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STRUCTURAL TIE DOWN SYSTEMMaximum Allowable Uplift 8377 Pounds
Simple Installation • Cleaner Frame • Superior Interior FinishesReduced Labor Costs • Lower Material Costs
www.tiemax.comNO MORE CONFUSING METAL STRAPS
The Perfect SolutionTo High Wind Construction
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 ITEM LISTZINC PLATED HOT DIPPED GALVANIZED
Item # Packed Quantity DESCRIPTION
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 2-1/2X2-1/2X1/240984 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 NEW40955 25 ROD COUPLER 1/2-13 39079 25 40971 25 ROD COUPLER 1/2-13 HDG to ZINC NEW40964 25 ROD COUPLER 5/8-11 39080 25 40972 25 ROD COUPLER 5/8-11 HDG to ZINC NEW40966 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)
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TIE MAXQUICK REFERENCE
CONCRETE DESIGN VALUES MINIMUM EMBED
(in.)
MIN. EDGE DISTANCE
(in.)
TIE MAX ROD
(in. Dia.) ALLOWABLE
UPLIFTALLOWABLE SHEAR (F) NOTES
7 2 1/2 5585 lbs. 5343 lbs. A,B,D
7 7 1/2 6023 lbs. 5343 lbs. A,B,D, 5/8” TIEMAX BOLT
7 7 5/8 8377 lbs. 5343 lbs. A,B,D
7 2 1/2 3349 lbs. 3468 lbs. A,C,D,E 5/8” TIE MAX 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-BB. Safety factor 3.0 per 1997 SBCC. Power Bond Epoxy per manufacturer’s recommendationsD. Concrete strength: Fc = 2500 psi minimumE. Safety Factor 4.0F. TIE MAX’S allowable Shear at bottom plate with washer and nut in place per 1997 SBC.
REINFORCED MASONRY BOND BEAM EMBED
(in.)
DISTANCE
(in.)
TIE MAX ROD (in. Dia.) ALLOWABLE
UPLIFTALLOWABLE
SHEAR NOTES 5/8” TIE MAX
BOLT 7 2 1/2 1998 lbs. - A,B,CTABLE 1-B
A. Reinforced Masonry Bond Beam with (1) #5 rebar minimumB. Grout strength: 2000-psi minimumC. Safety Factor 5.0 per ACI 530
TM TOP PLATE WASHERS, SYP TOP PLATE WASHER
ALLOWABLE UPLIFT
2x2x1/8 2260 lbs.2.5x2.5x3/16 3930 lbs.
3x3x1/4 5595 lbs.3x3.5x1/4 6545 lbs.
TABLE 2-A 1. Loads controlled by wood bearing perpendicular to grain Fiberdeformation of 0.04 inch at maximum loading shown Per NDS-1997.2. Top plate SYP#2, minimum with Fc > 565 psi
GENERAL SPACING, SYP (use 2.5x2.5x3/16 washer)
SPACING Maximum Truss Uplift (ft.) (plf) 24”o.c.4 950 19006 595 11908 465 930
Table 3-A General guide based on: 1. #2 Southern Yellow Pine Top Plate with min 7/16” OSBsheathing on one side nailed per 1997 SBC.2. Allowable shear for TIE MAX is 4161 lbs at uplift andcorresponding spacing. Allowable shear for reduced uplifts maybe increased in accordance with interaction equations.3. Uplift shall not exceed values of Table 1-A.
TM TOP PLATE WASHER, SPF TOP PLATE WASHER
ALLOWABLE UPLIFT
2x2x1/8 1513 lbs.2.5x2.5x3/16 2330 lbs.
3x3x1/4 3315 lbs.3x3.5x1/4 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, SPF (use 2.5x2.5x3/16 washer)
SPACING Maximum Truss Uplift (ft.) (plf) 24”o.c.4 527 10546 345 6908 281 562
Table 3-B General guide based on: 1. #2 Spruce Pine Fir Top Plate with minimum 7/16” OSB sheathing onone side nailed per 1997 SBC.2. Allowable shear for TIE MAX is 4161 lbs at uplift and correspondingspacing. Allowable shear for reduced uplifts may be increased inaccordance 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 [email protected]
TIE MAXInstallation 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 MAXbolt reusable anchor hanger prior to concrete pour.
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. 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 ofembedment.
3. Make concrete pour. (The TIE MAX Edge bolt may be wet set during the pour.) Insert the TIE MAX bolt to the bottom ofthe 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 MAXembed. 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 rodtill the end of the rod and the TIE MAX embed butt together. Spin the coupler down onto embed. (Center a TIE MAX 5/8” to5/8” 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 platesor 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 MAXQuick 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 andtension 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 STUDRetrofit 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 inthe concrete.
a) Edge placement minimum of 2 inches from edge tocenter of hole.
b) Field placement shall exceed 7 inches from edge tocenter of hole.
3. Clean hole with compressed air or puffer to clear dustand 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 fromthe 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 MAXREFERENCIA RAPIDA
CARGAS DE DISEÑO EN CONCRETO
EMPOTRAMIENTO MINIMO
(in.)
DISTANCIAMINIMA
DELBORDE
(in.)
VARILLA TIE MAX (in. Dia.)
LEVANTAMIENTO PERMISIBLE
FUERZALATERAL
PERMISIBLENOTAS
7 2 1/2 5585 lbs. 5343 lbs. A,B,D
7 7 1/2 6023 lbs. 5343 lbs. A,B,D, 5/8” PERNO TIE MAX
7 7 5/8 8377 lbs. 5343 lbs. A,B,D
7 2 1/2 3349 lbs. 3468 lbs. A,C,D,E 5/8” BARRATIE 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 mínimoE. Factor de Seguridad 4.0F. Fuerza Lateral Permisible del PERNO TIE MAX con arandela y tuerca puestas según SBC 1997.
VIGA DE BLOQUE DE CONCRETO REFORZADA EMPOTRAMIENTO
(in.)
DISTANCIA
(in.)
VARILLATIE MAX(in. Dia.)
LAVANTAMIENTO PERMISIBLE
FUERZALATERAL
PERMISIBLE NOTAS
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 mínimoB. Resistencia del concreto: 2000 psi mínimoC. Factor de Seguridad 5.0 según ACI 530
ARANDELA DE LA PLACA SUPERIOR TM, SYP ARANDELA DE LA PLACA SUPERIOR
LEVANTAMIENTO PERMISIBLE
2x2x1/8 2260 lbs.2.5x2.5x3/16 3930 lbs.
3x3x1/4 5595 lbs.3x3.5x1/4 6545 lbs.
TABLA 2-A 1. Cargas controladas por la madera incidiendoperpendicularmente a las fibras con una deformación de 0.04pulg. 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 19006 595 11908 465 930
Tabla 3-A Guia general basada en: 1. Placa Superior#2 Southern Yellow Pine con 7/16” OSBmínimo de un solo lado con clavos según 1997 SBC.2. La fuerza lateral permisible por TIE MAX es de 4161 lbs allevantamiento y espaciamiento correspondiente. La fuerza lateralpermisible para levantamientos menores se puede incrementarde acuerdo con ecuaciones interactivas3. El levantamiento no excederá los valores de la tabla 1-A
ARANDELA DE LA PLACA SUPERIOR TM, SPF ARANDELA DE LA PLACA SUPERIOR
LEVANTAMIENTO 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 alas fibras con una deformación de 0.04 pulg. en carga máxima segúnNDS – 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 10546 345 6908 281 562
Table 3-B Guia general basada en: 1. Placa Superior#2 Spruce Pine Fir con 7/16” OSB mínimo deun solo lado con clavos según 1997 SBC.2. La fuerza lateral permisible por TIE MAX es de 4161 lbs allevantamiento y espaciamiento correspondiente. La fuerza lateralpermisible para tracciones menores se puede incrementar deacuerdo con ecuaciones interactivas3. 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 MAXInstrucciones 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 sujetadordel Perno Tie Max antes de verter el concreto.
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.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 paraasegurar 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 MAXhasta 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 conuna 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 delreductor será acoplado al perno empotrado de TIE MAX. Taladre agujeros en la placa superior o en la placa base si son 2 omas pisos e inserte la varilla a través de la placa superior. Hale hacia abajo la varilla hasta que tope con el pernoempotrado 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 placassuperiores 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 lapágina 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 cantidadespecífica 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 STUDAplicación 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 yprofundidad de empotramiento.
2. Taladre un agujero de ¾ pulg. de diámetro y 7 pulg. deprofundidad (típicamente) en el concreto.
a) Distancia mínima de 2 pulg. entre el centro del agujero yel borde del concreto.b) Distancia mínima de 7 pulg. entre el centro del agujero yla esquina del concreto
3. Limpie el agujero con aire comprimido o sople pararemover 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 laprofundidad.
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
1 of 4
PRODUCT EVALUATION Effective July 1, 2005FA-4
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 notrelieve a Texas licensed engineer of his responsibilities as outlined in the Texas Insurance Code, the Texas Administrative Codeand the Texas Engineering Practice Act.
The TIE MAX and TIE MAX STUD Anchors, manufactured by
Fastening Specialists, Inc. 726 Central Florida Parkway Orlando, Florida 32824 (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 8
5 ” 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 2
1 ” 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 81 ”, 2.5” x 2.5” x 16
3 ”, 3” x 3” x
41 ”, or 3” x 3.5” x 4
1 ”. Manufactured from SAE 1008-1025 grade steel.
Coupler: Threaded rod couplers 85 ” to 2
1 ” reducing coupler, 21 ” to 2
1 ” coupler and 85 ”
to 85 ” coupler. Manufactured from Grade 2 SAE 1008 Zinc Plated per ASTM B
633 steel.
Threaded Rod: ASTM A 307 fully threaded steel rods with 21 ” or 8
5 ” diameter. The steel is Zinc Plated per ASTM B 633.
Nuts: 21 ”-13 inch, 8
5 ”-11 hex nuts, Type 2, low or medium carbon steel, SAE J995.
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
ModelMin.
Embedment(in.)
Min. Edge Distance
(in.)
Threaded Rod Diameter
(in.)
Allowable Uplift Load(lbs.)
AllowableShear Loads
(lbs.)7 2 2
1 5585 5343
7 7 21 6023 53438
5 ” TIE MAX (cast in place)
7 7 85 8377 5343
7 2 21 3349 34688
5 ” TIE MAX (cast in place) 7 7 2
1 4943 3468Notes: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, SG 0.55.3. 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
ModelMin.
Embedment(in.)
Min. Edge Distance
(in.)
Threaded Rod Diameter
(in.)
Allowable Uplift Load(lbs.)
85 ” TIE MAX 7 2 2
1 1998 Notes:
1. Allowable uplift loads shown in Table 2 are for pullout of grouted reinforced masonry bondbeams, reinforced with one #5 rebar, minimum grout strength of 2000 psi. The design may belimited 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 SG 0.55
Allowable Uplift Loads (lbs.)
Spruce-Pine-Fire SG 0.42Allowable Uplift Loads
(lbs.)
2” x 2” x 81 ” 2260 1513
2.5” x 2.5” x 163 ” 3930 2330
3” x 3” x 41 ” 5595 3315
3” x 3.5” x 41 ” 6545 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.2. The allowable design value shall not be increased for duration of load.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
Southern Yellow Pine (SG 0.55)Maximum Truss Uplift
Spruce-Pine-Fire SG 0.42Maximum Truss Uplift
Spacing (feet) TIE MAX/TIE MAX STUD
(plf) 24” o.c. truss spacing (lbs.) (plf) 24” o.c. truss
spacing (lbs.) 4 950 1900 527 10546 595 1190 345 6908 465 930 281 562
1. The allowable design value shall not be increased for duration of load.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 16
7 ” 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 windstormbuilding code specifications.
3. Loads on the TIE MAX/TIE MAX STUD are determined as the spacing in feet multiplied by theload 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.
Texas Department of Insurance 3 of 4
July 1, 2005 FA-4 (cont.)
Texas Department of Insurance 4 of 4
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 (SG 0.55) or Spruce-Pine-Fir (SG 0.42).
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.
The TIE MAX SystemTIE MAX spacing
Nail Size 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
Interior Wall Chart (No Sheathing) TIE MAX spacing
Southern Yellow Pine (Plf) 24”o.c.s
Spruce Pine Fir (Plf) 24”o.c.s
4 656 1313 328 656
5 420 840 210 420
6 292 583 146 292
7 214 428 107 214
8 164 328 82 164
JES ICC EVALUATION�, SERVICE Most Widely Accepted and Trusted
ICC-ES Evaluation Report
www.icc-es.org I (800) 423-6587 I (562) 699-0543
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. 726 CENTRAL FLORIDA PARKWAY ORLANDO, FLORIDA 32824 (407) 888-9099www.tiemax.com
EVALUATION SUBJECT:
TIE MAX ANCHOR BOLTS AND CONTINUOUS ROD TIEDOWN 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
ESR-2328
Reissued October 2016
This report is subject to renewal October 2017.
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.
3.2 TIE MAX Anchor Bolts:
The TIE MAX anchor bolts have a nominal shank diameter of 5
/8 inch and a minimum length of 101/2 inches (267 mm).
The threads start 31/2 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).
3.3 Continuous Rod Tie-down Run (CRTR) Components:
3.3.1 TIE MAX Threaded Rods: The TIE MAX threaded 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.
3.3.4 TIE MAX Couplers: 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) onone end and 5ta inch (15.9 mm) on the other end.
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 CRT Rs 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 any finding 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 Most Widely Accepted and Trusted
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
Page 2 of 4
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 Most Widely Accepted and Trusted
TABLE 1-ALLOWABLE UPLIFT LOADS JASO), TIE MAX ANCHOR IN CONCRETE1-
MINIMUM SPECIFIED 5/s" TIE MAX
CONCRETE COMPRESSIVE
ANCHOR BOLTS STRENGTH (psi) (CAST IN PLACE)
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 1 o inches.
MINIMUM MINIMUM EDGE EMBEDMENT (in.) DISTANCE (in.)
7 2 7 7
Page 3 of 4
ALLOWABLE UPLIFT LOAD (lbf)
5,480 6,140
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 _,
5/s" TIE MAX MINIMUM MINIMUM EDGE MINIMUM END ALLOWABLE UPLIFT ANCHOR BOLTS EMBEDMENT (in) (CAST IN PLACE) 7
For SI: 1 in. = 25.4 mm, 1 lbf = 4.5 N, 1 psi= 6.9 kPa.
Notes:
DISTANCE (in.) DISTANCE (in.) LOAD (lbf) 4 12 2,210
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
TIE MAX WASHERS ALLOWABLE UPLIFT LOADS (lbf) ALLOWABLE UPLIFT LOADS (lbf) SOUTHERN PINE (SYP) G = 0.55
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. For SI: 1 in. = 25.4 mm, 1 lbf = 4.5 N, 1 psi = 6.9 kPa.
Notes:
1,960 3,520 5,440 6,370
SPRUCE-PINE-FIR (SPF) G = 0.42 1,800 2,840 4,090 4,730
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
GROSS GROSS THREADS MODEL DIAMETER AREA PER INCH,
(in) (in2) n
TIE MAX 1/2 0.196 13
Threaded Rod sis 0.307 11 For SI: 1 in. = 25.4 mm, 1 lbf = 4.5 N, 1 psi= 6.9 kPa.
Notes:
NET AREA, An
(in2)
0.142 0.226
1. Maximum allowable tension based on AISC 360 Section J3.
MAXIMUM ALLOWABLE TENSION (lbs) FOR ROD LENGTH ALLOWABLE LIMIT OF 0.18 inch ELONGATION
TENSION (lbf)1 10 ft 15 ft 20 ft 25 ft
4,420 4,420 4,120 3,090 2,470 6,900 6,900 6,550 4,920 3,930
ESR-2328 I Most Widely Accepted and Trusted
2500 psi MIN. COOCRETE
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Page 4 of 4
TIE MAX 5/8" TO I /2" REDUCING COUPLER
TIE MAX WASHER
TIE MAX s;a· DIA. EMBED
• •
TIE MAX
TIE �AX COUPLER
FLOOR lRUSS (JOIST)
TYPICAL TRUSS
TIE MAX ROD ROD ENDS MUST ENGAGE ONE FOURTH Of THE COUPLER MINIMUM, T'IP.
1/2" TIE MAX ROD TO TOP PLATE, TYP.
5/B" TO 1/2" COUPLER
TIE MAX ----�----i"h-'i'-'<
_W/ TYP 1' EMBEDMENT
MASONRY BOND BEAM (MIN. REQUIREMENTS:
2000 psf rROU T & 1-#5 CONT. REBAR)
FLOOR lRUSS (JOIST)
MASONRY BONO BEAM (MIN. REQUIREMENTS:
2000 psi GROUT & 1-#5 CONT. REBAR)
TYP. BONO
I /2" TIE MAX ROD TO TOP PLATE, TYP.
5/B" TO I /2" COUPLER
5/B"•TIE MAX STUD EPOXY INTO EXISTING FT
BEAM N.T.S
..
• •
TIE MAX TYP.
TIE MAX COUPLER
FLOOR TRUSS (JOIST)
FOR�ED CONCRETE BOND BEA� B" X 15• (MIN. REQUIREMENTS;-
2500 psi CONCRETE 4-15 CONT. REBAR)
TIE �AX W/ TIP 1' EMBEOMENT
FLOOR TRUSS (JOIST)
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 ROD ROD ENDS MUST ENGAGE ONE FOURTH OF THE COUPLER MINIMUM, TYP .
1/2'' TIE MAX ROD TO TOP PLAlE, TYP.
5/8" TO 1/2'' COUPLER
1 /2" TIE MAX ROD TO TOP PLATE, TYP.
5/8" TO 1 /2" COUPLER
CONCRETE LIN TEL BEAM N.T.S
TIE MAX
TYP WALL STUD
SOLE PLATE
..
•.
FTG, TYP.
• .,,
2x SOLE PLATE
TIE MAX ROD
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. 5/8" TIE �AX EMBED
. "'
2 1/2"
I /2" ROC TO TOP PLAIT, T'YP.
1/2" TO 5/8" COUPLER
2",2",l/8" WASHER W/ HEX NUT
TIE MAX EMBED 7" EMBEDMENT T'YP.
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
TYP.
EPOXY GROUT INTO EXISTING FTG, TYP.
STEM WALL N.T.S
<i
@MAX TYP. 2 FLOOR
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.
STEM WALL N.T.S
x--�-x�x�x
4
<1
..
4
• 4 <1
q
TIE MAX
DBL TOP PLATE (#2 SYP, mia)
1/2" TIEMAX ROD
1/2' TIE MAX ROD
2500 psi CONCRETE
.
4
TIE MAX 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.
TIE MAX NUT
2'2,1 /8" TM WASHER TYP. AT SOLE PLA� U.O.N .
.
x-•-x--x-x�
TYP. INTERIOR WALL N.T.S
STRAP OR CLIP BY OTHERS, TYP.
TYP WALL STUD
SOLE PLATE
2500 psi CDNC FTG, TYP.
<1
LI L\
1' max.
TYPICAL TRUSS
DBL TOP PLATE (#2 SYP, min)
TIE MAX ROD
Blacking
TIE MAX ROD
TIE MAX 5/8" \o 1/2" COUPLER, TYP. U.O.N.
TIE MAX NUT
2x2x1 /8" TM WASHER TYP. AT SOLE PLATE, U.O.N.
5/8" TIE MAX EMBED 2" min. EDGE DISTANCE
Top View
TIE MAX TYP. CORNER HOLD DOWN N.T.S
TIE MAX LAYOUT INFORMATION
SHEET
Company Name: ______________________________
Contact Person: _______________________________
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.
Check List
Top Plate Type: SYP__ SPF__ OTHER_______ (Please ckeck one)
Slab Type: Monolithic____ Stem Wall____ 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)
Truss Plans with layout and profiles. (Must be sealed if you need sealed TIE MAX layout.)
Plans may be e-mailed to [email protected]
TIE MAX
Bus: (407) 888-9099 (800) 245-8826
Bus Fax: (407) 888-2799 (800) 253-0833
E-mail: [email protected]
Tie Max Office Information
Start Date:
_____________________
End Date:
_____________________
Designer:
_____________________
Reviewing Engineer:
_____________________
Notes: