Pass
No.
Depth
Location
(Pco
N
(PO
Number
No.
Density
Fail
1
12
NW Area
112.5
8
104.3
18-3082
1
100
Pass
2
12
SW Area
113.7
8
104.9
18-3082
1
100
Pass
3
12
NE Area
111.7
8
103.8
18-3082
1
99
Pass
4
12
SE Area
112.6
8
104.1
18-3082
1
99
Pass
Date Received: 03115/2018 Date Tested: 03/14/2018
Gauge No.: 69206 Daily Standard Counts: 03/15/2018 DS: MS:
Test Methods: ASTM D2922, D3017
Charge: Leading Edge Contractor Services, Inc.
Orig: Leading Edge Contractor Services, Inc. Respectfully Submitted,
Attn: Robert Comes (1-ec copy) Nutting Engineers of Florida, Inc.
Ste he &"ile , P:E. #70784,
MP
THIS REPORT APPLIES ONLY TO THE STANDARDS OR PROCEDURES INDICATED AND TO THE S Lf(S) -fE-STED AND/OR OBSFRJEu AND ARE NOT
NECESSARILY INDICATIVE OF THE QUALITIES OF APPARENTLY IDENTICAL OR SIMILAR PRODUCTS OR PROCEDURES, NOR DO THEY REPRESENT AN
ONGOING QUALITY ASSURANCE PROGRAM UNLESS SO NOTED. THESE REPORTS ARE FOR THE EXCLUSIVE 119E OF THE ADDRESSED CLIENT AND ARE
NOT TO BE REPRODUCED WITHOUT WRITTEN PERMISSION. REPORT CREATED BY EImTree SYSTEM
r Nutting
;Engineers
of Florida Int.1 Established 1967
Your?roJett fs OurCaa»mftment
AA -IO
ACC'A CC ITCC
1310 Neptune Drive
Boynton Beach, FL 33426
1-877-NUTTING
Page 1 of 1
Report On: Soil Proctor Lab No: 18-3082
Project No: 2041.9 Client ID: 2041 Report No: 1
Client: Leading Edge Contractor Services, Inc. Project: Proposed Residence
Robert Comes 478 NE 92nd Street
17025 NW 78th Avenue Miami Shores, FL
Miami, FL 33015
t1
)6 .
Moisture Content (%)
Desc of Rammer: Mechanical
Preparation Method: Dry
Test Method (As Applicable): ASTM D-1557 Method-C
Charge: Leading Edge Contractor Services, Inc.
Orig: Leading Edge Contractor Services, Inc.
Attn: Robert Comes (1-ec copy)
Report Date: 03/15/2018
Sample Date: 03/13/2018
Technician: Rudolfo Gomez
% Moisture Dry Density Lbs./Cu.Ft.
7.4 101.5
9.7 103.6
11.8 104.8
14.2 102.7
Respectfully Submitted,
Nutting Engineers of Florida, Inc.
St y f rachek P.E.9-7J784,
THIS REPORT APPLIES ONLY TO THE STANDARDS OR PROCEDURES INDICATED AND TO THE SAMPLE(S) TESTED ANDIOR OBSERVED -AND ARE NOT
NECESSARILY INDICATIVE OF THE QUALITIES OF APPARENTLY IDENTICAL OR SIMILAR PRODUCTS Or, PROCEDURES, NOR DO THEY REPRESENT AN
ONGOING QUALITY ASSURANCE PROGRAM UNLESS SO NOTED. THESE REPORTS ARE FOR THE EXCLUSIVE USE OF THE ADDRESSED CLIENT AND ARE
NOT TO BE REPRODUCED WITHOUT WRITTEN PERMISSION. REPORT CREATED BY EImTree SYSTEM
'026,&-,/,7- /Q-V 7
<=DO 468 E. 9 STREET HIALEAH, FL 33010
P.O. BOX 1418 HIALEAH, FL 33011-1418
eewd" N� 6, PHONE: (305) 885-4966 FAX: (305) 885-4969
Notice of Preventative Treatment for Termites
(As required by Florida Building Code (FBC) 104.2.6)
1 B N Q q 2 S�Y.eAA • M 10 M'i S h o vl—� r—b
Address of Treatment or Lot/Block of Treatment
3 I�1 Zoi LT 00 0M M-Cbroas
Date Time Applicator
PrfW'16(, -Ts
Product Used
05 1.
Percent Concentration
IMIdAG 0121d i
Chemical used (active ingredient)
Area treated
Stage of treatment (Horizontal, Vertical, Adjoining Slab, retreat of disturbed area)
As per ; 04.2.6 ,. If soil chemical barrier method for termite prevention is used, final exterior
treatment shall b'e ,ompleted prior to final building approval.
-1f this notice is foi, the final exterior treatment, initial and date this line
Authorized Signature
250 0-101 1.
Number of gallons applied
Linear feet treated