TIE MAX

Transcription

TIE MAX

The Perfect Solution
To High Wind Construction
STRUCTURAL TIE DOWN SYSTEM
Maximum Allowable Uplift 8377 Pounds
Simple Installation • Cleaner Frame • Superior Interior Finishes
Reduced Labor Costs • Lower Material Costs
NO MORE CONFUSING METAL STRAPS
www.tiemax.com
TIE MAX ITEM LIST
Item #
40951
40950
40960
19892
40949
40948
40959
40981
40982
40984
40985
40988
40987
40956
40962
40963
40973
40955
40971
40964
40972
40966
40967
40945
N/A
40952
40975
40953
40954
40968
40969
40970
40996
40997
40998
42924
42922
42949
42947
42940
42941
ZINC PLATED
Packed Quantity
25
25
25
1
25
1
100
100
50
100
100
100
100
50
25
25
25
25
25
25
25
12
12
12
12
12
12
12
8
8
8
8
8
8
1
1
1
1
1
1
DESCRIPTION
EDGE BOLT 5/8 X 10-1/2
FIELD BOLT 5/8 X 10-1/2
STUD 5/8-11 X 10-1/2
STUD 5/8-11 X 16
CURB BOLT 5/8-11 X 14-1/2
LONG BOLT 5/8-11 X 30
SQUARE WASHER 2X2X1/8X1/2
SQUARE WASHER 2X2X1/8X5/8
SQUARE WASHER 2-1/2X2-1/2X1/2
SQUARE WASHER 3X3X1/2 SLOT
SQUARE WASHER 3X3X5/8 SLOT
SQUARE WASHER 3X3-1/2X1/2
SQUARE WASHER 3X3-1/2X5/8
HEX. NUT 1/2-13
HEX. NUT 5/8-11
REDUCING COUPLER 5/8 X 1/2
REDUCING COUPLER 5/8 HDG to 1/2 ZINC
ROD COUPLER 1/2-13
ROD COUPLER 1/2-13 HDG to ZINC
ROD COUPLER 5/8-11
ROD COUPLER 5/8-11 HDG to ZINC
THREADED ROD 1/2-13 X 2FT
THREADED ROD 1/2-13 X 6’
BLOW OUT BULB (PUFFER BALL)
3/4” CLEAN OUT BRUSH
TIE MAX EPOXY (10 OZ.)
TIE MAX EPOXY (22 OZ.)
22 OZ. TOOL (DUAL TUBE)
NOZZLE (DUAL CARTRIDGE)
HOT DIPPED GALVANIZED
Item # Packed Quantity
39070
25
39071
25
39074
25
39072
39073
39083
39084
25
1
50
50
39086
39087
N/A
N/A
39077
39078
39081
NEW
39079
NEW
39080
NEW
39090
39091
N/A
39092
39093
NEW
39094
39095
39096
39097
39098
39099
39100
39101
25
25
50
25
25
25
25
25
25
15
15
N/A
15
15
15
15
9
9
9
9
TIE MAX is a Structural Tie Down System. All components must be of TIE MAX manufacture.
Pricing and standard package quantities are subject to change without notice.
TIE MAX IS NOT REQUIRED FOR
NON-TRUSS BEARING WALL
NAIL CORNER STUD PACK PER
CODE FOR SINGLE HOLD DOWN
TIE MAX ROD - MAX. 6' OUT OF PLUMB
PER WALL HEIGHT
UPLIFT STRAPPING NOT REQUIRED
UNDER WINDOW OPENINGS
TRANSFER TRUSS UPLIFT TO HEADER
WHEN MAX. TIEMAX SPACING IS EXCEEDED
LAYOUT TIE MAX LOCATIONS 10' OFF
GARAGE DOOR OPENINGS TO CLEAR LUMBER PACK
TRANSFER TRUSS UPLIFT TO
ALL GARAGE DOOR HEADERS
TIE MAX CURB BOLT WHERE
4' > CURBS ARE PRESENT
TYP. HEADER STRAPPING
NOT REQUIRED
TIE MAX LOCATION@
ENDS OF SHEARWALLS
TYP. TOP PLATE TO STUD
OR SILL PLATE TO STUD
STRAPPING NOT REQUIRED
I TRUSSES NOT SHOWN FOR CLARITY I
TIE MAX LOCATION ON EITHER SIDE OF CORNER
TYP. J.BOLT OR STRAP CONNECTIONS
@SILL PLATE SPLICES AS PER LOCAL CODE
TIE MAX ANCHOR WITH WASHER REPLACES
STANDARD SILL PLATE ANCHOR (ONE FOR ONE)
Orlando, Florida 800-245-8826
WWW.TIEMAX.COM
ICC-ES REPORT # ESR-2328
TIE MAX
BEAM TO FOUNDATION CONNECTION
(CONNECTOR BY OTHERS)
OFFSET ROD CONNECTIONS@DROPPED
HEADER - LOCATE WASHERS@1ST FLOOR
DOUBLE TOP PLATE WITHIN 6" OF HEADER
ENDS - FLOOR TO FLOOR STRAPS NOT
REQUIRED
MIN. 7/16' OSB NAILED PER CODE
OVER LAP FLOOR SYSTEM
OFFSET JOINTS AS PER CODE
LOCATE TOP PLATE WASHER
WITHIN 12' OF CORNER
WASHER NOT REQUIRED AT
2ND FLOOR SOLE PLATE
TIE MAX COUPLING NUT
CONTINUE TIE MAX TO FOUNDATION
TIE MAX LOCATION@
ENDS OF SHEARWALLS
TIE MAX IS NOT REQUIRED FOR
NON-TRUSS BEARING WALL
TIE MAX ROD THROUGH PLYWOOD SPACER
PROVIDE MIN. 5/8" SPACE FOR HDG ROD AND USE
3'X3"X1/4' TIE MAX HDG WASHER AND NUT
UPLIFT STRAPPING NOT REQUIRED
UNDER WINDOW OPENINGS
TIE MAX ROD· MAX. 6" OUT OF PLUMB
PER WALL HEIGHT
THIS IS A REPRESENTATION OF THE TIE MAX SYSTEM
AND DOES NOT REPRESENT ALL INSTALLATIONS
SITUATIONS OR FOUNDATION TYPES
TIE MAX EDGE BOLT
IN FOOTER WITH 5/8" IN CMU
TYP. HEADER STRAPPING
NOT REQUIRED
TIE MAX LOCATION@
ENDS OF SHEARWALLS
TYF. TOP PLATE TO STUD
OR SILL PLATE TO STUD
STRAPPING NOT REQUIRED
I TRUSSES NOT SHOWN FOR CLARITY I
TIE MAX LONG BOLT MIN. 24-1/2' EMBEDMENT
(MIN. 4 BLOCK HIGH WITH VERT. #5 REBAR AND
FILLED WITH MIN. 2500 PSI CONCRETE
TIE MAX LOCATION ON EITHER SIDE OF CORNER
TYP. J-BOLT OR STRAP CONNECTIONS
@SILL PLATE SPLICES AS PER LOCAL CODE
#5 WALL REINF.
W/ GROUTED CELL
OFFSET ROD CONNECTIONS@DROPPED
HEADER· LOCATE WASHERS@1ST FLOOR
DOUBLE TOP PLATE WITHIN 6" OF HEADER
ENDS· FLOOR TO FLOOR STRAPS NOT
REQUIRED
TIE MAX COUPLING NUT
LOCATE TOP PLATE WASHER
WITHIN 12" OF CORNER
Onando, Florida 800-245-8826
WWW.TIEMAX.COM
ICC-ES REPORT# ESR-2328
TIE MAX
TIE MAX ANCHOR WITH WASHER REPLACES
STANDARD SILL PLATE ANCHOR (ONE FOR ONE)
BEAM NOTCHED TO RECEIVE WASHER & NUT
CONTINUE TIE MAX TO
FOUNDATION OR BEAM
TIE MAX
QUICK REFERENCE
CONCRETE DESIGN VALUES
MINIMUM
EMBED
(in.)
7
5/8” TIEMAX
BOLT
5/8” TIE MAX
STUD
A.
B.
C.
D.
E.
F.
MIN. EDGE
DISTANCE
(in.)
2
TIE MAX
ROD
(in. Dia.)
1/2
ALLOWABLE
UPLIFT
5585 lbs.
ALLOWABLE
SHEAR (F)
5343 lbs.
NOTES
A,B,D
7
7
1/2
6023 lbs.
5343 lbs.
A,B,D,
7
7
5/8
8377 lbs.
5343 lbs.
A,B,D
7
2
1/2
3349 lbs.
3468 lbs.
A,C,D,E
7
7
1/2
4943 lbs.
3468 lbs.
A,C,D,E
TABLE 1-A
Capacity may be limited by top plate washer, see Tables 2-A or 2-B
Safety factor 3.0 per 1997 SBC
Power Bond Epoxy per manufacturer’s recommendations
Concrete strength: Fc = 2500 psi minimum
Safety Factor 4.0
TIE MAX’S allowable Shear at bottom plate with washer and nut in place per 1997 SBC.
REINFORCED MASONRY BOND BEAM
5/8” TIE MAX
BOLT
EMBED
DISTANCE
TIE MAX ROD
(in. Dia.)
(in.)
(in.)
ALLOWABLE
UPLIFT
ALLOWABLE
SHEAR
NOTES
2
1998 lbs.
-
A,B,C
1/2
TABLE 1-B
A. Reinforced Masonry Bond Beam with (1) #5 rebar minimum
B. Grout strength: 2000-psi minimum
C. Safety Factor 5.0 per ACI 530
7
TM TOP PLATE WASHERS, SYP
TOP PLATE
WASHER
2x2x1/8
2.5x2.5x3/16
3x3x1/4
3x3.5x1/4
TM TOP PLATE WASHER, SPF
ALLOWABLE
UPLIFT
2260 lbs.
3930 lbs.
5595 lbs.
6545 lbs.
TABLE 2-A
1. Loads controlled by wood bearing perpendicular to grain Fiber
deformation of 0.04 inch at maximum loading shown Per NDS1997.
2. Top plate SYP#2, minimum with Fc > 565 psi
ALLOWABLE
UPLIFT
1513 lbs.
2330 lbs.
3315 lbs.
3880 lbs.
Table 2-B
1. Loads controlled by wood bearing perpendicular to grain.
Fiber deformation of 0.04 inch at maximum loading shown.
Per NDS-1997.
2. Top plate SPF#2, minimum with Fc > 335 psi.
GENERAL SPACING, SYP
(use 2.5x2.5x3/16 washer)
GENERAL SPACING, SPF
(use 2.5x2.5x3/16 washer)
SPACING
(ft.)
4
6
8
SPACING
(ft.)
4
6
8
Maximum Truss Uplift
(plf)
24”o.c.
950
1900
595
1190
465
930
Table 3-A
General guide based on:
1. #2 Southern Yellow Pine Top Plate with min 7/16” OSB
sheathing on one side nailed per 1997 SBC.
2. Allowable shear for TIE MAX is 4161 lbs at uplift and
corresponding spacing. Allowable shear for reduced uplifts may
be increased in accordance with interaction equations.
3. Uplift shall not exceed values of Table 1-A.
726 Central Florida Parkway
Orlando, Florida 32824
800.245.8826 / Fax 800.253.0833
E-mail sales@tiemax.com
TOP PLATE
WASHER
2x2x1/8
2.5x2.5x3/16
3x3x1/4
3x3.5x1/4
(plf)
24”o.c.
527
1054
345
690
281
562
Table 3-B
General guide based on:
1. #2 Spruce Pine Fir Top Plate with minimum 7/16” OSB sheathing on
one side nailed per 1997 SBC.
2. Allowable shear for TIE MAX is 4161 lbs at uplift and corresponding
spacing. Allowable shear for reduced uplifts may be increased in
accordance with interaction equations.
3. Uplift shall not exceed values of Table 1-A.
TIE MAX
Installation Instructions
TIE MAX EMBED PLACEMENT
Field Placement
1. Determine the location of the TIE MAX Field bolt.
2. At the proper location, insert the TIE MAX Field bolt with its PVC pipe into the ground using a drive sleeve.
(1” X 12” Pipe) until the bottom of the threads are at the top of the slab elevation.
Important Note: Do not hammer top of bolt. It will not drive!
3. Make concrete pour.
Edge Placement
1. Determine the location of the TIE MAX Edge bolt and mark the top of the form board for wet setting or place the TIE MAX
bolt reusable anchor hanger prior to concrete pour.
x Corner placement: The TIE MAX embed shall be located 7 inches to 22 inches away from the corner of the
structure to allow clearance for framing members.
x Exterior walls: The TIE MAX embeds shall be located 2 inches from the edge of slab with spacing as required to
meet uplift values.
2. Position the TIE MAX embeds with the bottom of the threads at the top of slab. This insures the required 7-inches of
embedment.
3. Make concrete pour. (The TIE MAX Edge bolt may be wet set during the pour.) Insert the TIE MAX bolt to the bottom of
the threads with a 2-inch distance and consolidate the concrete.)
Retrofit
In retrofit situations after the concrete has been placed, use a 10-1/2 inch long 5/8-inch diameter TIE MAX STUD. Install the
TIE MAX STUD with POWERS POWER BOND epoxy adhesive following all manufacturers’ instructions. See detail
instructions on the following page.
TIE MAX THREADED ROD
1. With wall framing in place, secure proper TIE MAX square washer to the sole plate with a 5/8 TIE MAX hex nut.
2. Install a TIE MAX 5/8” to 1/2” reducing coupler to the end of the TIE MAX threaded rod to be connected to the TIE MAX
embed. Drill holes in the top plate or base plate if 2 or more stories and insert the rod into the top plate. Pull down on the rod
till the end of the rod and the TIE MAX embed butt together. Spin the coupler down onto embed. (Center a TIE MAX 5/8” to
5/8” coupler when using 5/8” rod.)
3. Select threaded rod by length, which will allow sufficient room for couplers to be placed above or below double top plates
or base plates. Butt the ends of the threaded rods together, center coupler over the rod ends.
TIE MAX TOP PLATE WASHER
1. Place TIE MAX steel plate washer on the threaded rod above the double top plate. See Table 3-A or 3-B of the TIE MAX
Quick Reference sheet.
2. Secure the washer with a TIE MAX hex nut.
3. Just prior to installing interior wall sheathing, Hand tighten nuts, then one turn with wrench per floor to secure washer and
tension rod. The TIE MAX system does not require a specific amount of torque.
TIE MAX STUD
Retrofit Application
Use only approved epoxies supplied by Fastening Specialists, Inc.
TIE MAX STUD ANCHOR PLACEMENT
1. Determine the location of the TIE MAX STUD.
Refer to shop drawing for location and embedment depth.
2. Drill a 3/4-inch diameter by 7-inch deep (typical) hole in
the concrete.
a) Edge placement minimum of 2 inches from edge to
center of hole.
b) Field placement shall exceed 7 inches from edge to
center of hole.
3. Clean hole with compressed air or puffer to clear dust
and debris.
4. Brush hole with properly sized hole brush.
5. Clean hole with compressed air or puffer again.
6. Inject epoxy into hole, filling the hole 1/2 full starting from
the bottom.
7. Insert the TIE MAX STUD with a twisting motion (to insure full thread coverage) until stud hits the bottom of the hole.
Note: If epoxy does not appear at the top of the hole when the TIE MAX STUD is inserted, remove TIE MAX STUD,
apply additional epoxy to the hole, and reinsert TIE MAX STUD with a twisting motion.
8. Allow epoxy to set as per manufacturer’s instructions before applying any load.
TIE MAX STUD IN CURB
1.
Determine the location. Refer to shop drawings.
2.
Drill a 3/4-inch diameter hole to a depth of not less
than 7” below finish floor.
3.
Follow steps 3 -8 above.
TIE MAX
REFERENCIA RAPIDA
CARGAS DE DISEÑO EN CONCRETO
7
DISTANCIA
MINIMA
DEL
BORDE
(in.)
2
1/2
5585 lbs.
5343 lbs.
A,B,D
7
7
1/2
6023 lbs.
5343 lbs.
A,B,D,
7
7
5/8
8377 lbs.
5343 lbs.
A,B,D
7
2
1/2
3349 lbs.
3468 lbs.
A,C,D,E
7
7
1/2
4943 lbs.
3468 lbs.
A,C,D,E
EMPOTRAMIENTO
MINIMO
(in.)
5/8” PERNO
TIE MAX
5/8” BARRA
TIE MAX
A.
B.
C.
D.
E.
F.
VARILLA
TIE MAX
(in. Dia.)
LEVANTAMIENTO
PERMISIBLE
FUERZA
LATERAL
PERMISIBLE
NOTAS
TABLA 1-A
La resistencia podría estar limitada por la arandela de la placa superior, ver Tablas 2-A ó 2-B.
Factor de Seguridad 3.0 según SBC 1997.
Pegamento Power-Bond por recomendaciones del fabricante.
Resistencia del concreto: Fc = 2500 psi mínimo
Factor de Seguridad 4.0
Fuerza Lateral Permisible del PERNO TIE MAX con arandela y tuerca puestas según SBC 1997.
VIGA DE BLOQUE DE CONCRETO REFORZADA
EMPOTRA
MIENTO
DISTAN
CIA
(in.)
(in.)
7
2
5/8” PERNO
TIE MAX
VARILLA
TIE MAX
(in. Dia.)
LAVANTAMIENTO
PERMISIBLE
FUERZA
LATERAL
PERMISIBLE
NOTAS
1/2
1998 lbs.
-
A,B,C
TABLA 1-B
A. Viga de bloque de concreto reforzada con (1) #5 reforzamiento mínimo
B. Resistencia del concreto: 2000 psi mínimo
C. Factor de Seguridad 5.0 según ACI 530
ARANDELA DE LA PLACA SUPERIOR TM, SYP
ARANDELA DE LA
PLACA SUPERIOR
2x2x1/8
2.5x2.5x3/16
3x3x1/4
3x3.5x1/4
LEVANTAMIENTO
PERMISIBLE
2260 lbs.
3930 lbs.
5595 lbs.
6545 lbs.
TABLA 2-A
1. Cargas controladas por la madera incidiendo
perpendicularmente a las fibras con una deformación de 0.04
pulg. en carga máxima según NDS – 1997.
2. Arandela de la placa superior SYP#2, mínimo con Fc> 565 psi
ESPACIAMIENTO, SYP
(con arandela 2.5x2.5x3/16)
ESPACIAMIENTO
Levantamiento máximo de la armadura del
techo (trusses)
(ft.)
(plf)
24”o.c.
4
950
1900
6
595
1190
8
465
930
Tabla 3-A
Guia general basada en:
1. Placa Superior#2 Southern Yellow Pine con 7/16” OSB
mínimo de un solo lado con clavos según 1997 SBC.
2. La fuerza lateral permisible por TIE MAX es de 4161 lbs al
levantamiento y espaciamiento correspondiente. La fuerza lateral
permisible para levantamientos menores se puede incrementar
de acuerdo con ecuaciones interactivas
3. El levantamiento no excederá los valores de la tabla 1-A
800.245.8826 / Fax 800.253.0833
ARANDELA DE LA PLACA SUPERIOR TM, SPF
ARANDELA DE LA
LEVANTAMIENTO
PLACA SUPERIOR
PERMISIBLE
2x2x1/8
1513 lbs.
2.5x2.5x3/16
2330 lbs.
3x3x1/4
3315 lbs.
3x3.5x1/4
3880 lbs.
Tabla 2-B
1. Cargas controladas por la madera incidiendo perpendicularmente a
las fibras con una deformación de 0.04 pulg. en carga máxima según
NDS – 1997.
2. Arandela de la placa superior SPF#2, mínimo con Fc>335 psi
ESPACIAMIENTO, SPF
(con arandela 2.5x2.5x3/16)
ESPACIAMIENTO
Levantamiento máximo de la armadura del
techo (trusses)
(ft.)
(plf)
24”o.c.
4
527
1054
6
345
690
8
281
562
Table 3-B
Guia general basada en:
1. Placa Superior#2 Spruce Pine Fir con 7/16” OSB mínimo de
un solo lado con clavos según 1997 SBC.
2. La fuerza lateral permisible por TIE MAX es de 4161 lbs al
levantamiento y espaciamiento correspondiente. La fuerza lateral
permisible para tracciones menores se puede incrementar de
acuerdo con ecuaciones interactivas
3. El levantamiento no excederá los valores de la tabla 1-A
TIE MAX
Instrucciones para la Instalación
POSICIONAMIENTO DE LOS PERNOS TIE MAX
Posicionamiento del Perno Interior
1. Determine la localización de los Pernos Interiores.
2. En el lugar apropiado, inserte el Perno Interior TIE MAX con su tubo de PVC en la tierra usando una guía.
(TUBO 1” X 12”) hasta que toda la rosca este a nivel con la parte superior del cimiento.
Nota Importante: No martille el Perno. No va a ceder!
3. Verter el concreto.
Posicionamiento del Perno Exterior
1. Determine la posición del Perno Exterior TIE MAX y marque la superficie del cimiento aún mojado o ponga el sujetador
del Perno Tie Max antes de verter el concreto.
x Posicionamiento en las esquinas: El empotramiento de TIE MAX debe ser localizado de 7 a 22 pulgadas a partir
de la esquina para posibilitar espacio para la partes de madera.
x Paredes Exteriores: Los empotramientos de TIE MAX deben ser localizados a 2 pulgadas del borde del cimiento
para satisfacer los valores de levantamiento admisibles.
2. Haga el empotramiento de TIE MAX con la parte inferior de la rosca coincidente con la parte superior del concreto para
asegurar las 7 pulgadas requeridas para el empotramiento.
3. Vierta el concreto. (El perno Exterior TIE MAX puede ser colocado durante el vertimiento). Inserte el perno TIE MAX
hasta la parte inferior de la rosca con 2 pulgadas de separación y termine el vertimiento.
Reposicionamiento
En caso de reposicionamiento después que el concreto ha sido colocado, use una BARRA TIE MAX de 10-1/2 pulgadas de
largo y 5/8 pulgadas de diámetro, instálelo con pegamento adhesivo POWERS POWER BOND siguiendo todas las
instrucciones del fabricante. Vea los detalles en la próxima página.
VARILLA ROSCADA TIE MAX
1. Cuando la estructura de madera este en su lugar, asegure adecuadamente la arandela cuadrada a la placa inferior con
una tuerca hexagonal de 5/8” TIE MAX.
2. Instale un acople reductor de 5/8”-½” TIE MAX en un extremo de la varilla roscada de TIE MAX, el otro extremo del
reductor será acoplado al perno empotrado de TIE MAX. Taladre agujeros en la placa superior o en la placa base si son 2 o
mas pisos e inserte la varilla a través de la placa superior. Hale hacia abajo la varilla hasta que tope con el perno
empotrado de TIE MAX. Enrosque hacia abajo el acople. (Use un acople de 5/8”-5/8” si usa una varilla de 5/8” de diámetro)
3. Seleccione la varilla roscada de acuerdo con el largo suficiente para colocar los acoples arriba o abajo de las placas
superiores o inferiores. Haga topar los extremos de las varillas, centre el acople.
ARANDELA DE la PLACA SUPERIOR DE TIE MAX
1. Coloque la arandela de acero TIE MAX en la varilla roscada arriba de la placa superior. Vea la tabla 3-A o 3-B de la
página de Referencia Rápida TIE MAX.
2. Asegure la arandela con una tuerca hexagonal TIE MAX.
3. Apriete la tuerca para asegurar la arandela y la tensión de la varilla. El sistema TIE MAX no requiere una cantidad
específica de torque, la finalidad de TIE MAX es la resistencia al levantamiento, no la post tensión.
TIE MAX es un Sistema de Soporte Estructural. Todos los componentes deben de ser fabricación deTIE MAX.
TIE MAX STUD
Aplicación del Reposicionamiento
Use solamente pegamento aprobado y suministrado por Fastening Specialists, Inc.
LOCALIZACION DE LA BARRA EMPOTRADA TIE MAX
1. Determine la localización de la BARRA TIE MAX.
Refierase al plano de Tie Max para la localización y
profundidad de empotramiento.
2. Taladre un agujero de ¾ pulg. de diámetro y 7 pulg. de
profundidad (típicamente) en el concreto.
a) Distancia mínima de 2 pulg. entre el centro del agujero y
el borde del concreto.
b) Distancia mínima de 7 pulg. entre el centro del agujero y
la esquina del concreto
3. Limpie el agujero con aire comprimido o sople para
remover el polvo y los escombros.
4. Cepille el agujero con el cepillo para agujeros apropiado.
5. Limpie el agujero con aire comprimido o sople otra vez.
6. Inyecte el pegamento en el agujero hasta la mitad de la
profundidad.
7. Inserte la barra TIE MAX con movimiento rotatorio (para asegurar una total penetración del pegamento en la rosca)
hasta que la barra tope con el fondo del agujero.
Nota: si el pegamento no aparece por encima del agujero cuando inserte la barra TIE MAX, remueva la barra, aplique
mas pegamento al agujero, y reinserte la barra TIE MAX con movimiento rotatorio.
8. Deje secar el pegamento de acuerdo a las instrucciones del fabricante antes de aplicar cualquier carga.
BARRA TIE MAX EN PISOS INCLINADOS
4.
Determine la posición. Vea el plano de TIE MAX.
5.
Taladre un agujero de ¾ pulg. de diámetro y una
profundidad de al menos 7” debajo del piso.
6.
Continue con los pasos del 3-8.
TIE MAX es un Sistema de Soporte Estructural. Todos los componentes deben ser fabricación de TIE MAX
TEXAS DEPARTMENT OF INSURANCE
Engineering Services / MC 103-3A 333 Guadalupe Street P.O. Box 149104 Austin, Texas 78714-9104
Phone No. (512) 322-2212 Fax No. (512) 463-6693
PRODUCT EVALUATION
FA-4
Effective July 1, 2005
The following product has been evaluated for compliance with the wind loads specified in the International Residential Code
(IRC) and the International Building Code (IBC). This product shall be subject to reevaluation 3 years after the effective date.
This product evaluation is not an endorsement of this product or a recommendation that this product be used. The Texas
Department of Insurance has not authorized the use of any information contained in the product evaluation for advertising, or
other commercial or promotional purpose.
This product evaluation is intended for use by those individuals who are following the design wind load criteria in Chapter 3 of the
IRC and Section 1609 of the IBC. The design loads determined for the building or structure shall not exceed the design load
rating specified for the products shown in the limitations section of this product evaluation. This product evaluation does not
relieve a Texas licensed engineer of his responsibilities as outlined in the Texas Insurance Code, the Texas Administrative Code
and the Texas Engineering Practice Act.
The TIE MAX and TIE MAX STUD Anchors, manufactured by
Fastening Specialists, Inc.
(800) 245-8826
will be acceptable in designated catastrophe areas along the Texas Gulf Coast when installed in
accordance with the manufacturer’s installation instructions and this product evaluation.
PRODUCT DESCRIPTION
The TIE MAX and TIE MAX STUD are fabricated systems for anchoring roof and walls to foundations.
The TIE MAX cast in concrete and TIE MAX STUD epoxy set anchoring systems are used to anchor
wood stud walls to the foundation by using 5 8 ” anchor bolts, threaded rods, couplers and square
washers. Traditional metal framing anchors are required to anchor the roof framing members to the wall
framing. The TIE MAX anchoring system uses a 10 1 2 ” long cast in place anchor bolt with a preformed 2”
diameter head. The bottom of the threads shall be at the top of the slab to insure the minimum 7” of
embedment. A coupler attaches the threaded rod to the anchor bolts. The threaded rod extends through
the uppermost top plate and is fastened with a washer and a hex head nut. The TIE MAX STUD epoxy
anchoring system is identical to the TIE MAX system except the anchor bolt is installed into a predrilled
hole with gel epoxy. The specifications for the anchor bolts, threaded rods, couplers, square washers and
nuts are as follows:
Washer:
Flat steel plate washers with dimensions 2” x 2” x 18 ”, 2.5” x 2.5” x 316 ”, 3” x 3” x
1 ”, or 3” x 3.5” x 1 ”. Manufactured from SAE 1008-1025 grade steel.
4
4
Coupler:
Threaded rod couplers 5 8 ” to 1 2 ” reducing coupler, 1 2 ” to 1 2 ” coupler and 5 8 ”
to 5 8 ” coupler. Manufactured from Grade 2 SAE 1008 Zinc Plated per ASTM B
633 steel.
Threaded Rod:
ASTM A 307 fully threaded steel rods with
Plated per ASTM B 633.
Nuts:
1
2
”-13 inch,
5
8
1
2
” or
5
8
” diameter. The steel is Zinc
”-11 hex nuts, Type 2, low or medium carbon steel, SAE J995.
1 of 4
July 1, 2005
FA-4 (cont.)
LIMITATIONS
The maximum allowable design loads for the anchors are given in Tables 1 – 4. Design loads for the
structure shall be determined using either Chapter 3 of the International Residential Code (IRC) or
Chapter 16 of the International Building Code (IBC).
Table 1 – Allowable Design Loads
TIE MAX and TIE MAX STUD in Concrete
Min.
Embedment
(in.)
7
Model
5
” TIE MAX
(cast in place)
5
8
” TIE MAX
(cast in place)
8
Min. Edge
Distance
(in.)
2
Threaded Rod
Diameter
(in.)
7
1
7
5
2
1
7
1
7
7
7
7
1
2
Allowable Uplift
Load
(lbs.)
5585
Allowable
Shear Loads
(lbs.)
5343
2
6023
5343
8
8377
5343
2
3349
3468
2
4943
3468
Notes:
1. Allowable uplift loads shown in Table 1 for pullout of concrete, the design shall be based on washer bearing
capacity see Table 3 below.
2. Allowable shear loads shown in Table 1 are at the bottom wood plate with washer and nut in place, minimum 2 x
4 plate Southern Yellow Pine No. 2 Grade, SG0.55.
3. The allowable design value shall not be increased for duration of load.
4. Minimum compressive concrete strength is F’c = 2500 psi.
5. Epoxy is Power-Bond by Powers Fastening Inc. Special inspection is required.
Table 2 – Allowable Design Loads
TIE MAX in Reinforced Masonry Bond Beam
Model
5
8
” TIE MAX
Min.
Embedment
(in.)
7
Min. Edge
Distance
(in.)
2
Threaded Rod
Diameter
(in.)
1
2
Allowable Uplift
Load
(lbs.)
1998
Notes:
1. Allowable uplift loads shown in Table 2 are for pullout of grouted reinforced masonry bond
beams, reinforced with one #5 rebar, minimum grout strength of 2000 psi. The design may be
limited on washer bearing capacity, see Table 3 below.
2. Allowable loads shall not be increased for duration of load.
Texas Department of Insurance
2 of 4
July 1, 2005
FA-4 (cont.)
Table 3 – Allowable Loads
Top Plate Washers
Top Plate Washer Size
Southern Yellow Pine SG0.55
Allowable Uplift Loads
(lbs.)
Spruce-Pine-Fire SG0.42
Allowable Uplift Loads
(lbs.)
2” x 2” x 18 ”
2.5” x 2.5” x 316 ”
3” x 3” x 1 4 ”
3” x 3.5” x 1 4 ”
2260
3930
5595
6545
1513
2330
3315
3880
Notes:
1. Allowable uplift loads shown in Table 3 are for wood bearing, the design may be limited on concrete pullout
capacity, see Table 1 above.
3. Wall construction shall have double top plate system, either Southern Yellow Pine No. 2 Grade with a F’c = 565
psi or Spruce-Pine-Fir No. 2 grade with an F’c = 335 psi, perpendicular to grain.
Table 4
Spacing for Truss Uplift
Spacing (feet)
TIE MAX/TIE
MAX STUD
4
6
8
Southern Yellow Pine (SG0.55)
24” o.c. truss
(plf)
spacing (lbs.)
950
1900
595
1190
465
930
Spruce-Pine-Fire SG0.42
24” o.c. truss
(plf)
spacing (lbs.)
527
1054
345
690
281
562
2. Wall construction shall have double top plate system, either Southern Yellow Pine No. 2 Grade
with a F’c = 565 psi or Spruce-Pine-Fir No. 2 grade with an F’c = 335 psi, perpendicular to grain.
Minimum 7 16 ” thick OSB sheathing complying with PS 2 on one side. The OSB sheathing shall
be fastened in a manner to resist the design wind loads and in accordance with the windstorm
building code specifications.
3. Loads on the TIE MAX/TIE MAX STUD are determined as the spacing in feet multiplied by the
load in plf shown in the above table and shall not exceed values in Tables 1, 2 and 3 above.
INSTALLATION INSTRUCTIONS
General Installation Requirements:
The TIE MAX and TIE MAX STUD anchoring system shall be installed in accordance with the
requirements of the International Residential Code (IRC) and the International Building Code (IBC) along
with the Texas Revisions. In addition, the TIE MAX and TIE MAX STUD anchoring system shall be
installed in accordance with the manufacturer’s installation instructions. A set of windstorm drawings
signed and sealed by a Texas licensed engineer appointed as a qualified windstorm inspector shall be
present on the job site at all times to indicate as a minimum the design load requirements for the
structure, component and construction specifications, spacing, location and uplift loading requirements
for the TIE MAX or TIE MAX STUD anchoring system. Requirements for special inspection shall be
specifically noted on the windstorm plans.
3 of 4
July 1, 2005
FA-4 (cont.)
INSTALLATION INSTRUCTIONS (Continued)
Foundation: TIE MAX and TIE MAX STUD anchor bolts shall have a minimum 7” of embedment into
concrete foundations that are a minimum of 12” thick exterior to receive the Edge bolt and 10” interior to
receive Field bolts. Concrete slab shall have minimum compressive strength of 2500 psi. The bolts shall
have a minimum edge distance of 2” and shall be spaced to resist the specified design loads for the
structure.
Wood Construction: Wood frame walls shall be constructed with a double top plate system. The
allowable loads for the top plate washers are based on use of either Southern Yellow Pine (SG0.55) or
Spruce-Pine-Fir (SG0.42).
Masonry Bond Beams: TIE MAX bolts are embedded 7” into reinforced masonry lintels or bond beams
with a minimum of one (1) #5 steel reinforcing bar complying with ACI 318. The lintel or bond beam shall
be filled with grout complying with ASTM C 476 with a minimum compressive strength of 2000 psi. The
bolts shall have a minimum edge distance of 2”. TIE MAX anchors may also be installed in formed
concrete lintels or bond beams used as part of the masonry wall. The concrete lintels or bond beams
shall have a minimum compressive strength of 2,500 psi. Design loads, minimum embedment and edge
distances for the anchors shall be as noted in the product evaluation report for installation in concrete.
Special Inspection: Special inspection is required for use of Power-Bond adhesive. The construction
shall be inspected by a Texas licensed professional engineer appointed by the Texas Department of
Insurance as a qualified windstorm inspector. Items to be verified by the engineer appointed as a
qualified windstorm inspector include hole diameter, cleanliness of hole and anchor rod, adhesive type,
adhesive application, rod diameter, rod embedment, grade of steel and other requirements as specified in
the manufacturer’s installation instructions and this evaluation report.
Note:
The manufacturer’s installation instructions shall be available on the job site during installation.
All fasteners shall be corrosion resistant as specified in the International Residential Code (IRC)
and the International Building Code (IBC) along with the Texas Revisions.
4 of 4
The
TIE MAX
spacing
Nail Size
TIE MAX System
Nail
spacing
Maximum Truss uplift*
Southern Yellow Pine
Spruce Pine Fir
(plf)
24”o.c.
(plf)
24”o.c.
4
6d
4
1075
2150
610
1220
4
8d
4
1170
2340
684
1368
4
10d
4
1255
2510
747
1495
4
6d
6
950
1900
527
1054
4
8d
6
1020
2040
577
1153
4
10d
6
1075
2150
619
1238
6
6d
4
710
1420
428
856
6
8d
4
805
1610
502
1003
6
10d
4
890
1780
565
1130
6
6d
6
595
1190
345
690
6
8d
6
655
1310
394
789
6
10d
6
710
1420
437
873
8
6d
4
585
1170
364
728
8
8d
4
680
1360
438
876
8
10d
4
760
1520
501
1002
8
6d
6
465
930
281
562
8
8d
6
530
1060
331
661
8
10d
6
585
1170
373
746
* values calculated based on the use of common wire nails.
Underlined values are from the TIE MAX Quick Reference Chart
TIE MAX
spacing
4
5
6
7
8
Interior Wall Chart (No Sheathing)
Southern Yellow Pine
Spruce Pine Fir
(Plf)
24”o.c.s
(Plf)
656
420
292
214
164
1313
840
583
428
328
328
210
146
107
82
24”o.c.s
656
420
292
214
164
JES
ICC EVALUATION
�, SERVICE
Most Widely Accepted and Trusted
ICC-ES Evaluation Report
ESR-2328
Reissued October 2016
This report is subject to renewal October 2017.
www.icc-es.org I (800) 423-6587 I (562) 699-0543
DIVISION: 03 00 00-CONCRETE
Section: 03 16 00-Concrete Anchors
A Subsidiary of the International Code Council®
include the following components: TIE MAX threaded rods,
TIE MAX washers, TIE MAX hex nuts, and TIE MAX
threaded rod couplers.
DIVISION: 04 00 00-MASONRY
Section: 04 05 19.16-Masonry Anchors
3.2 TIE MAX Anchor Bolts:
DIVISIOM: 06 00 00-WOOD, PLASTICS, AND
COMPOSITES
Section: 06 05 23-Wood, Plastic, and Composite
Fastenings
The TIE MAX anchor bolts have a nominal shank diameter
5
of /8 inch and a minimum length of 101/2 inches (267 mm).
The threads start 3 1/2 inches (88.9 mm) beyond the
underside of the head. TIE MAX Anchor Bolts used in
interior walls have a head diameter of 2 inches (50.8 mm).
REPORT HOLDER:
3.3 Continuous
Components:
FASTENING SPECIALISTS, INC.
726 CENTRAL FLORIDA PARKWAY
ORLANDO, FLORIDA 32824
(407) 888-9099
www.tiemax.com
3.3.1 TIE MAX Threaded Rods: The TIE MAX threaded
EVALUATION SUBJECT:
TIE MAX ANCHOR BOLTS AND CONTINUOUS ROD TIE
DOWN RUN (CRTR)
1.0 EVALUATION SCOPE
Compliance with the following codes:
• 2012 and 2009 International Building Code® (IBC)
®
• 2012 and 2009 International Residential Code (IRC)
Properties evaluated:
Structural
2.0 USES
The TIE MAX anchor bolts and continuous rod tie-down
runs (CRTRs), which include TIE MAX threaded rods, TIE
MAX washers, TIE MAX hex nuts, and TIE MAX threaded
rod couplers, are used to resist wind uplift loads applied at
the top of wood light-frame walls. Each CRTR provides a
continuous load path from the top of the CRTR to a TIE
MAX anchor bolt, which transfers the wind uplift loads into
a concrete or masonry foundation.
3.0 DESCRIPTION
3.1 General:
Specifications for each product are covered under TIE
MAX's approved quality documentation. Each product is
available with and without a zinc coating. The CRTRs
Rod
Tie-down
Run
(CRTR)
rods have nominal shank diameters of 1'2 and 5ta inch.
3.3.2 TIE MAX Washers: See Table 3 for sizes.
3.3.3 TIE MAX Hex Nuts: The TIE MAX hex nuts have
nominal diameters of 1/2 and 5/a inch.
The TIE MAX hex couplers
have nominal diameters of 1'2 and 5ta inch on each end. A
coupler reducer is also available with 1/2 inch (12.7 mm) on
one end and 5ta inch (15.9 mm) on the other end.
3.3.4 TIE MAX Couplers:
4.0 DESIGN AND INSTALLATION
4.1 Installation:
The TIE MAX Anchor Bolts and CRTR must be installed
in accordance with this evaluation report and the
manufacturer's published installation instructions. For each
installation, all products must either be zinc-coated or
uncoated, due to TIE MAX nuts and TIE MAX couplers
being tapped oversized for applications of zinc coatings. In
the event of a conflict between this report and the
manufacturer's published installation instructions, the more
restrictive condition governs.
4.2 Design:
The allowable (ASD) design loads for the TIE MAX anchor
bolts are given in Tables 1 and 2 for embedment in,
respectively, concrete and reinforced masonry. The
allowable (ASD) design loads for the CRTR are listed in
Tables 3 and 4.
5.0 CONDITIONS OF USE
The Tl E MAX anchors and CRTRs described in this report
comply with, or are suitable alternatives to what is
specified in, those codes listed in Section 1.0 of this report,
subject to the following conditions:
ICC-ES El'aluation Reports are 110110 be construed as representing aesthetics or any other allributes 1101 specifically addressed, nor are they to be construed
as an endorsement of the subject of thc report or a recommendation for its use. There is no warramy by ICC Evaluation Seniice, LLC, express or implied, as
to anyfinding or other mailer in this report, or as to any product co,1ered by the report.
Copyright© 2016 ICC Evaluation Service, LLC. All rights reserved.
Page 1 of4
ESR-2328
I
Page 2 of 4
5.1 The
contribution of wood shrinkage, wood
deformation under load, and fastener slip, to the
overall deflection of the wall in which the CRTRs are
installed, must be analyzed by a registered design
professional.
5.2 The tabulated allowable loads noted in this report are
obtained from calculations on the individual
components making up the CRTR. Other variables
that may further limit capacities, such as anchorage
strength in tension or shear, and stresses within the
wood or steel members of the wall in which the CRTR
is installed, must be analyzed by the registered
design professional.
5.3 When using the basic load combinations in
accordance with IBC Section 1605.3.1, the tabulated
allowable loads for the CRTR must not be increased
for wind or seismic loading. When using the alternate
basic load combinations in IBC Section 1605.3.2 that
include wind or earthquake loads, the tabulated
ASD loads for the CRTR must not be increased by
33 1 /3 percent, nor shall the alternative basic load
combinations be reduced by a factor of 0.75.
5.4 The tabulated allowable CRTR tension (uplift) loads
and corresponding elongations are not intended to
represent the capacity or deflection of the framing
systems, or any other portion of the wall in which the
CRTR is installed.
5.5 Design of the framing systems is the responsibility of
the design professional and must be performed in
accordance with the applicable code, taking into
account all of the design considerations given in
Section 4.1 of this report.
5.6 The design of framing and other elements within
the load path is the responsibility of the design
professional, and must be performed in accordance
with the applicable code, considering loads,
displacements, shrinkage, etc.
5.7 The design of wall top plates receiving uplift load and
distributing it through the CRTR must take into
account both deflection and strength limit states,
including combined axial and flexural stress for cases
where the wood top plate(s) also acts as a drag strut
or collector, and must also take into account
geometric compatibility.
5.8 A positive method to resist torsional rotation and
cross-grain flexure of the top plates due to offsets
between the point of load application (e.g., hurricane
ties at the sides of the top plates) and load
resistance (e.g., anchors at the center of the top
plate), must be provided where such conditions exist;
and calculations in accordance with principles of
mechanics must be used to determine the demand on
connections used to resist top plate torsion.
5.9 The use of the CRTRs in contact with chemically
treated wood is subject to the approval of the code
official, since the effects of corrosion of metal in
contact with chemically treated wood, on the
structural performance of the components, are
outside the scope of the report.
5.1 O Exterior use applications, such as use that allows
exposure to moisture, are outside the scope of this
report.
5.11 Installation of the CRTRs must be limited to dry
interior locations.
5.12 No further increase in duration of load for wind
loading is allowed for the use of the CRTR.
5.13 Drawings and design details verifying compliance with
this report must be submitted to the code official for
approval. Drawings and calculations must be
prepared by a registered design professional when
required by the statutes of the jurisdiction in which the
project is to be constructed.
6.0 EVIDENCE SUBMITTED
6.1 Data in accordance with the ICC-ES Acceptance
Criteria for Continuous Rod Tie-down Runs and
Continuous Rod Tie-down Systems Used to Resist
Wind Uplift (AC391), dated June 2010 (editorially
revised March 2015).
6.2 Data in accordance with ACI 318 (for TIE MAX
Anchors installed in concrete).
6.3 Data in accordance with ACI 530 (for TIE MAX
Anchors installed in masonry).
7.0 IDENTIFICATION
The TIE MAX anchor bolts, steel nuts, threaded rods, and
threaded rod couplers are identified by the name of the
report holder (Fastening Specialists, Inc.), the product
name, and the evaluation report number (ESR-2328).
ESR-2328
I
Page 3 of 4
TABLE 1-ALLOWABLE UPLIFT LOADS JASO),
TIE MAX ANCHOR IN CONCRETE1MINIMUM SPECIFIED
CONCRETE
5
/s" TIE MAX
COMPRESSIVE
STRENGTH (psi)
ANCHOR BOLTS
(CAST IN PLACE)
MINIMUM
EMBEDMENT (in.)
MINIMUM EDGE
DISTANCE (in.)
ALLOWABLE UPLIFT
LOAD (lbf)
7
7
2
5,480
7
6,140
2,500
For SI: 1 in. = 25.4 mm, 1 lbf= 4.5 N, 1 psi= 6.9 kPa.
Notes:
1. The minimum concrete thickness must be 1o inches.
2. Installations involving Seismic Design Categories C, D, E, and F listed in ACI 318 Section D.3.3 are beyond the scope of this report.
3. Allowable design loads calculated for use in regions of concrete members where analysis indicates no cracking at service loads according
to ACI 318 Section D.5.2.6.
4. The distance from the center of the anchor to all other edges must be a minimum of 10.5 inches.
5. Minimum spacing between anchors must be 21 inches to act as a single fastener according to ACl318 Section 0.1.
6. The allowable uplift values are based on calculations in accordance with Appendix D of AC318 divided by a factor of 1.6 in order to take
into account the 1.6W load combination. The design wind load (W) must be less than the tabulated values.
7. The anchors must not be torqued (finger tightened).
TABLE 2-ALLOWABLE DESIGN LOADS (ASD},
TIE MAX ANCHOR IN REINFORCED MASONRY _,
MINIMUM
5
/s" TIE MAX
ANCHOR BOLTS
(CAST IN PLACE)
EMBEDMENT (in)
7
MINIMUM EDGE
DISTANCE (in.)
4
MINIMUM END
DISTANCE (in.)
ALLOWABLE UPLIFT
LOAD (lbf)
12
2,210
For SI: 1 in. = 25.4 mm, 1 lbf= 4.5 N, 1 psi= 6.9 kPa.
Notes:
1. Allowable uplift loads are for pullout from grouted reinforced masonry with minimum specified compressive strength of 2,000 psi.
2. Masonry units must have a minimum width of 8 inches.
3. Per ACI 530 Section 2.1.4.2.2.1, the projected areas of adjacent bolts must not overlap.
TABLE 3-ALLOWABLE DESIGN LOADS (ASD),
3
TIE MAX WASHER BEARING CAPACITIES1"
ALLOWABLE UPLIFT LOADS (lbf)
SOUTHERN PINE (SYP) G = 0.55
TIE MAX WASHERS
2 in. x 2 in. x 1/s in.
2.5 in. x 2.5 in. x
3
/16
in.
3 in. x 3 in. x 1'4 in.
3 in. x 3.5 in. x 1/4 in.
ALLOWABLE UPLIFT LOADS (lbf)
SPRUCE-PINE-FIR (SPF) G = 0.42
1,960
1,800
3,520
2,840
5,440
4,090
6,370
4,730
For SI: 1 in.= 25.4 mm, 1 lbf = 4.5 N, 1 psi= 6.9 kPa.
Notes:
1. Allowable uplift loads are the lesser of wood bearing perpendicular to grain capacity or washer bending capacity.
2. Double top plates are required, either Southern Pine No. 2 Grade with Fe'= 565 psi or Spruce-Pine-Fir No. 2 Grade with Fe'= 425 psi, per
the NOS.
3. Reference compression design values perpendicular to grain are adjusted using Bearing Area Factor Cb, per the NOS. Wet Service Factor
(CM) and Temperature Factor (Ct) are taken to equal 1.
TABLE 4-ALLOWABLE DESIGN LOADS (ASD),
TIE MAX THREADED ROD
MODEL
TIE MAX
Threaded Rod
GROSS
DIAMETER
(in)
1
GROSS
AREA
(in2)
MAXIMUM
THREADS NET AREA,
ALLOWABLE
PER INCH,
An
TENSION
2
n
(in )
(lbf)1
10 ft
15 ft
20 ft
25 ft
/2
0.196
13
0.142
4,420
4,420
4,120
3,090
2,470
sis
0.307
11
0.226
6,900
6,900
6,550
4,920
3,930
For SI: 1 in.= 25.4 mm, 1 lbf = 4.5 N, 1 psi= 6.9 kPa.
Notes:
ALLOWABLE TENSION (lbs) FOR ROD LENGTH
LIMIT OF 0.18 inch ELONGATION
1. Maximum allowable tension based on AISC 360 Section J3.
ESR-2328
I
Page 4 of 4
MIN. REO. ENCAGMENT
TIE MAX 5/8" TO I /2"
REDUCING COUPLER
2500 psi MIN. COOCRETE
<!
4
.X
<!
L.I
<!
Ll
<!
L.I
LI
TIE MAX WASHER
x�LI ,.
.
<!
FIGURE 1
j_l
I<I
L.I
TIE MAX s;a· DIA.
EMBED
r-
-r-
TYPICAL TRUSS
TIE �AX COUPLER
TIE MAX ROD
ROD ENDS MUST ENGAGE
ONE FOURTH Of THE COUPLER
MINIMUM, T'IP.
1/2" TIE MAX ROD
TO TOP PLATE, TYP.
FLOOR lRUSS (JOIST)
5/B" TO 1/2" COUPLER
TIE MAX
----�----i"h-'i'-'<_W/ TYP 1' EMBEDMENT
MASONRY BOND BEAM
(MIN. REQUIREMENTS:
2000 psf rROUT &
1-#5 CONT. REBAR)
I /2" TIE MAX ROD
TO TOP PLATE, TYP.
FLOOR lRUSS (JOIST)
5/B" TO I /2" COUPLER
5/B"•TIE MAX STUD
EPOXY INTO EXISTING FT
MASONRY BONO BEAM
(MIN. REQUIREMENTS:
2000 psi GROUT &
1-#5 CONT. REBAR)
•
•
TIE
MAX TYP. BONO BEAM
N.T.S
TIE MAX ROD
ROD ENDS MUST ENGAGE
ONE FOURTH OF THE COUPLER
MINIMUM, TYP .
TIE MAX COUPLER
..
1/2'' TIE MAX ROD
TO TOP PLAlE, TYP.
FLOOR TRUSS (JOIST)
5/8" TO 1/2'' COUPLER
FOR�ED CONCRETE BOND BEA�
B" X 15• (MIN. REQUIREMENTS;2500 psi CONCRETE
4-15 CONT. REBAR)
TIE �AX
W/ TIP 1' EMBEOMENT
1/2" TIE MAX ROD
TO TOP PLATE, TYP.
FLOOR TRUSS (JOIST)
5/8" TO 1 /2" COUPLER
FOR�ED CONCRETE BOND BEA�
B" X 16� {MIN. REQUIREMENTS;
2500 psi CONCRETE
4-#5 C�T. REBAR)
TIE �AX STUD
W/ TYP 7" EMBEO!ENT
•
•
TIE MAX TYP. CONCRETE LIN TEL BEAM
N.T.S
TYP WALL STUD
SOLE PLATE
TIE MAX
ROD
.. •.
TIE MAX 5/8" to 1 /2"
COUPLER, T'YP. U.O.N•
m
2,2,1/8"
WASHER & NUT
TYP. AT SOLE PLATE, U.O.N.
5/8" TIE MAX ROD
TIE MAX 5/8" to 5/8"
COUPLER, TYP. U.O.N.
FTG, TYP.
• .,,
.
5/8" TIE �AX
EMBED
"'
I /2" ROC TO TOP PLAIT,
T'YP.
1/2" TO 5/8" COUPLER
2x SOLE PLATE
2",2",l/8" WASHER
W/ HEX NUT
TIE MAX EMBED
7" EMBEDMENT T'YP.
2 1/2"
1/2" ROD TO TOP PLATE,
TYP.
2",2'',1/8" WASHER
W/ HEX NUT
5�,t:"-�5/6' TIE MAX STIUD EMBED
EPOXY GROUT INTO EXISTING
FTG, TYP.
TIE MAX TYP. STEM WALL
N.T.S
2'X WALL STUD
TIE MAX 1/2' COUPLER
SUB FLOOR
TYP. FLOOR TRUSS
TIE MAX ROD
TO ABOVE
TOP PLATE
1/2" ROD TO TOP PLATE,
TYP.
2",2",1/8" WASHER
W/ HEX NUT
TIE �AX EMBED
7" EMBEDMENT TYP.
1 /2" ROD TO TOP PLATE,
TYP.
r,r,1/B" WASHER
W/ HEX NUT
5/8' TIE MAX STUD EMBED
EPOXY GROUT INTO EXISTING
FTG, TYP.
<i
@
MAX TYP. 2 FLOOR STEM WALL
N.T.S
TIE MAX
ROD
DBL TOP PLATE
(#2 SYP, mia)
1/2" TIEMAX ROD
5/8' TO 1/2' COUPLER
FULLY SEAT BOLT AND
ROD INTO COUPLER, TYP.
5/8" TIE MAX EMBED
5/8' TD 1/2'' COUPLER
LILLY SEAT BOLT AND
ROD INTO COUPLER, TYP.
1/2' TIE MAX ROD
TIE MAX
NUT
2500 psi CONCRETE
x--�-x�
.
2'2,1/8" TM WASHER
TYP. AT SOLE PLA� U.O.N.
x-•-x--x-x�
x�x
4
..
4
<1
q
<1
•
.
4
4
TIE MAX TYP. INTERIOR WALL
N.T.S
TYPICAL TRUSS
STRAP OR CLIP
BY OTHERS, TYP.
DBL TOP PLATE
(#2 SYP, min)
Top View
TIE MAX
ROD
Blacking
TYP WALL STUD
TIE MAX
ROD
TIE MAX 5/8" \o 1/2"
COUPLER, TYP. U.O.N.
TIE MAX
NUT
SOLE PLATE
2x2x1/8" TM WASHER
TYP. AT SOLE PLATE, U.O.N.
2500 psi CDNC
FTG, TYP.
<1
LI
L\
5/8" TIE MAX
EMBED 2" min. EDGE DISTANCE
1' max.
TIE MAX TYP. CORNER HOLD DOWN
N.T.S
TIE MAX
LAYOUT INFORMATION
SHEET
Company Name: ______________________________
Tie Max Office
Information
Contact Person: _______________________________
Start Date:
_____________________
End Date:
_____________________
Plan Name:___________________________________
The following information must be provided to complete the TIE MAX Layout. Please
send a completed copy of this form with each set of plans.
Designer:
Check List
_____________________
Reviewing Engineer:
_____________________
Notes:
Top Plate Type: SYP__ SPF__ OTHER_______
(Please ckeck one)
Slab Type:
Monolithic____
Bond Beam____
Pier and Beam____
Stem Wall____
Formed Lintel____
(Please check one)
Foundation Plans, Floor Plans and Structural details
Wind Speed________
Exposure _______
Building Type: Enclosed or Part. Enclosed (circle one)
Truss or Rafter to top plate connector _______
Floor Framing Plans (layouts and profiles)
Elevation Plans (for truss bearing heights)
Rafter layout page (for rafter placement and spacing)
TIE MAX
Bus: (407) 888-9099
(800) 245-8826
Bus Fax: (407) 888-2799
(800) 253-0833
E-mail: plans@tiemax.com
Truss Plans with layout and profiles.
(Must be sealed if you need sealed TIE MAX layout.)
Plans may be e-mailed to plans@tiemax.com

TIE MAX

Transcription

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