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
FL 19284.1

NO MORE CONFUSING METAL STRAPS ICC-ES ESR-2328

www.tiemax.com
 TIE MAX ITEM LIST
ZINC PLATED HOT DIPPED GALVANIZED
DESCRIPTION
Item # Packed Quantity Item # Packed Quantity
40951 25 EDGE BOLT 5/8 X 10-1/2 39070 25
40950 25 FIELD BOLT 5/8 X 10-1/2 39071 25
40960 25 STUD 5/8-11 X 10-1/2 39074 25
19892 1 STUD 5/8-11 X 16
40949 25 CURB BOLT 5/8-11 X 14-1/2 39072 25
40948 1 LONG BOLT 5/8-11 X 30 39073 1
40959 100 SQUARE WASHER 2X2X1/8X1/2 39083 50
40981 100 SQUARE WASHER 2X2X1/8X5/8 39084 50
40982 50 SQUARE WASHER 2-1/2X2-1/2X1/2
40984 100 SQUARE WASHER 3X3X1/2 SLOT 39086 25
40985 100 SQUARE WASHER 3X3X5/8 SLOT 39087 25
40988 100 SQUARE WASHER 3X3-1/2X1/2 N/A
40987 100 SQUARE WASHER 3X3-1/2X5/8 N/A
40956 50 HEX. NUT 1/2-13 39077 50
40962 25 HEX. NUT 5/8-11 39078 25
40963 25 REDUCING COUPLER 5/8 X 1/2 39081 25
40973 25 REDUCING COUPLER 5/8 HDG to 1/2 ZINC NEW
40955 25 ROD COUPLER 1/2-13 39079 25
40971 25 ROD COUPLER 1/2-13 HDG to ZINC NEW
40964 25 ROD COUPLER 5/8-11 39080 25
40972 25 ROD COUPLER 5/8-11 HDG to ZINC NEW
40966 12 THREADED ROD 1/2-13 X 2FT 39090 25
40967 12 THREADED ROD 1/2-13 X 3FT 39091 25
40945 12 THREADED ROD 1/2-13 X 5FT N/A
N/A THREADED ROD 1/2-13 X 6’ 39092 15
40952 12 THREADED ROD 1/2-13 X 8FT 39093 15
40975 12 THREADED ROD 1/2-13 X 9FT NEW N/A
40953 12 THREADED ROD 1/2-13 X 10FT 39094 15
40954 12 THREADED ROD 1/2-13 X 12FT 39095 15
40968 8 THREADED ROD 5/8-11 X 2FT 39096 15
40969 8 THREADED ROD 5/8-11 X 3FT 39097 15
40970 8 THREADED ROD 5/8-11 X 6FT 39098 9
40996 8 THREADED ROD 5/8-11 X 8FT 39099 9
40997 8 THREADED ROD 5/8-11 X 10FT 39100 9
40998 8 THREADED ROD 5/8-11 X 12FT 39101 9
42924 1 BLOW OUT BULB (PUFFER BALL)
42922 1 3/4” CLEAN OUT BRUSH
42949 1 TIE MAX EPOXY (10 OZ.)
42947 1 TIE MAX EPOXY (22 OZ.)
42940 1 22 OZ. TOOL (DUAL TUBE)
42941 1 NOZZLE (DUAL CARTRIDGE)

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.
 I TRUSSES NOT SHOWN FOR CLARITY I
TIE MAX IS NOT REQUIRED FOR
NON-TRUSS BEARING WALL CONTINUE TIE MAX TO FOUNDATION
TIE MAX COUPLING NUT
WASHER NOT REQUIRED AT
2ND FLOOR SOLE PLATE

TYP. TOP PLATE TO STUD

OR SILL PLATE TO STUD
STRAPPING NOT REQUIRED
LOCATE TOP PLATE WASHER
WITHIN 12' OF CORNER
TIE MAX LOCATION@
ENDS OF SHEARWALLS

MIN. 7/16' OSB NAILED PER CODE

OVER LAP FLOOR SYSTEM
OFFSET JOINTS AS PER CODE
TYP. HEADER STRAPPING
NOT REQUIRED

OFFSET ROD CONNECTIONS@DROPPED

HEADER - LOCATE WASHERS@1ST FLOOR
DOUBLE TOP PLATE WITHIN 6" OF HEADER
ENDS - FLOOR TO FLOOR STRAPS NOT
TIE MAX CURB BOLT WHERE REQUIRED
4' > CURBS ARE PRESENT

TRANSFER TRUSS UPLIFT TO

ALL GARAGE DOOR HEADERS
BEAM TO FOUNDATION CONNECTION
(CONNECTOR BY OTHERS)
LAYOUT TIE MAX LOCATIONS 10' OFF
GARAGE DOOR OPENINGS TO CLEAR LUMBER PACK

TRANSFER TRUSS UPLIFT TO HEADER

TIE MAX ANCHOR WITH WASHER REPLACES
WHEN MAX. TIEMAX SPACING IS EXCEEDED
STANDARD SILL PLATE ANCHOR (ONE FOR ONE)
UPLIFT STRAPPING NOT REQUIRED
UNDER WINDOW OPENINGS TIE MAX
TIE MAX ROD - MAX. 6' OUT OF PLUMB Orlando, Florida 800-245-8826
PER WALL HEIGHT TYP. J.BOLT OR STRAP CONNECTIONS WWW.TIEMAX.COM
@SILL PLATE SPLICES AS PER LOCAL CODE ICC-ES REPORT # ESR-2328
NAIL CORNER STUD PACK PER
CODE FOR SINGLE HOLD DOWN
TIE MAX LOCATION ON EITHER SIDE OF CORNER
 TIE MAX LOCATION@
I TRUSSES NOT SHOWN FOR CLARITY I ENDS OF SHEARWALLS
CONTINUE TIE MAX TO
TIE MAX IS NOT REQUIRED FOR FOUNDATION OR BEAM
NON-TRUSS BEARING WALL

TYF. TOP PLATE TO STUD

OR SILL PLATE TO STUD
STRAPPING NOT REQUIRED
LOCATE TOP PLATE WASHER
WITHIN 12" OF CORNER
TIE MAX LOCATION@
ENDS OF SHEARWALLS

TIE MAX COUPLING NUT

TYP. HEADER STRAPPING

NOT REQUIRED

OFFSET ROD CONNECTIONS@DROPPED

HEADER· LOCATE WASHERS@1ST FLOOR
DOUBLE TOP PLATE WITHIN 6" OF HEADER
TIE MAX EDGE BOLT ENDS· FLOOR TO FLOOR STRAPS NOT
IN FOOTER WITH 5/8" IN CMU REQUIRED

#5 WALL REINF.
W/ GROUTED CELL

TRANSFER TRUSS UPLIFT TO HEADER

WHEN MAX. TIEMAX SPACING IS EXCEEDED
BEAM NOTCHED TO RECEIVE WASHER & NUT

TIE MAX ANCHOR WITH WASHER REPLACES

TIE MAX ROD· MAX. 6" OUT OF PLUMB STANDARD SILL PLATE ANCHOR (ONE FOR ONE)
PER WALL HEIGHT

TRANSFER TRUSS UPLIFT TO HEADER

WHEN MAX. TIEMAX SPACING IS EXCEEDED
UPLIFT STRAPPING NOT REQUIRED
TIE MAX
UNDER WINDOW OPENINGS TYP. J-BOLT OR STRAP CONNECTIONS Onando, Florida 800-245-8826
THIS IS A REPRESENTATION OF THE TIE MAX SYSTEM @SILL PLATE SPLICES AS PER LOCAL CODE
WWW.TIEMAX.COM
AND DOES NOT REPRESENT ALL INSTALLATIONS TIE MAX ROD THROUGH PLYWOOD SPACER
SITUATIONS OR FOUNDATION TYPES TIE MAX LOCATION ON EITHER SIDE OF CORNER ICC-ES REPORT# ESR-2328
PROVIDE MIN. 5/8" SPACE FOR HDG ROD AND USE
3'X3"X1/4' TIE MAX HDG WASHER AND NUT 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
QUICK REFERENCE
CONCRETE DESIGN VALUES
MINIMUM MIN. EDGE TIE MAX
EMBED DISTANCE ROD ALLOWABLE ALLOWABLE
(in.) (in.) (in. Dia.) UPLIFT SHEAR (F) NOTES
7 2 1/2 5585 lbs. 5343 lbs. A,B,D
5/8” TIEMAX 7 7 1/2 6023 lbs. 5343 lbs. A,B,D,
BOLT
7 7 5/8 8377 lbs. 5343 lbs. A,B,D

5/8” TIE MAX 7 2 1/2 3349 lbs. 3468 lbs. A,C,D,E

STUD 7 7 1/2 4943 lbs. 3468 lbs. A,C,D,E
TABLE 1-A
A. Capacity may be limited by top plate washer, see Tables 2-A or 2-B
B. Safety factor 3.0 per 1997 SBC
C. Power Bond Epoxy per manufacturer’s recommendations
D. Concrete strength: Fc = 2500 psi minimum
E. Safety Factor 4.0
F. TIE MAX’S allowable Shear at bottom plate with washer and nut in place per 1997 SBC.

REINFORCED MASONRY BOND BEAM

EMBED DISTANCE TIE MAX ROD
(in. Dia.) ALLOWABLE ALLOWABLE
(in.) (in.) UPLIFT SHEAR NOTES
5/8” TIE MAX
BOLT 7 2 1/2 1998 lbs. - A,B,C
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

TM TOP PLATE WASHERS, SYP TM TOP PLATE WASHER, SPF

TOP PLATE ALLOWABLE TOP PLATE ALLOWABLE
WASHER UPLIFT WASHER UPLIFT
2x2x1/8 2260 lbs. 2x2x1/8 1513 lbs.
2.5x2.5x3/16 3930 lbs. 2.5x2.5x3/16 2330 lbs.
3x3x1/4 5595 lbs. 3x3x1/4 3315 lbs.
3x3.5x1/4 6545 lbs. 3x3.5x1/4 3880 lbs.
TABLE 2-A Table 2-B
1. Loads controlled by wood bearing perpendicular to grain Fiber 1. Loads controlled by wood bearing perpendicular to grain.
deformation of 0.04 inch at maximum loading shown Per NDS- Fiber deformation of 0.04 inch at maximum loading shown.
1997. Per NDS-1997.
2. Top plate SYP#2, minimum with Fc > 565 psi 2. Top plate SPF#2, minimum with Fc > 335 psi.

GENERAL SPACING, SYP GENERAL SPACING, SPF

(use 2.5x2.5x3/16 washer) (use 2.5x2.5x3/16 washer)
SPACING Maximum Truss Uplift SPACING Maximum Truss Uplift
(ft.) (plf) 24”o.c. (ft.) (plf) 24”o.c.
4 950 1900 4 527 1054
6 595 1190 6 345 690
8 465 930 8 281 562
Table 3-A Table 3-B
General guide based on: General guide based on:
1. #2 Southern Yellow Pine Top Plate with min 7/16” OSB 1. #2 Spruce Pine Fir Top Plate with minimum 7/16” OSB sheathing on
sheathing on one side nailed per 1997 SBC. one side nailed per 1997 SBC.
2. Allowable shear for TIE MAX is 4161 lbs at uplift and 2. Allowable shear for TIE MAX is 4161 lbs at uplift and corresponding
corresponding spacing. Allowable shear for reduced uplifts may spacing. Allowable shear for reduced uplifts may be increased in
be increased in accordance with interaction equations. accordance with interaction equations.
3. Uplift shall not exceed values of Table 1-A. 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
 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 is a Structural Tie Down System. All components must be of TIE MAX manufacture.
 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 is a Structural Tie Down System. All components must be of TIE MAX manufacture.
 TIE MAX
REFERENCIA RAPIDA
CARGAS DE DISEÑO EN CONCRETO
DISTANCIA
EMPOTRAMIENTO MINIMA VARILLA LEVANTAMIENTO FUERZA
MINIMO DEL TIE MAX PERMISIBLE LATERAL NOTAS
(in.) BORDE (in. Dia.) PERMISIBLE
(in.)
7 2 1/2 5585 lbs. 5343 lbs. A,B,D
5/8” PERNO 7 7 1/2 6023 lbs. 5343 lbs. A,B,D,
TIE MAX
7 7 5/8 8377 lbs. 5343 lbs. A,B,D

5/8” BARRA 7 2 1/2 3349 lbs. 3468 lbs. A,C,D,E

TIE MAX 7 7 1/2 4943 lbs. 3468 lbs. A,C,D,E
TABLA 1-A
A. La resistencia podría estar limitada por la arandela de la placa superior, ver Tablas 2-A ó 2-B.
B. Factor de Seguridad 3.0 según SBC 1997.
C. Pegamento Power-Bond por recomendaciones del fabricante.
D. Resistencia del concreto: Fc = 2500 psi mínimo
E. Factor de Seguridad 4.0
F. Fuerza Lateral Permisible del PERNO TIE MAX con arandela y tuerca puestas según SBC 1997.

VIGA DE BLOQUE DE CONCRETO REFORZADA

EMPOTRA DISTAN VARILLA FUERZA
MIENTO CIA TIE MAX LAVANTAMIENTO LATERAL
(in. Dia.) PERMISIBLE PERMISIBLE NOTAS
(in.) (in.)
5/8” PERNO
TIE MAX 7 2 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 TM, SPF
ARANDELA DE LA LEVANTAMIENTO ARANDELA DE LA LEVANTAMIENTO
PLACA SUPERIOR PERMISIBLE PLACA SUPERIOR PERMISIBLE
2x2x1/8 2260 lbs. 2x2x1/8 1513 lbs.
2.5x2.5x3/16 3930 lbs. 2.5x2.5x3/16 2330 lbs.
3x3x1/4 5595 lbs. 3x3x1/4 3315 lbs.
3x3.5x1/4 6545 lbs. 3x3.5x1/4 3880 lbs.
TABLA 2-A Tabla 2-B
1. Cargas controladas por la madera incidiendo 1. Cargas controladas por la madera incidiendo perpendicularmente a
perpendicularmente a las fibras con una deformación de 0.04 las fibras con una deformación de 0.04 pulg. en carga máxima según
pulg. en carga máxima según NDS – 1997. NDS – 1997.
2. Arandela de la placa superior SYP#2, mínimo con Fc> 565 psi 2. Arandela de la placa superior SPF#2, mínimo con Fc>335 psi

ESPACIAMIENTO, SYP ESPACIAMIENTO, SPF

(con arandela 2.5x2.5x3/16) (con arandela 2.5x2.5x3/16)
ESPACIAMIENTO Levantamiento máximo de la armadura del ESPACIAMIENTO Levantamiento máximo de la armadura del
techo (trusses) techo (trusses)
(ft.) (plf) 24”o.c. (ft.) (plf) 24”o.c.
4 950 1900 4 527 1054
6 595 1190 6 345 690
8 465 930 8 281 562
Tabla 3-A Table 3-B
Guia general basada en: Guia general basada en:
1. Placa Superior#2 Southern Yellow Pine con 7/16” OSB 1. Placa Superior#2 Spruce Pine Fir con 7/16” OSB mínimo de
mínimo de un solo lado con clavos según 1997 SBC. un solo lado con clavos según 1997 SBC.
2. La fuerza lateral permisible por TIE MAX es de 4161 lbs al 2. La fuerza lateral permisible por TIE MAX es de 4161 lbs al
levantamiento y espaciamiento correspondiente. La fuerza lateral levantamiento y espaciamiento correspondiente. La fuerza lateral
permisible para levantamientos menores se puede incrementar permisible para tracciones menores se puede incrementar de
de acuerdo con ecuaciones interactivas acuerdo con ecuaciones interactivas
3. El levantamiento no excederá los valores de la tabla 1-A 3. El levantamiento no excederá los valores de la tabla 1-A
726 Central Florida Parkway
Orlando, Florida 32824
800.245.8826 / Fax 800.253.0833
 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
 Most Widely Accepted and Trusted
0

ICC-ES Evaluation Report ESR-2328

Reissued 10/2018
ICC-ES
000| (800) 423-6587 | (562) 699-0543 | www.icc-es.org This report is subject to renewal 10/2019.

DIVISION: 03 00 00—CONCRETE
SECTION: 03 16 00—CONCRETE ANCHORS
DIVISION: 04 00 00—MASONRY
SECTION: 04 05 19.16—MASONRY ANCHORS
DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES
SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENINGS

REPORT HOLDER:

FASTENING SPECIALISTS, INC.

EVALUATION SUBJECT:

TIE MAX ANCHOR BOLTS AND CONTINUOUS ROD TIE-DOWN RUN (CRTR)

“2014 Recipient of Prestigious Western States Seismic Policy Council

(WSSPC) Award in Excellence” A Subsidiary of

ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically
addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.
There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this
report, or as to any product covered by the report.

Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved.

ICC-ES Evaluation Report ESR-2328
Reissued October 2018
This report is subject to renewal October 2019.

www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ®

DIVISION: 03 00 00—CONCRETE 3.2 TIE MAX Anchor Bolts:

Section: 03 16 00—Concrete Anchors The TIE MAX anchor bolts have a nominal shank diameter
5 1
of /8 inch and a minimum length of 10 /2 inches (267 mm).
DIVISION: 04 00 00—MASONRY 1
The threads start 3 /2 inches (88.9 mm) beyond the
Section: 04 05 19.16—Masonry Anchors underside of the head. TIE MAX Anchor Bolts used in
interior walls have a head diameter of 2 inches (50.8 mm).
DIVISIOM: 06 00 00—WOOD, PLASTICS, AND
COMPOSITES 3.3 Continuous Rod Tie-down Run (CRTR)
Section: 06 05 23—Wood, Plastic, and Composite Components:
Fastenings 3.3.1 TIE MAX Threaded Rods: The TIE MAX threaded
1 5
rods have nominal shank diameters of /2 and /8 inch.
REPORT HOLDER: 3.3.2 TIE MAX Washers: See Table 3 for sizes.

FASTENING SPECIALISTS, INC. 3.3.3 TIE MAX Hex Nuts: The TIE MAX hex nuts have
1 5
nominal diameters of /2 and /8 inch.
EVALUATION SUBJECT: 3.3.4 TIE MAX Couplers: The TIE MAX hex couplers
1 5
have nominal diameters of /2 and /8 inch on each end. A
1
TIE MAX ANCHOR BOLTS AND CONTINUOUS ROD coupler reducer is also available with /2 inch (12.7 mm) on
5
TIE-DOWN RUN (CRTR) one end and /8 inch (15.9 mm) on the other end.
4.0 DESIGN AND INSTALLATION
1.0 EVALUATION SCOPE
4.1 Installation:
Compliance with the following codes: The TIE MAX Anchor Bolts and CRTR must be installed
® in accordance with this evaluation report and the
 2012 and 2009 International Building Code (IBC)
®
manufacturer’s published installation instructions. For each
 2012 and 2009 International Residential Code (IRC) installation, all products must either be zinc-coated or
Properties evaluated: uncoated, due to TIE MAX nuts and TIE MAX couplers
being tapped oversized for applications of zinc coatings. In
Structural the event of a conflict between this report and the
2.0 USES manufacturer’s published installation instructions, the more
restrictive condition governs.
The TIE MAX anchor bolts and continuous rod tie-down 4.2 Design:
runs (CRTRs), which include TIE MAX threaded rods, TIE
MAX washers, TIE MAX hex nuts, and TIE MAX threaded The allowable (ASD) design loads for the TIE MAX anchor
rod couplers, are used to resist wind uplift loads applied at bolts are given in Tables 1 and 2 for embedment in,
the top of wood light-frame walls. Each CRTR provides a respectively, concrete and reinforced masonry. The
continuous load path from the top of the CRTR to a TIE allowable (ASD) design loads for the CRTR are listed in
MAX anchor bolt, which transfers the wind uplift loads into Tables 3 and 4.
a concrete or masonry foundation. 5.0 CONDITIONS OF USE
3.0 DESCRIPTION The TIE MAX anchors and CRTRs described in this report
comply with, or are suitable alternatives to what is
3.1 General: specified in, those codes listed in Section 1.0 of this report,
Specifications for each product are covered under TIE subject to the following conditions:
MAX’s approved quality documentation. Each product is 5.1 The contribution of wood shrinkage, wood
available with and without a zinc coating. The CRTRs deformation under load, and fastener slip, to the
include the following components: TIE MAX threaded rods, overall deflection of the wall in which the CRTRs are
TIE MAX washers, TIE MAX hex nuts, and TIE MAX installed, must be analyzed by a registered design
threaded rod couplers. professional.

ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed
as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as
to any finding or other matter in this report, or as to any product covered by the report.

Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 5
ESR-2328 | Most Widely Accepted and Trusted Page 2 of 5

5.2 The tabulated allowable loads noted in this report are 5.9 The use of the CRTRs in contact with chemically
obtained from calculations on the individual treated wood is subject to the approval of the code
components making up the CRTR. Other variables official, since the effects of corrosion of metal in
that may further limit capacities, such as anchorage contact with chemically treated wood, on the
strength in tension or shear, and stresses within the structural performance of the components, are
wood or steel members of the wall in which the CRTR outside the scope of the report.
is installed, must be analyzed by the registered
5.10 Exterior use applications, such as use that allows
design professional.
exposure to moisture, are outside the scope of this
5.3 When using the basic load combinations in report.
accordance with IBC Section 1605.3.1, the tabulated
allowable loads for the CRTR must not be increased 5.11 Installation of the CRTRs must be limited to dry
for wind or seismic loading. When using the alternate interior locations.
basic load combinations in IBC Section 1605.3.2 that 5.12 No further increase in duration of load for wind
include wind or earthquake loads, the tabulated loading is allowed for the use of the CRTR.
ASD loads for the CRTR must not be increased by
1
33 /3 percent, nor shall the alternative basic load 5.13 Drawings and design details verifying compliance with
combinations be reduced by a factor of 0.75. this report must be submitted to the code official for
approval. Drawings and calculations must be
5.4 The tabulated allowable CRTR tension (uplift) loads prepared by a registered design professional when
and corresponding elongations are not intended to required by the statutes of the jurisdiction in which the
represent the capacity or deflection of the framing project is to be constructed.
systems, or any other portion of the wall in which the
CRTR is installed. 6.0 EVIDENCE SUBMITTED

5.5 Design of the framing systems is the responsibility of 6.1 Data in accordance with the ICC-ES Acceptance
the design professional and must be performed in Criteria for Continuous Rod Tie-down Runs and
accordance with the applicable code, taking into Continuous Rod Tie-down Systems Used to Resist
account all of the design considerations given in Wind Uplift (AC391), dated June 2010 (editorially
Section 4.1 of this report. revised March 2015).

5.6 The design of framing and other elements within 6.2 Data in accordance with ACI 318 (for TIE MAX
the load path is the responsibility of the design Anchors installed in concrete).
professional, and must be performed in accordance 6.3 Data in accordance with ACI 530 (for TIE MAX
with the applicable code, considering loads, Anchors installed in masonry).
displacements, shrinkage, etc.
7.0 IDENTIFICATION
5.7 The design of wall top plates receiving uplift load and
distributing it through the CRTR must take into 7.1 The TIE MAX anchor bolts, steel nuts, threaded
account both deflection and strength limit states, rods, and threaded rod couplers are identified by
including combined axial and flexural stress for cases the name of the report holder (Fastening
where the wood top plate(s) also acts as a drag strut Specialists, Inc.), the product name, and the
or collector, and must also take into account evaluation report number (ESR-2328).
geometric compatibility. 7.2 The report holder’s contact information is the
5.8 A positive method to resist torsional rotation and following:
cross-grain flexure of the top plates due to offsets FASTENING SPECIALISTS, INC.
between the point of load application (e.g., hurricane 726 CENTRAL FLORIDA PARKWAY
ties at the sides of the top plates) and load ORLANDO, FLORIDA 32824
resistance (e.g., anchors at the center of the top (407) 888-9099
plate), must be provided where such conditions exist; www.tiemax.com
and calculations in accordance with principles of
mechanics must be used to determine the demand on
connections used to resist top plate torsion.
ESR-2328 | Most Widely Accepted and Trusted Page 3 of 5

TABLE 1—ALLOWABLE UPLIFT LOADS (ASD),

TIE MAX ANCHOR IN CONCRETE1-7

MINIMUM SPECIFIED
CONCRETE MINIMUM MINIMUM EDGE ALLOWABLE UPLIFT
/8″ TIE MAX
5
COMPRESSIVE EMBEDMENT (in.) DISTANCE (in.) LOAD (lbf)
ANCHOR BOLTS STRENGTH (psi)
(CAST IN PLACE)
7 2 5,480
2,500
7 7 6,140
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 10 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 ACI318 Section D.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 MASONRY1-3

5
/8″ TIE MAX MINIMUM MINIMUM EDGE MINIMUM END ALLOWABLE UPLIFT
ANCHOR BOLTS EMBEDMENT (in) DISTANCE (in.) DISTANCE (in.) LOAD (lbf)
(CAST IN PLACE) 7 4 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),

TIE MAX WASHER BEARING CAPACITIES1-3

ALLOWABLE UPLIFT LOADS (lbf) ALLOWABLE UPLIFT LOADS (lbf)

TIE MAX WASHERS
SOUTHERN PINE (SYP) G = 0.55 SPRUCE-PINE-FIR (SPF) G = 0.42
2 in. x 2 in. x 1/8 in. 1,960 1,800
3
2.5 in. x 2.5 in. x /16 in. 3,520 2,840
3 in. x 3 in. x 1/4 in. 5,440 4,090
3 in. x 3.5 in. x 1/4 in. 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 Fc′ = 565 psi or Spruce-Pine-Fir No. 2 Grade with Fc′ = 425 psi, per
the NDS.
3. Reference compression design values perpendicular to grain are adjusted using Bearing Area Factor Cb, per the NDS. Wet Service Factor
(CM) and Temperature Factor (Ct) are taken to equal 1.

TABLE 4—ALLOWABLE DESIGN LOADS (ASD),

TIE MAX THREADED ROD

MAXIMUM ALLOWABLE TENSION (lbs) FOR ROD LENGTH

GROSS GROSS THREADS NET AREA,
ALLOWABLE LIMIT OF 0.18 inch ELONGATION
MODEL DIAMETER AREA PER INCH, An
TENSION
(in) (in2) n (in2) 1 10 ft 15 ft 20 ft 25 ft
(lbf)
1
TIE MAX /2 0.196 13 0.142 4,420 4,420 4,120 3,090 2,470
Threaded Rod 5
/8 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:
1. Maximum allowable tension based on AISC 360 Section J3.
ESR-2328 | Most Widely Accepted and Trusted Page 4 of 5
ICC-ES Evaluation Report ESR-2328 FBC Supplement
Reissued October 2018
This report is subject to renewal October 2019.

www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ®

DIVISION: 03 00 00—CONCRETE
Section: 03 16 00—Concrete Anchors

DIVISION: 04 00 00—MASONRY
Section: 04 05 19.16—Masonry Anchors

DIVISIOM: 06 00 00—WOOD, PLASTICS, AND COMPOSITES

Section: 06 05 23—Wood, Plastic, and Composite Fastenings

REPORT HOLDER:

FASTENING SPECIALISTS, INC.

EVALUATION SUBJECT:

TIE MAX ANCHOR BOLTS AND CONTINUOUS ROD TIE-DOWN RUN (CRTR)

1.0 REPORT PURPOSE AND SCOPE

Purpose:
The purpose of this evaluation report supplement is to indicate that the Tie Max anchor bolts and continuous rod tie-down
runs (CRTRs), recognized in ICC-ES master evaluation report ESR-2328, have also been evaluated for compliance with the
codes noted below.
Applicable code editions:
 2014 Florida Building Code—Building
 2014 Florida Building Code—Residential
2.0 CONCLUSIONS
The Tie Max anchor bolts and CRTRs, described in Sections 2.0 through 7.0 of the master evaluation report ESR-2328,
comply with the Florida Building Code—Building, and the Florida Building Code—Residential, provided the design and
®
installation are in accordance with the 2012 International Building Code (IBC) provisions noted in the master report.
Use of the Tie Max anchor bolts and CRTRs for compliance with the High-Velocity Hurricane Zone provisions of the Florida
Building Code—Building, and the Florida Building Code—Residential, has not been evaluated, and is outside the scope of
this supplemental report.
For products falling under Florida Rule 9N-3, verification that the report holder’s quality assurance program is audited by a
quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the
responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by
the Commission).
This supplement expires concurrently with the master report, reissued October 2018.

ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed
as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as
to any finding or other matter in this report, or as to any product covered by the report.

Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved. Page 5 of 5
 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
TIE MAX COUPLER ROD ENDS MUST ENGAGE
ONE FOURTH OF THE COUPLER
MINIMUM, TYP .

.. 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
 TIE MAX
TYP WALL STUD ROD

.. •.
SOLE PLATE
TIE MAX 5/8" to 1 /2"
COUPLER, T'YP. U.O.N•

2,2,1/8" m
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.
2x SOLE PLATE 1/2" TO 5/8" COUPLER
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.
1/2" TO 5/8" COUPLER
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.
1/2" TO 5/8" COUPLER
2",2",1/8" WASHER
W/ HEX NUT

TIE �AX EMBED

7" EMBEDMENT TYP.

1 /2" ROD TO TOP PLATE,

TYP.
1/2" TO 5/8" COUPLER
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

.
2'2,1/8" TM WASHER
2500 psi CONCRETE TYP. AT SOLE PLA� U.O.N.

x-•-x--x-x�

x--�-x�
x�x

.
..
4
4
<1 4
q
• 4
<1

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
2500 psi CDNC TYP. AT SOLE PLATE, U.O.N.
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:

_____________________
Plan Name:___________________________________
End Date:
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: Top Plate Type: SYP__ SPF__ OTHER_______

_____________________ (Please ckeck one)
Slab Type: Monolithic____ Stem Wall____
Notes:
Bond Beam____ Formed Lintel____
Pier and Beam____
(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 Truss Plans with layout and profiles.
Bus Fax: (407) 888-2799 (Must be sealed if you need sealed TIE MAX layout.)
(800) 253-0833
E-mail: plans@tiemax.com Plans may be e-mailed to plans@tiemax.com