Capítulo 6 — CONSTRUCCIÓN DE MUROS
Sección R608 — CONSTRUCCIÓN DE MUROS EXTERIORES DE CONCRETO
2025 California Residential Code (Title 24, Part 2.5) · edición 2025 · actualizado 2026-07-07 · California
R608.1 General. ¶
R608.1 General. Las paredes exteriores de concreto deberán diseñarse y construirse de acuerdo con las disposiciones de esta sección o conforme a las disposiciones de PCA 100, ACI 318 o ACI 332. Cuando se utilicen PCA 100, ACI 318, ACI 332 o las disposiciones de esta sección para diseñar paredes de concreto, los planos del proyecto, detalles típicos y especificaciones no eximirán a los documentos de construcción de la obligación de ser sellados por un arquitecto o ingeniero licenciado en California. No obstante otras secciones de la ley, la ley que establece estas disposiciones se encuentra en las Secciones 5537.1 y 6737.1 del Código de Negocios y Profesiones.
R608.1.1 Construcción interior. Estas disposiciones se basan en la suposición de que las paredes y tabiques interiores, tanto estructurales como no estructurales, los pisos y los ensamblajes de techo/techo falso están construidos con estructura ligera que cumple con las limitaciones de este código y las limitaciones adicionales de la Sección R608.2. El diseño y construcción de ensamblajes de estructura ligera deberá cumplir con las disposiciones aplicables de este código. Cuando las paredes exteriores del segundo piso sean de estructura ligera, deberán diseñarse y construirse según lo requerido por este código.
Los aspectos de la construcción de concreto no específicamente abordados por este código, incluidas las paredes interiores de concreto, deberán cumplir con ACI 318.
R608.1.2 Otras paredes de concreto. Las paredes exteriores de concreto construidas conforme a este código deberán cumplir con las formas y dimensiones mínimas de la sección transversal de concreto indicadas en la Tabla R608.3. Otros tipos de sistemas de encofrado que resulten en paredes de concreto que no cumplan con esta sección deberán diseñarse conforme a ACI 318.
R608.2 Límites de aplicabilidad. ¶
R608.2 Límites de aplicabilidad. Las disposiciones de esta sección se aplicarán a la construcción de muros exteriores de concreto para edificios que no excedan 60 pies (18 288 mm) en dimensiones en planta, pisos con luces libres que no excedan 32 pies (9754 mm) y techos con luces libres que no excedan 40 pies (12 192 mm). Los edificios no deberán superar los 35 pies (10 668 mm) de altura media del techo ni dos pisos de altura sobre el nivel del terreno. Las cargas muertas de piso/techo no deberán exceder 10 libras por pie cuadrado (479 Pa), las cargas muertas de techo/techo no deberán exceder 15 libras por pie cuadrado (718 Pa) y las cargas vivas en áticos no deberán exceder 20 libras por pie cuadrado (958 Pa). Los aleros del techo no deberán exceder 2 pies (610 mm) de proyección horizontal más allá del muro exterior y la carga muerta de los aleros no deberá exceder 8 libras por pie cuadrado (383 Pa).
Los muros construidos conforme a las disposiciones de esta sección estarán limitados a edificios sometidos a una velocidad máxima de diseño de viento de 160 mph (72 m/s) Exposición B, 136 mph (61 m/s) Exposición C y 125 mph (56 m/s) Exposición D. Los muros construidos conforme a las disposiciones de esta sección estarán limitados a viviendas unifamiliares y bifamiliares independientes y casas adosadas asignadas a la Categoría de Diseño Sísmico A o B, y viviendas unifamiliares y bifamiliares independientes asignadas a la Categoría de Diseño Sísmico C.
Los edificios que no estén dentro del alcance de esta sección deberán diseñarse conforme a PCA 100 o ACI 318.
R608.3 Sistemas de muros de concreto. ¶
R608.3 Sistemas de muros de concreto. Los muros de concreto construidos de acuerdo con estas disposiciones deberán cumplir con las formas y las dimensiones mínimas de la sección transversal de concreto indicadas en la Tabla R608.3.
| TABLE R608.3—DIMENSIONAL REQUIREMENTS FOR WALLSa | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 |
|---|---|---|---|---|---|---|
| ** WALL TYPE** AND NOMINAL THICKNESS |
** MAXIMUM** WALL WEIGHTb (psf) |
** MINIMUM** WIDTH, W, OF VERTICAL CORES (inches) |
** MINIMUM** THICKNESS, T, OF VERTICAL CORES (inches) |
** MAXIMUM** SPACING OF VERTICAL CORES (inches) |
** MAXIMUM** SPACING OF HORIZONTAL CORES (inches) |
** MINIMUM** WEB THICKNESS (inches) |
| 4″ Flatc | 50 | NA | NA | NA | NA | NA |
| 6″ Flatc | 75 | NA | NA | NA | NA | NA |
| 8″ Flatc | 100 | NA | NA | NA | NA | NA |
| 10″ Flatc | 125 | NA | NA | NA | NA | NA |
| 6″ Waffle-grid | 56 | 8d | 5.5d | 12 | 16 | 2 |
| 8″ Waffle-grid | 76 | 8e | 8e | 12 | 16 | 2 |
| 6″ Screen-grid | 53 | 6.25f | 6.25f | 12 | 12 | NA |
| For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per cubic foot = 2402.77 kg/m3, 1 square inch = 645.16 mm2, 1 inch4 = 42 cm4. NA = Not Applicable. a. Width “W,” thickness “T,” spacing and web thickness, refer to Figures R608.3(2) and R608.3(3). b. Wall weight is based on a unit weight of concrete of 150 pcf. For flat walls the weight is based on the nominal thickness. The tabulated values do not include any allowance for interior and exterior finishes. c. Nominal wall thickness. The actual as-built thickness of a flat wall shall not be more than1/2 inch less or more than1/4 inch more than the nominal dimension indicated. d. Vertical core is assumed to be elliptical-shaped. Another shape of core is permitted provided the minimum thickness is 5 inches, the moment of inertia,I, about the centerline of the wall (ignoring the web) is not less than 65 inch4, and the area,A, is not less than 31.25 square inches. The width used to calculate_A_ and_I_ shall not exceed 8 inches. e. Vertical core is assumed to be circular. Another shape of core is permitted provided the minimum thickness is 7 inches, the moment of inertia,I, about the centerline of the wall (ignoring the web) is not less than 200 inch4, and the area,A, is not less than 49 square inches. The width used to calculate_A_ and_I_ shall not exceed 8 inches. f. Vertical core is assumed to be circular. Another shape of core is permitted provided the minimum thickness is 5.5 inches, the moment of inertia,I, about the centerline of the wall is not less than 76 inch4, and the area,A, is not less than 30.25 square inches. The width used to calculate_A_ and_I_ shall not exceed 6.25 inches. |
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per cubic foot = 2402.77 kg/m3, 1 square inch = 645.16 mm2, 1 inch4 = 42 cm4. NA = Not Applicable. a. Width “W,” thickness “T,” spacing and web thickness, refer to Figures R608.3(2) and R608.3(3). b. Wall weight is based on a unit weight of concrete of 150 pcf. For flat walls the weight is based on the nominal thickness. The tabulated values do not include any allowance for interior and exterior finishes. c. Nominal wall thickness. The actual as-built thickness of a flat wall shall not be more than1/2 inch less or more than1/4 inch more than the nominal dimension indicated. d. Vertical core is assumed to be elliptical-shaped. Another shape of core is permitted provided the minimum thickness is 5 inches, the moment of inertia,I, about the centerline of the wall (ignoring the web) is not less than 65 inch4, and the area,A, is not less than 31.25 square inches. The width used to calculate_A_ and_I_ shall not exceed 8 inches. e. Vertical core is assumed to be circular. Another shape of core is permitted provided the minimum thickness is 7 inches, the moment of inertia,I, about the centerline of the wall (ignoring the web) is not less than 200 inch4, and the area,A, is not less than 49 square inches. The width used to calculate_A_ and_I_ shall not exceed 8 inches. f. Vertical core is assumed to be circular. Another shape of core is permitted provided the minimum thickness is 5.5 inches, the moment of inertia,I, about the centerline of the wall is not less than 76 inch4, and the area,A, is not less than 30.25 square inches. The width used to calculate_A_ and_I_ shall not exceed 6.25 inches. |
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per cubic foot = 2402.77 kg/m3, 1 square inch = 645.16 mm2, 1 inch4 = 42 cm4. NA = Not Applicable. a. Width “W,” thickness “T,” spacing and web thickness, refer to Figures R608.3(2) and R608.3(3). b. Wall weight is based on a unit weight of concrete of 150 pcf. For flat walls the weight is based on the nominal thickness. The tabulated values do not include any allowance for interior and exterior finishes. c. Nominal wall thickness. The actual as-built thickness of a flat wall shall not be more than1/2 inch less or more than1/4 inch more than the nominal dimension indicated. d. Vertical core is assumed to be elliptical-shaped. Another shape of core is permitted provided the minimum thickness is 5 inches, the moment of inertia,I, about the centerline of the wall (ignoring the web) is not less than 65 inch4, and the area,A, is not less than 31.25 square inches. The width used to calculate_A_ and_I_ shall not exceed 8 inches. e. Vertical core is assumed to be circular. Another shape of core is permitted provided the minimum thickness is 7 inches, the moment of inertia,I, about the centerline of the wall (ignoring the web) is not less than 200 inch4, and the area,A, is not less than 49 square inches. The width used to calculate_A_ and_I_ shall not exceed 8 inches. f. Vertical core is assumed to be circular. Another shape of core is permitted provided the minimum thickness is 5.5 inches, the moment of inertia,I, about the centerline of the wall is not less than 76 inch4, and the area,A, is not less than 30.25 square inches. The width used to calculate_A_ and_I_ shall not exceed 6.25 inches. |
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per cubic foot = 2402.77 kg/m3, 1 square inch = 645.16 mm2, 1 inch4 = 42 cm4. NA = Not Applicable. a. Width “W,” thickness “T,” spacing and web thickness, refer to Figures R608.3(2) and R608.3(3). b. Wall weight is based on a unit weight of concrete of 150 pcf. For flat walls the weight is based on the nominal thickness. The tabulated values do not include any allowance for interior and exterior finishes. c. Nominal wall thickness. The actual as-built thickness of a flat wall shall not be more than1/2 inch less or more than1/4 inch more than the nominal dimension indicated. d. Vertical core is assumed to be elliptical-shaped. Another shape of core is permitted provided the minimum thickness is 5 inches, the moment of inertia,I, about the centerline of the wall (ignoring the web) is not less than 65 inch4, and the area,A, is not less than 31.25 square inches. The width used to calculate_A_ and_I_ shall not exceed 8 inches. e. Vertical core is assumed to be circular. Another shape of core is permitted provided the minimum thickness is 7 inches, the moment of inertia,I, about the centerline of the wall (ignoring the web) is not less than 200 inch4, and the area,A, is not less than 49 square inches. The width used to calculate_A_ and_I_ shall not exceed 8 inches. f. Vertical core is assumed to be circular. Another shape of core is permitted provided the minimum thickness is 5.5 inches, the moment of inertia,I, about the centerline of the wall is not less than 76 inch4, and the area,A, is not less than 30.25 square inches. The width used to calculate_A_ and_I_ shall not exceed 6.25 inches. |
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per cubic foot = 2402.77 kg/m3, 1 square inch = 645.16 mm2, 1 inch4 = 42 cm4. NA = Not Applicable. a. Width “W,” thickness “T,” spacing and web thickness, refer to Figures R608.3(2) and R608.3(3). b. Wall weight is based on a unit weight of concrete of 150 pcf. For flat walls the weight is based on the nominal thickness. The tabulated values do not include any allowance for interior and exterior finishes. c. Nominal wall thickness. The actual as-built thickness of a flat wall shall not be more than1/2 inch less or more than1/4 inch more than the nominal dimension indicated. d. Vertical core is assumed to be elliptical-shaped. Another shape of core is permitted provided the minimum thickness is 5 inches, the moment of inertia,I, about the centerline of the wall (ignoring the web) is not less than 65 inch4, and the area,A, is not less than 31.25 square inches. The width used to calculate_A_ and_I_ shall not exceed 8 inches. e. Vertical core is assumed to be circular. Another shape of core is permitted provided the minimum thickness is 7 inches, the moment of inertia,I, about the centerline of the wall (ignoring the web) is not less than 200 inch4, and the area,A, is not less than 49 square inches. The width used to calculate_A_ and_I_ shall not exceed 8 inches. f. Vertical core is assumed to be circular. Another shape of core is permitted provided the minimum thickness is 5.5 inches, the moment of inertia,I, about the centerline of the wall is not less than 76 inch4, and the area,A, is not less than 30.25 square inches. The width used to calculate_A_ and_I_ shall not exceed 6.25 inches. |
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per cubic foot = 2402.77 kg/m3, 1 square inch = 645.16 mm2, 1 inch4 = 42 cm4. NA = Not Applicable. a. Width “W,” thickness “T,” spacing and web thickness, refer to Figures R608.3(2) and R608.3(3). b. Wall weight is based on a unit weight of concrete of 150 pcf. For flat walls the weight is based on the nominal thickness. The tabulated values do not include any allowance for interior and exterior finishes. c. Nominal wall thickness. The actual as-built thickness of a flat wall shall not be more than1/2 inch less or more than1/4 inch more than the nominal dimension indicated. d. Vertical core is assumed to be elliptical-shaped. Another shape of core is permitted provided the minimum thickness is 5 inches, the moment of inertia,I, about the centerline of the wall (ignoring the web) is not less than 65 inch4, and the area,A, is not less than 31.25 square inches. The width used to calculate_A_ and_I_ shall not exceed 8 inches. e. Vertical core is assumed to be circular. Another shape of core is permitted provided the minimum thickness is 7 inches, the moment of inertia,I, about the centerline of the wall (ignoring the web) is not less than 200 inch4, and the area,A, is not less than 49 square inches. The width used to calculate_A_ and_I_ shall not exceed 8 inches. f. Vertical core is assumed to be circular. Another shape of core is permitted provided the minimum thickness is 5.5 inches, the moment of inertia,I, about the centerline of the wall is not less than 76 inch4, and the area,A, is not less than 30.25 square inches. The width used to calculate_A_ and_I_ shall not exceed 6.25 inches. |
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 pound per cubic foot = 2402.77 kg/m3, 1 square inch = 645.16 mm2, 1 inch4 = 42 cm4. NA = Not Applicable. a. Width “W,” thickness “T,” spacing and web thickness, refer to Figures R608.3(2) and R608.3(3). b. Wall weight is based on a unit weight of concrete of 150 pcf. For flat walls the weight is based on the nominal thickness. The tabulated values do not include any allowance for interior and exterior finishes. c. Nominal wall thickness. The actual as-built thickness of a flat wall shall not be more than1/2 inch less or more than1/4 inch more than the nominal dimension indicated. d. Vertical core is assumed to be elliptical-shaped. Another shape of core is permitted provided the minimum thickness is 5 inches, the moment of inertia,I, about the centerline of the wall (ignoring the web) is not less than 65 inch4, and the area,A, is not less than 31.25 square inches. The width used to calculate_A_ and_I_ shall not exceed 8 inches. e. Vertical core is assumed to be circular. Another shape of core is permitted provided the minimum thickness is 7 inches, the moment of inertia,I, about the centerline of the wall (ignoring the web) is not less than 200 inch4, and the area,A, is not less than 49 square inches. The width used to calculate_A_ and_I_ shall not exceed 8 inches. f. Vertical core is assumed to be circular. Another shape of core is permitted provided the minimum thickness is 5.5 inches, the moment of inertia,I, about the centerline of the wall is not less than 76 inch4, and the area,A, is not less than 30.25 square inches. The width used to calculate_A_ and_I_ shall not exceed 6.25 inches. |
6-108 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
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CONSTRUCCIÓN DE MUROS
FIGURA R608.3(1)—SISTEMA DE MURO PLANO
ESPESOR DEL MURO DE CONCRETO
FORMA PERMANENTE O REMOVIBLE
CONCRETO
REFUERZO VERTICAL DEL MURO SEGÚN SEA REQUERIDO
VISTA EN PLANTA
CONSULTE LA TABLA R608.3 PARA LAS DIMENSIONES MÍNIMAS
| Col1 | Col2 |
|---|---|
| 12 IN. MAXIMUM |
|
| 12 IN. MAXIMUM |
ESPESOR
MÍNIMO
VISTA EN PLANTA
CONSULTE LA TABLA R608.3 PARA LAS DIMENSIONES MÍNIMAS
Para SI: 1 pulgada = 25.4 mm.
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTO.
CONSTRUCCIÓN DE MUROS
Para SI: 1 pulgada = 25.4 mm.
REFUERZO VERTICAL
DEL MURO
PERMANENTE
SEGÚN SEA NECESARIO
O REMOVIBLE
NÚCLEO DE HORMIGÓN
HORIZONTAL (OCULTO)
A MÁXIMO, 12 PULG.EN C INGRESAR
NÚCLEO DE HORMIGÓN
ESPESOR
| FIGURE R | Col2 | 608.3(3)—SCRE | Col4 | Col5 |
|---|---|---|---|---|
| FIGURE R |
||||
ACE BLE |
||||
| 12 IN. MAXIMUM |
||||
| T |
T |
T |
MÍNIMO
VISTA EN PLANTA
CONSULTE LA TABLA R608.3 PARA LAS DIMENSIONES MÍNIMAS
R608.3.1 Sistemas de muros planos. Los sistemas de muros de concreto planos deberán cumplir con la Tabla R608.3 y la Figura R608.3(1) y tener un espesor nominal mínimo de 4 pulgadas (102 mm).
R608.3.2 Sistemas de muros de retícula tipo waffle. Los sistemas de muros de retícula tipo waffle deberán cumplir con la Tabla R608.3 y la Figura R608.3(2) y deberán tener un espesor nominal mínimo de 6 pulgadas (152 mm) para los elementos horizontales y verticales de concreto (núcleos). Las dimensiones del núcleo y de la celosía deberán cumplir con la Tabla R608.3. El peso máximo de los muros de retícula tipo waffle deberá cumplir con la Tabla R608.3.
R608.3.3 Sistemas de muros de retícula tipo pantalla. Los sistemas de muros de retícula tipo pantalla deberán cumplir con la Tabla R608.3 y la Figura R608.3(3) y deberán tener un espesor nominal mínimo de 6 pulgadas (152 mm) para los elementos horizontales y verticales de concreto (núcleos). Las dimensiones del núcleo deberán cumplir con la Tabla R608.3. El peso máximo de los muros de retícula tipo pantalla deberá cumplir con la Tabla R608.3.
R608.4 Moldes permanentes. ¶
R608.4 Moldes permanentes. Los moldes permanentes de concreto deberán cumplir con esta sección.
R608.4.1 Características de combustión superficial. El índice de propagación de llama y el índice de desarrollo de humo del material del molde, distinto del plástico de espuma, que quede expuesto en el interior, deberán cumplir con la Sección R302.9. Las características de combustión superficial del plástico de espuma utilizado en moldes aislantes de concreto deberán cumplir con la Sección R303.3.
R608.4.2 Revestimiento interior. Los moldes permanentes construidos de plástico rígido de espuma deberán estar protegidos en el interior del edificio según lo requerido por las Secciones R303.4 y R702.3.4. Cuando se utilice tablero de yeso para proteger el plástico de espuma, deberá instalarse con un sistema de fijación mecánica. Se permite el uso de adhesivos además de los sujetadores mecánicos.
R608.4.3 Revestimiento exterior de muro. Los moldes permanentes construidos de plásticos rígidos de espuma deberán protegerse de la luz solar y daños físicos mediante la aplicación de un revestimiento exterior aprobado que cumpla con este código. Las superficies exteriores de otros sistemas permanentes de moldeado deberán protegerse conforme a este código.
Los requisitos para la instalación de revestimiento de mampostería, estuco y otros acabados en el exterior de muros de concreto y otros detalles constructivos no cubiertos en esta sección deberán cumplir con los requisitos de este código.
R608.4.4 Sistemas de muro ICF planos. Los moldes de sistemas de muro ICF planos deberán cumplir con ASTM E2634.
R608.5 Materiales. ¶
R608.5 Materiales. Los materiales utilizados en la construcción de muros de concreto deberán cumplir con esta sección.
R608.5.1 Concreto y materiales para concreto. Los materiales usados en el concreto, así como el concreto mismo, deberán ajustarse a los requisitos de esta sección, PCA 100, ACI 318 o ACI 332.
R608.5.1.1 Cementos. Se permitirá el uso de las siguientes normas referenciadas en el Capítulo 44:
ASTM C150.
ASTM C595.
ASTM C1157.
R608.5.1.2 Mezcla y entrega del concreto. La mezcla y entrega del concreto deberán cumplir con ASTM C94 o ASTM C685.
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R608.5.1.3 Tamaño máximo del agregado. El tamaño nominal máximo del agregado grueso no deberá exceder de una quinta parte de la distancia más estrecha entre los lados de los moldes, ni de tres cuartos del espacio libre entre barras de refuerzo o entre una barra y el lado del molde.
Excepción: Cuando sea aprobado, estas limitaciones no aplicarán cuando se usen moldes removibles y la trabajabilidad y métodos de consolidación permitan colocar el concreto sin cavidades ni huecos.
R608.5.1.4 Proporción y asentamiento del concreto. Las proporciones de los materiales para el concreto deberán establecerse para proporcionar trabajabilidad y consistencia que permitan que el concreto se pueda trabajar fácilmente dentro de los moldes y alrededor del refuerzo bajo las condiciones de colocación a emplear, sin segregación ni sangrado excesivo. El asentamiento del concreto colocado en moldes removibles no deberá exceder de 6 pulgadas (152 mm).
Excepción: Cuando sea aprobado, se permitirá que el asentamiento exceda de 6 pulgadas (152 mm) para mezclas de concreto resistentes a la segregación y que estén de acuerdo con las recomendaciones del fabricante del molde.
El asentamiento del concreto colocado en moldes permanentes deberá exceder de 6 pulgadas (152 mm). El asentamiento del concreto se determinará conforme a ASTM C143.
R608.5.1.5 Resistencia a la compresión. La resistencia mínima especificada a la compresión del concreto, f ’ c, deberá cumplir con la Sección R402.2 y no deberá ser menor a 2,500 libras por pulgada cuadrada (17.2 MPa) a los 28 días.
R608.5.1.6 Consolidación del concreto. El concreto deberá consolidarse por medios adecuados durante la colocación y deberá trabajarse alrededor de los elementos embebidos y el refuerzo y en las esquinas de los moldes. Cuando se usen moldes permanentes, el concreto deberá consolidarse mediante vibración interna.
Excepción: Cuando sea aprobado, las mezclas de concreto auto-consolidante con asentamientos iguales o mayores a 8 pulgadas (203 mm) diseñadas específicamente para colocación sin vibración interna no requerirán vibración interna.
R608.5.2 Refuerzo de acero y pernos de anclaje.
R608.5.2.1 Refuerzo de acero. El refuerzo de acero deberá cumplir con ASTM A615, ASTM A706 o ASTM A996M. Las barras ASTM A996M producidas a partir de acero para rieles serán Tipo R.
R608.5.2.2 Pernos de anclaje. Los pernos de anclaje para usarse con detalles de conexión conforme a las Figuras R608.9(1) a R608.9(12) deberán ser pernos con cabeza que cumplan con ASTM A307 o ASTM F1554. Los pernos ASTM A307 deberán ser Grado A con cabeza. Los pernos ASTM F1554 deberán ser mínimo Grado 36. En lugar de pernos con cabeza, es permisible usar varillas con roscas en ambos extremos fabricadas con acero conforme a ASTM A36. El extremo roscado de la varilla que se embeba en el concreto deberá contar con una tuerca hexagonal o cuadrada.
R608.5.2.3 Ángulos de acero laminado y correas de tensión. Los ángulos y correas de tensión para usarse con detalles de conexión conforme a las Figuras R608.9(1) a R608.9(12) deberán fabricarse con acero laminado conforme a ASTM A653, ASTM A792 o ASTM A875. El acero deberá ser mínimo Grado 33 a menos que la figura aplicable requiera un grado superior.
R608.5.3 Materiales para moldes y ataduras de moldes. Los moldes deberán ser de madera, acero, aluminio, plástico, un compuesto de cemento y aislamiento de espuma, un compuesto de cemento y virutas de madera, u otro material aprobado adecuado para soportar y contener el concreto. Los moldes deberán proporcionar la resistencia suficiente para contener el concreto durante la operación de colocación.
Las ataduras de moldes deberán ser de acero, plástico sólido, plástico de espuma, un compuesto de cemento y virutas de madera, un compuesto de cemento y plástico de espuma, u otro material adecuado capaz de resistir las fuerzas creadas por la presión del fluido del concreto fresco.
R608.5.4 Detalles de instalación del refuerzo.
| TABLA R608.5.4(1)—LONGITUDES DE SOLAPE Y DE DESARROLLO DE TENSIÓN | Col2 | Col3 | Col4 |
|---|---|---|---|
| ** NÚMERO DE BARRA** | ** RESISTENCIA A LA FLUENCIA DEL ACERO,****fy psi (MPa)** | ** RESISTENCIA A LA FLUENCIA DEL ACERO,****fy psi (MPa)** | |
| ** NÚMERO DE BARRA** | ** 40,000 (280)** | ** 60,000 (420)** | |
| ** NÚMERO DE BARRA** | ** Longitud de solape o longitud de desarrollo de tensión** (pulgadas) |
** Longitud de solape o longitud de desarrollo de tensión** (pulgadas) |
|
| Longitud de solape-tensión | 4 | 20 | 30 |
| Longitud de solape-tensión | 5 | 25 | 38 |
| Longitud de solape-tensión | 6 | 30 | 45 |
| Longitud de desarrollo de tensión para barra recta | 4 | 15 | 23 |
| Longitud de desarrollo de tensión para barra recta | 5 | 19 | 28 |
| Longitud de desarrollo de tensión para barra recta | 6 | 23 | 34 |
| Longitud de desarrollo de tensión para: a. Ganchos estándar de 90 grados y 180 grados con no menos de 2 1/2 pulgadas de recubrimiento lateral perpendicular al plano del gancho. b. Ganchos estándar de 90 grados con no menos de 2 pulgadas de recubrimiento en la extensión de la barra más allá del gancho. |
4 | 6 | 9 |
| Longitud de desarrollo de tensión para: a. Ganchos estándar de 90 grados y 180 grados con no menos de 2 1/2 pulgadas de recubrimiento lateral perpendicular al plano del gancho. b. Ganchos estándar de 90 grados con no menos de 2 pulgadas de recubrimiento en la extensión de la barra más allá del gancho. |
5 | 7 | 11 |
| Longitud de desarrollo de tensión para: a. Ganchos estándar de 90 grados y 180 grados con no menos de 2 1/2 pulgadas de recubrimiento lateral perpendicular al plano del gancho. b. Ganchos estándar de 90 grados con no menos de 2 pulgadas de recubrimiento en la extensión de la barra más allá del gancho. |
6 | 8 | 13 |
| Longitud de desarrollo de tensión para barra con gancho estándar de 90 grados o 180 grados con menos recubrimiento que el requerido en los puntos a y b. | 4 | 8 | 12 |
| Longitud de desarrollo de tensión para barra con gancho estándar de 90 grados o 180 grados con menos recubrimiento que el requerido en los puntos a y b. | 5 | 10 | 15 |
| Longitud de desarrollo de tensión para barra con gancho estándar de 90 grados o 180 grados con menos recubrimiento que el requerido en los puntos a y b. | 6 | 12 | 18 |
| Para SI: 1 pulgada = 25.4 mm, 1 grado = 0.0175 rad, 1 libra por pulgada cuadrada = 6.895 kPa. | Para SI: 1 pulgada = 25.4 mm, 1 grado = 0.0175 rad, 1 libra por pulgada cuadrada = 6.895 kPa. | Para SI: 1 pulgada = 25.4 mm, 1 grado = 0.0175 rad, 1 libra por pulgada cuadrada = 6.895 kPa. | Para SI: 1 pulgada = 25.4 mm, 1 grado = 0.0175 rad, 1 libra por pulgada cuadrada = 6.895 kPa. |
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTA DISPOSICIÓN.
CONSTRUCCIÓN DE MUROS
Para SI: 1 pulgada = 25.4 mm.
FIGURA R608.5.4(1)—SOLAPES
FIGURA R608.5.4(2)—LONGITUD DE DESARROLLO Y RECUBRIMIENTO PARA GANCHOS Y EXTENSIÓN DE BARRA
Para SI: 1 grado = 0.0175 rad.
6-112 2025 CALIFORNIA RESIDENTIAL CODE
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTA DISPOSICIÓN.
CONSTRUCCIÓN DE MUROS
FIGURA R608.5.4(3)—GANCHOS ESTÁNDAR
Para SI: 1 pulgada = 25.4 mm, 1 grado = 0.0175 rad.
| TABLA R608.5.4(2)—ESPACIAMIENTO MÁXIMO PARA TAMAÑO ALTERNATIVO DE BARRA Y GRADO ALTERNATIVO DE ACEROa, b, c | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 | Col13 | Col14 | Col15 | Col16 |
|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
| ** ESPACIAMIENTO DE BARRAS** SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 (pulgadas) |
** TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6** | ** TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6** | ** TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6** | ** TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6** | ** TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6** | ** TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6** | ** TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6** | ** TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6** | ** TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6** | ** TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6** | ** TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6** | ** TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6** | ** TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6** | ** TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6** | ** TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6** |
| ** ESPACIAMIENTO DE BARRAS** SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 (pulgadas) |
** #4** | ** #4** | ** #4** | ** #4** | ** #4** | ** #5** | ** #5** | ** #5** | ** #5** | ** #5** | ** #6** | ** #6** | ** #6** | ** #6** | ** #6** |
| ** ESPACIAMIENTO DE BARRAS** SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 (pulgadas) |
** Tamaño alternativo de barra y grado alternativo de acero deseado** | ** Tamaño alternativo de barra y grado alternativo de acero deseado** | ** Tamaño alternativo de barra y grado alternativo de acero deseado** | ** Tamaño alternativo de barra y grado alternativo de acero deseado** | ** Tamaño alternativo de barra y grado alternativo de acero deseado** | ** Tamaño alternativo de barra y grado alternativo de acero deseado** | ** Tamaño alternativo de barra y grado alternativo de acero deseado** | ** Tamaño alternativo de barra y grado alternativo de acero deseado** | ** Tamaño alternativo de barra y grado alternativo de acero deseado** | ** Tamaño alternativo de barra y grado alternativo de acero deseado** | ** Tamaño alternativo de barra y grado alternativo de acero deseado** | ** Tamaño alternativo de barra y grado alternativo de acero deseado** | ** Tamaño alternativo de barra y grado alternativo de acero deseado** | ** Tamaño alternativo de barra y grado alternativo de acero deseado** | ** Tamaño alternativo de barra y grado alternativo de acero deseado** |
| ** ESPACIAMIENTO DE BARRAS** SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 (pulgadas) |
** Grado 60** | ** Grado 60** | ** Grado 40** | ** Grado 40** | ** Grado 40** | ** Grado 60** | ** Grado 60** | ** Grado 40** | ** Grado 40** | ** Grado 40** | ** Grado 60** | ** Grado 60** | ** Grado 40** | ** Grado 40** | ** Grado 40** |
| ** ESPACIAMIENTO DE BARRAS** SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 (pulgadas) |
** #5** | ** #6** | ** #4** | ** #5** | ** #6** | ** #4** | ** #6** | ** #4** | ** #5** | ** #6** | ** #4** | ** #5** | ** #4** | ** #5** | ** #6** |
| ** ESPACIAMIENTO DE BARRAS** SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 (pulgadas) |
** Espaciado máximo para tamaño alternativo de barra y grado alternativo de acero** (pulgadas) |
** Espaciado máximo para tamaño alternativo de barra y grado alternativo de acero** (pulgadas) |
** Espaciado máximo para tamaño alternativo de barra y grado alternativo de acero** (pulgadas) |
** Espaciado máximo para tamaño alternativo de barra y grado alternativo de acero** (pulgadas) |
** Espaciado máximo para tamaño alternativo de barra y grado alternativo de acero** (pulgadas) |
** Espaciado máximo para tamaño alternativo de barra y grado alternativo de acero** (pulgadas) |
** Espaciado máximo para tamaño alternativo de barra y grado alternativo de acero** (pulgadas) |
** Espaciado máximo para tamaño alternativo de barra y grado alternativo de acero** (pulgadas) |
** Espaciado máximo para tamaño alternativo de barra y grado alternativo de acero** (pulgadas) |
** Espaciado máximo para tamaño alternativo de barra y grado alternativo de acero** (pulgadas) |
** Espaciado máximo para tamaño alternativo de barra y grado alternativo de acero** (pulgadas) |
** Espaciado máximo para tamaño alternativo de barra y grado alternativo de acero** (pulgadas) |
** Espaciado máximo para tamaño alternativo de barra y grado alternativo de acero** (pulgadas) |
** Espaciado máximo para tamaño alternativo de barra y grado alternativo de acero** (pulgadas) |
** Espaciado máximo para tamaño alternativo de barra y grado alternativo de acero** (pulgadas) |
| 8 | 12 | 18 | 5 | 8 | 12 | 5 | 11 | 3 | 5 | 8 | 4 | 6 | 2 | 4 | 5 |
| 9 | 14 | 20 | 6 | 9 | 13 | 6 | 13 | 4 | 6 | 9 | 4 | 6 | 3 | 4 | 6 |
| 10 | 16 | 22 | 7 | 10 | 15 | 6 | 14 | 4 | 7 | 9 | 5 | 7 | 3 | 5 | 7 |
| 11 | 17 | 24 | 7 | 11 | 16 | 7 | 16 | 5 | 7 | 10 | 5 | 8 | 3 | 5 | 7 |
| 12 | 19 | 26 | 8 | 12 | 18 | 8 | 17 | 5 | 8 | 11 | 5 | 8 | 4 | 6 | 8 |
| 13 | 20 | 29 | 9 | 13 | 19 | 8 | 18 | 6 | 9 | 12 | 6 | 9 | 4 | 6 | 9 |
| 14 | 22 | 31 | 9 | 14 | 21 | 9 | 20 | 6 | 9 | 13 | 6 | 10 | 4 | 7 | 9 |
| 15 | 23 | 33 | 10 | 16 | 22 | 10 | 21 | 6 | 10 | 14 | 7 | 11 | 5 | 7 | 10 |
| 16 | 25 | 35 | 11 | 17 | 23 | 10 | 23 | 7 | 11 | 15 | 7 | 11 | 5 | 8 | 11 |
| 17 | 26 | 37 | 11 | 18 | 25 | 11 | 24 | 7 | 11 | 16 | 8 | 12 | 5 | 8 | 11 |
| 18 | 28 | 40 | 12 | 19 | 26 | 12 | 26 | 8 | 12 | 17 | 8 | 13 | 5 | 8 | 12 |
| 19 | 29 | 42 | 13 | 20 | 28 | 12 | 27 | 8 | 13 | 18 | 9 | 13 | 6 | 9 | 13 |
| 20 | 31 | 44 | 13 | 21 | 29 | 13 | 28 | 9 | 13 | 19 | 9 | 14 | 6 | 9 | 13 |
| 21 | 33 | 46 | 14 | 22 | 31 | 14 | 30 | 9 | 14 | 20 | 10 | 15 | 6 | 10 | 14 |
| 22 | 34 | 48 | 15 | 23 | 32 | 14 | 31 | 9 | 15 | 21 | 10 | 16 | 7 | 10 | 15 |
| 23 | 36 | 48 | 15 | 24 | 34 | 15 | 33 | 10 | 15 | 22 | 10 | 16 | 7 | 11 | 15 |
| 24 | 37 | 48 | 16 | 25 | 35 | 15 | 34 | 10 | 16 | 23 | 11 | 17 | 7 | 11 | 16 |
| 25 | 39 | 48 | 17 | 26 | 37 | 16 | 35 | 11 | 17 | 24 | 11 | 18 | 8 | 12 | 17 |
| 26 | 40 | 48 | 17 | 27 | 38 | 17 | 37 | 11 | 17 | 25 | 12 | 18 | 8 | 12 | 17 |
| 27 | 42 | 48 | 18 | 28 | 40 | 17 | 38 | 12 | 18 | 26 | 12 | 19 | 8 | 13 | 18 |
| 28 | 43 | 48 | 19 | 29 | 41 | 18 | 40 | 12 | 19 | 26 | 13 | 20 | 8 | 13 | 19 |
| 29 | 45 | 48 | 19 | 30 | 43 | 19 | 41 | 12 | 19 | 27 | 13 | 20 | 9 | 14 | 19 |
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTA DISPOSICIÓN.
CONSTRUCCIÓN DE MUROS
| TABLA R608.5.4(2)—ESPACIADO MÁXIMO PARA TAMAÑO DE BARRA ALTERNATIVO Y GRADO ALTERNATIVO DE ACEROa, b, c—continuación | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 | Col13 | Col14 | Col15 | Col16 |
|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
| ESPACIADO DE BARRAS SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 (pulgadas) |
TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 | TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 | TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 | TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 | TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 | TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 | TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 | TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 | TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 | TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 | TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 | TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 | TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 | TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 | TAMAÑO DE BARRA SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 |
| ESPACIADO DE BARRAS SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 (pulgadas) |
#4 | #4 | #4 | #4 | #4 | #5 | #5 | #5 | #5 | #5 | #6 | #6 | #6 | #6 | #6 |
| ESPACIADO DE BARRAS SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 (pulgadas) |
Tamaño de barra alternativo y grado alternativo de acero deseado | Tamaño de barra alternativo y grado alternativo de acero deseado | Tamaño de barra alternativo y grado alternativo de acero deseado | Tamaño de barra alternativo y grado alternativo de acero deseado | Tamaño de barra alternativo y grado alternativo de acero deseado | Tamaño de barra alternativo y grado alternativo de acero deseado | Tamaño de barra alternativo y grado alternativo de acero deseado | Tamaño de barra alternativo y grado alternativo de acero deseado | Tamaño de barra alternativo y grado alternativo de acero deseado | Tamaño de barra alternativo y grado alternativo de acero deseado | Tamaño de barra alternativo y grado alternativo de acero deseado | Tamaño de barra alternativo y grado alternativo de acero deseado | Tamaño de barra alternativo y grado alternativo de acero deseado | Tamaño de barra alternativo y grado alternativo de acero deseado | Tamaño de barra alternativo y grado alternativo de acero deseado |
| ESPACIADO DE BARRAS SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 (pulgadas) |
Grado 60 | Grado 60 | Grado 40 | Grado 40 | Grado 40 | Grado 60 | Grado 60 | Grado 40 | Grado 40 | Grado 40 | Grado 60 | Grado 60 | Grado 40 | Grado 40 | Grado 40 |
| ESPACIADO DE BARRAS SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 (pulgadas) |
#5 | #6 | #4 | #5 | #6 | #4 | #6 | #4 | #5 | #6 | #4 | #5 | #4 | #5 | #6 |
| ESPACIADO DE BARRAS SEGÚN TABLA APLICABLE EN LA SECCIÓN R608.6 (pulgadas) |
Espaciado máximo para tamaño de barra alternativo y grado alternativo de acero (pulgadas) |
Espaciado máximo para tamaño de barra alternativo y grado alternativo de acero (pulgadas) |
Espaciado máximo para tamaño de barra alternativo y grado alternativo de acero (pulgadas) |
Espaciado máximo para tamaño de barra alternativo y grado alternativo de acero (pulgadas) |
Espaciado máximo para tamaño de barra alternativo y grado alternativo de acero (pulgadas) |
Espaciado máximo para tamaño de barra alternativo y grado alternativo de acero (pulgadas) |
Espaciado máximo para tamaño de barra alternativo y grado alternativo de acero (pulgadas) |
Espaciado máximo para tamaño de barra alternativo y grado alternativo de acero (pulgadas) |
Espaciado máximo para tamaño de barra alternativo y grado alternativo de acero (pulgadas) |
Espaciado máximo para tamaño de barra alternativo y grado alternativo de acero (pulgadas) |
Espaciado máximo para tamaño de barra alternativo y grado alternativo de acero (pulgadas) |
Espaciado máximo para tamaño de barra alternativo y grado alternativo de acero (pulgadas) |
Espaciado máximo para tamaño de barra alternativo y grado alternativo de acero (pulgadas) |
Espaciado máximo para tamaño de barra alternativo y grado alternativo de acero (pulgadas) |
Espaciado máximo para tamaño de barra alternativo y grado alternativo de acero (pulgadas) |
| 30 | 47 | 48 | 20 | 31 | 44 | 19 | 43 | 13 | 20 | 28 | 14 | 21 | 9 | 14 | 20 |
| 31 | 48 | 48 | 21 | 32 | 45 | 20 | 44 | 13 | 21 | 29 | 14 | 22 | 9 | 15 | 21 |
| 32 | 48 | 48 | 21 | 33 | 47 | 21 | 45 | 14 | 21 | 30 | 15 | 23 | 10 | 15 | 21 |
| 33 | 48 | 48 | 22 | 34 | 48 | 21 | 47 | 14 | 22 | 31 | 15 | 23 | 10 | 16 | 22 |
| 34 | 48 | 48 | 23 | 35 | 48 | 22 | 48 | 15 | 23 | 32 | 15 | 24 | 10 | 16 | 23 |
| 35 | 48 | 48 | 23 | 36 | 48 | 23 | 48 | 15 | 23 | 33 | 16 | 25 | 11 | 16 | 23 |
| 36 | 48 | 48 | 24 | 37 | 48 | 23 | 48 | 15 | 24 | 34 | 16 | 25 | 11 | 17 | 24 |
| 37 | 48 | 48 | 25 | 38 | 48 | 24 | 48 | 16 | 25 | 35 | 17 | 26 | 11 | 17 | 25 |
| 38 | 48 | 48 | 25 | 39 | 48 | 25 | 48 | 16 | 25 | 36 | 17 | 27 | 12 | 18 | 25 |
| 39 | 48 | 48 | 26 | 40 | 48 | 25 | 48 | 17 | 26 | 37 | 18 | 27 | 12 | 18 | 26 |
| 40 | 48 | 48 | 27 | 41 | 48 | 26 | 48 | 17 | 27 | 38 | 18 | 28 | 12 | 19 | 27 |
| 41 | 48 | 48 | 27 | 42 | 48 | 26 | 48 | 18 | 27 | 39 | 19 | 29 | 12 | 19 | 27 |
| 42 | 48 | 48 | 28 | 43 | 48 | 27 | 48 | 18 | 28 | 40 | 19 | 30 | 13 | 20 | 28 |
| 43 | 48 | 48 | 29 | 44 | 48 | 28 | 48 | 18 | 29 | 41 | 20 | 30 | 13 | 20 | 29 |
| 44 | 48 | 48 | 29 | 45 | 48 | 28 | 48 | 19 | 29 | 42 | 20 | 31 | 13 | 21 | 29 |
| 45 | 48 | 48 | 30 | 47 | 48 | 29 | 48 | 19 | 30 | 43 | 20 | 32 | 14 | 21 | 30 |
| 46 | 48 | 48 | 31 | 48 | 48 | 30 | 48 | 20 | 31 | 44 | 21 | 32 | 14 | 22 | 31 |
| 47 | 48 | 48 | 31 | 48 | 48 | 30 | 48 | 20 | 31 | 44 | 21 | 33 | 14 | 22 | 31 |
| 48 | 48 | 48 | 32 | 48 | 48 | 31 | 48 | 21 | 32 | 45 | 22 | 34 | 15 | 23 | 32 |
| Para SI: 1 pulgada = 25.4 mm. a. Esta tabla es para usarse con las tablas en la Sección R608.6 que especifican el tamaño mínimo de barra y el espaciamiento máximo del refuerzo vertical de muros para muros de cimentación y muros sobre nivel de terreno. El refuerzo especificado en las tablas de la Sección R608.6 está basado en refuerzo de acero Grado 60 (420 MPa). b. El espaciamiento de barras no deberá exceder 48 pulgadas en centro y no deberá ser menor que la mitad del espesor nominal del muro. c. Para barras de acero Grado 50 (350 MPa) (ASTM A996M, Tipo R), use el espaciamiento para barras Grado 40 (280 MPa) o interpole entre Grado 40 (280 MPa) y Grado 60 (420 MPa). |
Para SI: 1 pulgada = 25.4 mm. a. Esta tabla es para usarse con las tablas en la Sección R608.6 que especifican el tamaño mínimo de barra y el espaciamiento máximo del refuerzo vertical de muros para muros de cimentación y muros sobre nivel de terreno. El refuerzo especificado en las tablas de la Sección R608.6 está basado en refuerzo de acero Grado 60 (420 MPa). b. El espaciamiento de barras no deberá exceder 48 pulgadas en centro y no deberá ser menor que la mitad del espesor nominal del muro. c. Para barras de acero Grado 50 (350 MPa) (ASTM A996M, Tipo R), use el espaciamiento para barras Grado 40 (280 MPa) o interpole entre Grado 40 (280 MPa) y Grado 60 (420 MPa). |
Para SI: 1 pulgada = 25.4 mm. a. Esta tabla es para usarse con las tablas en la Sección R608.6 que especifican el tamaño mínimo de barra y el espaciamiento máximo del refuerzo vertical de muros para muros de cimentación y muros sobre nivel de terreno. El refuerzo especificado en las tablas de la Sección R608.6 está basado en refuerzo de acero Grado 60 (420 MPa). b. El espaciamiento de barras no deberá exceder 48 pulgadas en centro y no deberá ser menor que la mitad del espesor nominal del muro. c. Para barras de acero Grado 50 (350 MPa) (ASTM A996M, Tipo R), use el espaciamiento para barras Grado 40 (280 MPa) o interpole entre Grado 40 (280 MPa) y Grado 60 (420 MPa). |
Para SI: 1 pulgada = 25.4 mm. a. Esta tabla es para usarse con las tablas en la Sección R608.6 que especifican el tamaño mínimo de barra y el espaciamiento máximo del refuerzo vertical de muros para muros de cimentación y muros sobre nivel de terreno. El refuerzo especificado en las tablas de la Sección R608.6 está basado en refuerzo de acero Grado 60 (420 MPa). b. El espaciamiento de barras no deberá exceder 48 pulgadas en centro y no deberá ser menor que la mitad del espesor nominal del muro. c. Para barras de acero Grado 50 (350 MPa) (ASTM A996M, Tipo R), use el espaciamiento para barras Grado 40 (280 MPa) o interpole entre Grado 40 (280 MPa) y Grado 60 (420 MPa). |
Para SI: 1 pulgada = 25.4 mm. a. Esta tabla es para usarse con las tablas en la Sección R608.6 que especifican el tamaño mínimo de barra y el espaciamiento máximo del refuerzo vertical de muros para muros de cimentación y muros sobre nivel de terreno. El refuerzo especificado en las tablas de la Sección R608.6 está basado en refuerzo de acero Grado 60 (420 MPa). b. El espaciamiento de barras no deberá exceder 48 pulgadas en centro y no deberá ser menor que la mitad del espesor nominal del muro. c. Para barras de acero Grado 50 (350 MPa) (ASTM A996M, Tipo R), use el espaciamiento para barras Grado 40 (280 MPa) o interpole entre Grado 40 (280 MPa) y Grado 60 (420 MPa). |
Para SI: 1 pulgada = 25.4 mm. a. Esta tabla es para usarse con las tablas en la Sección R608.6 que especifican el tamaño mínimo de barra y el espaciamiento máximo del refuerzo vertical de muros para muros de cimentación y muros sobre nivel de terreno. El refuerzo especificado en las tablas de la Sección R608.6 está basado en refuerzo de acero Grado 60 (420 MPa). b. El espaciamiento de barras no deberá exceder 48 pulgadas en centro y no deberá ser menor que la mitad del espesor nominal del muro. c. Para barras de acero Grado 50 (350 MPa) (ASTM A996M, Tipo R), use el espaciamiento para barras Grado 40 (280 MPa) o interpole entre Grado 40 (280 MPa) y Grado 60 (420 MPa). |
Para SI: 1 pulgada = 25.4 mm. a. Esta tabla es para usarse con las tablas en la Sección R608.6 que especifican el tamaño mínimo de barra y el espaciamiento máximo del refuerzo vertical de muros para muros de cimentación y muros sobre nivel de terreno. El refuerzo especificado en las tablas de la Sección R608.6 está basado en refuerzo de acero Grado 60 (420 MPa). b. El espaciamiento de barras no deberá exceder 48 pulgadas en centro y no deberá ser menor que la mitad del espesor nominal del muro. c. Para barras de acero Grado 50 (350 MPa) (ASTM A996M, Tipo R), use el espaciamiento para barras Grado 40 (280 MPa) o interpole entre Grado 40 (280 MPa) y Grado 60 (420 MPa). |
Para SI: 1 pulgada = 25.4 mm. a. Esta tabla es para usarse con las tablas en la Sección R608.6 que especifican el tamaño mínimo de barra y el espaciamiento máximo del refuerzo vertical de muros para muros de cimentación y muros sobre nivel de terreno. El refuerzo especificado en las tablas de la Sección R608.6 está basado en refuerzo de acero Grado 60 (420 MPa). b. El espaciamiento de barras no deberá exceder 48 pulgadas en centro y no deberá ser menor que la mitad del espesor nominal del muro. c. Para barras de acero Grado 50 (350 MPa) (ASTM A996M, Tipo R), use el espaciamiento para barras Grado 40 (280 MPa) o interpole entre Grado 40 (280 MPa) y Grado 60 (420 MPa). |
Para SI: 1 pulgada = 25.4 mm. a. Esta tabla es para usarse con las tablas en la Sección R608.6 que especifican el tamaño mínimo de barra y el espaciamiento máximo del refuerzo vertical de muros para muros de cimentación y muros sobre nivel de terreno. El refuerzo especificado en las tablas de la Sección R608.6 está basado en refuerzo de acero Grado 60 (420 MPa). b. El espaciamiento de barras no deberá exceder 48 pulgadas en centro y no deberá ser menor que la mitad del espesor nominal del muro. c. Para barras de acero Grado 50 (350 MPa) (ASTM A996M, Tipo R), use el espaciamiento para barras Grado 40 (280 MPa) o interpole entre Grado 40 (280 MPa) y Grado 60 (420 MPa). |
Para SI: 1 pulgada = 25.4 mm. a. Esta tabla es para usarse con las tablas en la Sección R608.6 que especifican el tamaño mínimo de barra y el espaciamiento máximo del refuerzo vertical de muros para muros de cimentación y muros sobre nivel de terreno. El refuerzo especificado en las tablas de la Sección R608.6 está basado en refuerzo de acero Grado 60 (420 MPa). b. El espaciamiento de barras no deberá exceder 48 pulgadas en centro y no deberá ser menor que la mitad del espesor nominal del muro. c. Para barras de acero Grado 50 (350 MPa) (ASTM A996M, Tipo R), use el espaciamiento para barras Grado 40 (280 MPa) o interpole entre Grado 40 (280 MPa) y Grado 60 (420 MPa). |
Para SI: 1 pulgada = 25.4 mm. a. Esta tabla es para usarse con las tablas en la Sección R608.6 que especifican el tamaño mínimo de barra y el espaciamiento máximo del refuerzo vertical de muros para muros de cimentación y muros sobre nivel de terreno. El refuerzo especificado en las tablas de la Sección R608.6 está basado en refuerzo de acero Grado 60 (420 MPa). b. El espaciamiento de barras no deberá exceder 48 pulgadas en centro y no deberá ser menor que la mitad del espesor nominal del muro. c. Para barras de acero Grado 50 (350 MPa) (ASTM A996M, Tipo R), use el espaciamiento para barras Grado 40 (280 MPa) o interpole entre Grado 40 (280 MPa) y Grado 60 (420 MPa). |
Para SI: 1 pulgada = 25.4 mm. a. Esta tabla es para usarse con las tablas en la Sección R608.6 que especifican el tamaño mínimo de barra y el espaciamiento máximo del refuerzo vertical de muros para muros de cimentación y muros sobre nivel de terreno. El refuerzo especificado en las tablas de la Sección R608.6 está basado en refuerzo de acero Grado 60 (420 MPa). b. El espaciamiento de barras no deberá exceder 48 pulgadas en centro y no deberá ser menor que la mitad del espesor nominal del muro. c. Para barras de acero Grado 50 (350 MPa) (ASTM A996M, Tipo R), use el espaciamiento para barras Grado 40 (280 MPa) o interpole entre Grado 40 (280 MPa) y Grado 60 (420 MPa). |
Para SI: 1 pulgada = 25.4 mm. a. Esta tabla es para usarse con las tablas en la Sección R608.6 que especifican el tamaño mínimo de barra y el espaciamiento máximo del refuerzo vertical de muros para muros de cimentación y muros sobre nivel de terreno. El refuerzo especificado en las tablas de la Sección R608.6 está basado en refuerzo de acero Grado 60 (420 MPa). b. El espaciamiento de barras no deberá exceder 48 pulgadas en centro y no deberá ser menor que la mitad del espesor nominal del muro. c. Para barras de acero Grado 50 (350 MPa) (ASTM A996M, Tipo R), use el espaciamiento para barras Grado 40 (280 MPa) o interpole entre Grado 40 (280 MPa) y Grado 60 (420 MPa). |
Para SI: 1 pulgada = 25.4 mm. a. Esta tabla es para usarse con las tablas en la Sección R608.6 que especifican el tamaño mínimo de barra y el espaciamiento máximo del refuerzo vertical de muros para muros de cimentación y muros sobre nivel de terreno. El refuerzo especificado en las tablas de la Sección R608.6 está basado en refuerzo de acero Grado 60 (420 MPa). b. El espaciamiento de barras no deberá exceder 48 pulgadas en centro y no deberá ser menor que la mitad del espesor nominal del muro. c. Para barras de acero Grado 50 (350 MPa) (ASTM A996M, Tipo R), use el espaciamiento para barras Grado 40 (280 MPa) o interpole entre Grado 40 (280 MPa) y Grado 60 (420 MPa). |
R608.5.4.1 Soporte y recubrimiento. El refuerzo deberá asegurarse en la ubicación correcta dentro de los encofrados con alambre de amarre u otro sistema de soporte de barras de modo que no ocurra desplazamiento durante la colocación del concreto. El refuerzo de acero en concreto colado contra la tierra deberá tener un recubrimiento mínimo de 3 pulgadas (76 mm). El recubrimiento mínimo para el refuerzo en concreto colado en encofrados removibles que estarán expuestos a la tierra o a la intemperie será de 1 1/2 pulgadas (38 mm) para barras No. 5 y menores, y de 2 pulgadas (50 mm) para barras No. 6 y mayores. Para concreto colado en encofrados removibles que no estarán expuestos a la tierra o a la intemperie, y para concreto colado en encofrados permanentes, el recubrimiento mínimo será de 3/4 de pulgada (19 mm). La tolerancia negativa para el recubrimiento no deberá exceder el menor valor entre un tercio del recubrimiento requerido y 3/8 de pulgada (10 mm). Véase la Sección R608.5.4.4 para los requisitos de recubrimiento para ganchos de barras desarrolladas a tensión.
R608.5.4.2 Ubicación del refuerzo en muros. Para la ubicación del refuerzo en muros de cimentación y muros sobre nivel de terreno, véanse las Secciones R404.1.3.3.7.2 y R608.6.5, respectivamente.
R608.5.4.3 Solapes. El refuerzo vertical y horizontal de muros requerido por las Secciones R608.6 y R608.7 deberá ser de las longitudes más largas posibles. Cuando sean necesarios solapes en el refuerzo, la longitud de los solapes deberá cumplir con la Tabla R608.5.4(1) y la Figura R608.5.4(1). La separación máxima entre barras paralelas no en contacto en un solape no deberá exceder el menor valor entre una quinta parte de la longitud requerida del solape y 6 pulgadas (152 mm). Véase la Figura R608.5.4(1).
R608.5.4.4 Desarrollo de barras a tensión. Cuando otras disposiciones de este código requieran que las barras se desarrollen a tensión, las longitudes de desarrollo y el recubrimiento para ganchos y extensiones de barras deberán cumplir con la Tabla R608.5.4(1) y la Figura R608.5.4(2). Las longitudes de desarrollo indicadas en la Tabla R608.5.4(1) aplicarán para barras agrupadas en dinteles instalados conforme a la Sección R608.8.2.2.
R608.5.4.5 Ganchos estándar. Cuando este código requiera que el refuerzo termine con un gancho estándar, el gancho deberá cumplir con la Figura R608.5.4(3).
R608.5.4.6 Nervaduras de muros reticulares. El refuerzo, incluyendo estribos, no deberá colocarse en las nervaduras de muros reticulares, incluyendo dinteles. Se permite que las nervaduras tengan ataduras de encofrado.
R608.5.4.7 Grado alternativo de refuerzo y espaciamiento. Cuando las tablas en las Secciones R404.1.3 y R608.6 especifiquen refuerzo vertical de muro basado en tamaño mínimo de barra y espaciamiento máximo, que están basados en refuerzo de acero Grado 60 (420 MPa), se permiten barras de tamaño diferente o barras de un grado diferente de acero siempre que se proporcione un área equivalente de acero por pie lineal de muro. Se permite el uso de la Tabla R608.5.4(2) para determinar el espaciamiento máximo de barras para tamaños de barra diferentes a los especificados en las tablas y barras hechas de un grado diferente de acero. Las barras no deberán espaciarse a menos de la mitad del espesor del muro, ni más de 48 pulgadas (1219 mm) en centro.
R608.5.5 Juntas de construcción en muros. Las juntas de construcción deberán hacerse y ubicarse de manera que no se afecte la resistencia del muro. Las juntas de construcción en muros de concreto simple, incluyendo muros que requieran no menos que barras No. 4 a 48 pulgadas (1219 mm) en centro según la Sección R608.6, deberán ubicarse en puntos de soporte lateral, y no menos de una barra No. 4 deberá extenderse a través de la junta de construcción con un espaciamiento que no exceda 24 pulgadas (610 mm) en centro. El refuerzo para juntas de construcción deberá tener un anclaje de no menos de 12 pulgadas (305 mm) a cada lado de la junta. Las juntas de construcción en muros de concreto reforzado deberán ubicarse en el tercio medio del vano entre soportes laterales, o ubicarse y construirse conforme a lo requerido para juntas en muros de concreto simple.
Excepción: Se permite usar el refuerzo vertical de muro requerido por este código en lugar del refuerzo para juntas de construcción, siempre que el espaciamiento no exceda 24 pulgadas (610 mm), o que la combinación del refuerzo del muro y las barras No. 4 descritas en la Sección R608.5.5 no exceda 24 pulgadas (610 mm).
R608.6 Requisitos para muros sobre nivel del suelo. ¶
R608.6 Requisitos para muros sobre nivel.
FIGURA R608.6(1)—CONSTRUCCIÓN DE MURO DE CONCRETO SOBRE NIVEL DE UN PISO
CONSULTAR SECCIÓN
R608.9.3
ALTURA DE MURO SIN SOPORTE 10 FT MÁXIMO
CORTE TRANSVERSAL A TRAVÉS DE MURO PLANO PARA NÚCLEO VERTICAL DE MURO TIPO WAFFLE O DE REJILLA
Para SI: 1 pie = 304.8 mm.
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTO.
CONSTRUCCIÓN DE MURO
FIGURA R608.6(2)—CONSTRUCCIÓN DE MURO DE CONCRETO SOBRE NIVEL PRIMER PISO DE CONCRETO Y SEGUNDO PISO DE ESTRUCTURA LIGERA
SISTEMA
CONSULTAR SECCIÓN R608.9.2
MURO—ENCOFRADO PERMANENTE O REMOVIBLE
CONSULTAR SECCIÓN R608.9.2
REFUERZO VERTICAL DEL MURO SEGÚN REQUERIMIENTO
ALTURA DE MURO SIN SOPORTE DEL PRIMER PISO 10 FT MÁXIMO
CORTE TRANSVERSAL A TRAVÉS DE MURO PLANO O NÚCLEO VERTICAL DE MURO TIPO WAFFLE O DE REJILLA
Para SI: 1 pie = 304.8 mm.
6-116 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTO.
CONSTRUCCIÓN DE MURO
FIGURA R608.6(3)—CONSTRUCCIÓN DE MURO DE CONCRETO SOBRE NIVEL DE DOS PISOS
R608.9.3
CONSULTAR SECCIÓN R608.9.2
MURO VERTICAL
SEGÚN REQUERIMIENTO
ALTURA DE MURO SIN SOPORTE DEL PRIMER PISO 10 FT MÁXIMO
CORTE TRANSVERSAL A TRAVÉS DE MURO PLANO O NÚCLEO VERTICAL DE MURO TIPO WAFFLE O DE REJILLA
Para SI: 1 pie = 304.8 mm.
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTO.
CONSTRUCCIÓN DE MURO
FIGURA R608.6(4)—MURO DE CONCRETO SOBRE NIVEL SOPORTADO EN LOSA MONOLÍTICA SOBRE CIMENTACIÓN EN TIERRA
AISLAMIENTO SEGÚN REQUERIMIENTO
12 IN.
MÍNIMO
CORTE TRANSVERSAL A TRAVÉS DE MURO PLANO O NÚCLEO VERTICAL DE MURO TIPO WAFFLE O DE REJILLA
Para SI: 1 pie = 304.8 mm.
6-118 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTO.
CONSTRUCCIÓN DE MURO
| TABLE R608.6(1)—MINIMUM VERTICAL REINFORCEMENT FOR FLAT ABOVE-GRADE WALLSa, b, c, d, e | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 |
|---|---|---|---|---|---|---|---|---|---|---|---|
| ** MAXIMUM** WIND SPEED (mph) |
** MAXIMUM** WIND SPEED (mph) |
** MAXIMUM** WIND SPEED (mph) |
** MAXIMUM** UNSUPPORTED WALL HEIGHT PER STORY (feet) |
** MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING** (inches)f, g |
** MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING** (inches)f, g |
** MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING** (inches)f, g |
** MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING** (inches)f, g |
** MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING** (inches)f, g |
** MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING** (inches)f, g |
** MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING** (inches)f, g |
** MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING** (inches)f, g |
| ** MAXIMUM** WIND SPEED (mph) |
** MAXIMUM** WIND SPEED (mph) |
** MAXIMUM** WIND SPEED (mph) |
** MAXIMUM** UNSUPPORTED WALL HEIGHT PER STORY (feet) |
** Nominalh wall thickness** (inches) |
** Nominalh wall thickness** (inches) |
** Nominalh wall thickness** (inches) |
** Nominalh wall thickness** (inches) |
** Nominalh wall thickness** (inches) |
** Nominalh wall thickness** (inches) |
** Nominalh wall thickness** (inches) |
** Nominalh wall thickness** (inches) |
| ** Exposure category** | ** Exposure category** | ** Exposure category** | ** Exposure category** | ** 4** | ** 4** | ** 6** | ** 6** | ** 8** | ** 8** | ** 10** | ** 10** |
| ** B** | ** C** | ** D** | ** D** | ** Topi** | ** Sidei** | ** Topi** | ** Sidei** | ** Topi** | ** Sidei** | ** Topi** | ** Sidei** |
| 115 | — | — | 8 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| 115 | — | — | 9 | 4@48 | 4@39 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| 115 | — | — | 10 | 4@41 | 4@34 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| 120 | — | — | 8 | 4@48 | 4@43 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| 120 | — | — | 9 | 4@48 | 4@36 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| 120 | — | — | 10 | 4@37 | 4@34 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| 130 | 110 | — | 8 | 4@48 | 4@38 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| 130 | 110 | — | 9 | 4@39 | 4@34 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| 130 | 110 | — | 10 | 4@34 | 4@34 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| 140 | 119 | 110 | 8 | 4@43 | 4@34 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| 140 | 119 | 110 | 9 | 4@34 | 4@34 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| 140 | 119 | 110 | 10 | 4@34 | 4@31 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| 150 | 127 | 117 | 8 | 4@37 | 4@34 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| 150 | 127 | 117 | 9 | 4@34 | 4@33 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| 150 | 127 | 117 | 10 | 4@31 | 4@27 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| 160 | 136 | 125 | 8 | 4@34 | 4@34 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| 160 | 136 | 125 | 9 | 4@34 | 4@29 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| 160 | 136 | 125 | 10 | 4@27 | 4@24 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for tolerances on nominal thicknesses. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for tolerances on nominal thicknesses. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for tolerances on nominal thicknesses. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for tolerances on nominal thicknesses. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for tolerances on nominal thicknesses. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for tolerances on nominal thicknesses. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for tolerances on nominal thicknesses. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for tolerances on nominal thicknesses. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for tolerances on nominal thicknesses. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for tolerances on nominal thicknesses. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for tolerances on nominal thicknesses. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for tolerances on nominal thicknesses. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.6(2)—MINIMUM VERTICAL REINFORCEMENT FOR WAFFLE-GRID ABOVE-GRADE WALLSa, b, c, d, e | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 |
|---|---|---|---|---|---|---|---|
| ** MAXIMUM WIND SPEED** (mph) |
** MAXIMUM WIND SPEED** (mph) |
** MAXIMUM WIND SPEED** (mph) |
** MAXIMUM** UNSUPPORTED WALL HEIGHT PER STORY (feet) |
** MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING** (inches)f, g |
** MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING** (inches)f, g |
** MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING** (inches)f, g |
** MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING** (inches)f, g |
| ** MAXIMUM WIND SPEED** (mph) |
** MAXIMUM WIND SPEED** (mph) |
** MAXIMUM WIND SPEED** (mph) |
** MAXIMUM** UNSUPPORTED WALL HEIGHT PER STORY (feet) |
** Nominalh wall thickness** (inches) |
** Nominalh wall thickness** (inches) |
** Nominalh wall thickness** (inches) |
** Nominalh wall thickness** (inches) |
| ** Exposure category** | ** Exposure category** | ** Exposure category** | ** Exposure category** | ** 6** | ** 6** | ** 8** | ** 8** |
| ** B** | ** C** | ** D** | ** D** | ** Topi** | ** Sidei** | ** Topi** | ** Sidei** |
| 115 | — | — | 8 | 4@48 | 4@48 | 4@48 | 4@48 |
| 115 | — | — | 9 | 4@48 | 5@43 | 4@48 | 4@48 |
| 115 | — | — | 10 | 5@47 | 5@37 | 4@48 | 4@48 |
| 120 | — | — | 8 | 4@48 | 5@48 | 4@48 | 4@48 |
| 120 | — | — | 9 | 4@48 | 5@40 | 4@48 | 4@48 |
| 120 | — | — | 10 | 5@43 | 5@37 | 4@48 | 4@48 |
| 130 | 110 | — | 8 | 4@48 | 5@42 | 4@48 | 4@48 |
| 130 | 110 | — | 9 | 5@45 | 5@37 | 4@48 | 4@48 |
| 130 | 110 | — | 10 | 5@37 | 5@37 | 4@48 | 4@48 |
| 140 | 119 | 110 | 8 | 4@48 | 5@38 | 4@48 | 4@48 |
| 140 | 119 | 110 | 9 | 5@39 | 5@37 | 4@48 | 4@48 |
| 140 | 119 | 110 | 10 | 5@37 | 5@35 | 4@48 | 4@48 |
| 150 | 127 | 117 | 8 | 5@43 | 5@37 | 4@48 | 4@48 |
| 150 | 127 | 117 | 9 | 5@37 | 5@37 | 4@48 | 4@48 |
| 150 | 127 | 117 | 10 | 5@36 | 6@44 | 4@48 | 4@48 |
| 160 | 136 | 125 | 8 | 5@38 | 5@37 | 4@48 | 4@48 |
| 160 | 136 | 125 | 9 | 5@37 | 6@47 | 4@48 | 4@48 |
| 160 | 136 | 125 | 10 | 6@45 | 6@39 | 4@48 | 6@46 |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole- number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls and where floor framing members span parallel to the wall, the “Top” bearing condition is permitted to be used. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole- number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls and where floor framing members span parallel to the wall, the “Top” bearing condition is permitted to be used. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole- number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls and where floor framing members span parallel to the wall, the “Top” bearing condition is permitted to be used. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole- number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls and where floor framing members span parallel to the wall, the “Top” bearing condition is permitted to be used. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole- number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls and where floor framing members span parallel to the wall, the “Top” bearing condition is permitted to be used. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole- number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls and where floor framing members span parallel to the wall, the “Top” bearing condition is permitted to be used. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole- number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls and where floor framing members span parallel to the wall, the “Top” bearing condition is permitted to be used. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole- number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls and where floor framing members span parallel to the wall, the “Top” bearing condition is permitted to be used. |
6-120 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.6(3)—MINIMUM VERTICAL REINFORCEMENT FOR 6-INCH SCREEN-GRID ABOVE-GRADE WALLSa, b, c, d, e | Col2 | Col3 | Col4 | Col5 | Col6 |
|---|---|---|---|---|---|
| ** MAXIMUM WIND SPEED** (mph) |
** MAXIMUM WIND SPEED** (mph) |
** MAXIMUM WIND SPEED** (mph) |
** MAXIMUM** UNSUPPORTED WALL HEIGHT PER STORY (feet) |
** MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING** (inches)f, g |
** MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING** (inches)f, g |
| ** MAXIMUM WIND SPEED** (mph) |
** MAXIMUM WIND SPEED** (mph) |
** MAXIMUM WIND SPEED** (mph) |
** MAXIMUM** UNSUPPORTED WALL HEIGHT PER STORY (feet) |
** Nominalh wall thickness** (inches) |
** Nominalh wall thickness** (inches) |
| ** Exposure category** | ** Exposure category** | ** Exposure category** | ** Exposure category** | ** 6** | ** 6** |
| ** B** | ** C** | ** D** | ** D** | ** Topi** | ** Sidei** |
| 115 | — | — | 8 | 4@48 | 4@48 |
| 115 | — | — | 9 | 4@48 | 5@41 |
| 115 | — | — | 10 | 4@48 | 6@48 |
| 120 | — | — | 8 | 4@48 | 4@48 |
| 120 | — | — | 9 | 4@48 | 5@38 |
| 120 | — | — | 10 | 5@42 | 6@48 |
| 130 | 110 | — | 8 | 4@48 | 5@41 |
| 130 | 110 | — | 9 | 5@44 | 6@48 |
| 130 | 110 | — | 10 | 5@35 | 6@48 |
| 140 | 119 | 110 | 8 | 4@48 | 5@36 |
| 140 | 119 | 110 | 9 | 5@38 | 6@48 |
| 140 | 119 | 110 | 10 | 6@48 | 6@48 |
| 150 | 127 | 117 | 8 | 5@42 | 6@48 |
| 150 | 127 | 117 | 9 | 6@48 | 6@48 |
| 150 | 127 | 117 | 10 | 6@48 | 6@42 |
| 160 | 136 | 125 | 8 | 5@37 | 6@48 |
| 160 | 136 | 125 | 9 | 6@48 | 6@45 |
| 160 | 136 | 125 | 10 | 6@44 | 6@38 |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole- number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing wall and where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole- number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing wall and where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole- number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing wall and where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole- number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing wall and where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole- number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing wall and where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the unsupported height of the wall in inches. e. Interpolation is not permitted. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole- number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. i. “Top” means gravity load from roof or floor construction bears on top of wall. “Side” means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing wall and where floor framing members span parallel to the wall, use of the “Top” bearing condition is permitted. |
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.6(4)—MINIMUM VERTICAL REINFORCEMENT FOR FLAT, WAFFLE- AND SCREEN-GRID ABOVE-GRADE WALLS DESIGNED CONTINUOUS WITH FOUNDATION STEM WALLSa, b, c, d, e, k |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 | Col13 |
|---|---|---|---|---|---|---|---|---|---|---|---|---|
| MAXIMUM WIND SPEED (mph) |
MAXIMUM WIND SPEED (mph) |
MAXIMUM WIND SPEED (mph) |
HEIGHT OF STEM WALLh, i (feet) |
MAXIMUM DESIGN LATERAL SOIL LOAD (psf/ft) |
MAXIMUM UNSUPPORTED HEIGHT OF ABOVE-GRADE WALL (feet) |
MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)f, g |
MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)f, g |
MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)f, g |
MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)f, g |
MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)f, g |
MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)f, g |
MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)f, g |
| MAXIMUM WIND SPEED (mph) |
MAXIMUM WIND SPEED (mph) |
MAXIMUM WIND SPEED (mph) |
HEIGHT OF STEM WALLh, i (feet) |
MAXIMUM DESIGN LATERAL SOIL LOAD (psf/ft) |
MAXIMUM UNSUPPORTED HEIGHT OF ABOVE-GRADE WALL (feet) |
Wall type and nominal thicknessj (inches) |
Wall type and nominal thicknessj (inches) |
Wall type and nominal thicknessj (inches) |
Wall type and nominal thicknessj (inches) |
Wall type and nominal thicknessj (inches) |
Wall type and nominal thicknessj (inches) |
Wall type and nominal thicknessj (inches) |
| Exposure category |
Exposure category |
Exposure category |
Exposure category |
Exposure category |
Exposure category |
Flat | Flat | Flat | Flat | Waffle | Waffle | Screen |
| B | C | D | D | D | D | 4 | 6 | 8 | 10 | 6 | 8 | 6 |
| 115 | — | — | 3 | 30 | 8 | 4@30 | 4@48 | 4@48 | 4@48 | 4@22 | 4@26 | 4@21 |
| 115 | — | — | 3 | 30 | 10 | 4@23 | 5@43 | 4@48 | 4@48 | 4@17 | 4@20 | 4@16 |
| 115 | — | — | 3 | 60 | 10 | 4@19 | 5@37 | 4@48 | 4@48 | 4@14 | 4@17 | 4@14 |
| 115 | — | — | 6 | 30 | 10 | DR | 5@21 | 6@35 | 4@48 | DR | 4@10 | DR |
| 115 | — | — | 6 | 60 | 10 | DR | 5@12 | 6@25 | 6@28 | DR | DR | DR |
| 120 | — | — | 3 | 30 | 8 | 4@28 | 4@48 | 4@48 | 4@48 | 4@21 | 4@48 | 4@20 |
| 120 | — | — | 3 | 30 | 10 | 4@22 | 5@41 | 4@48 | 4@48 | 4@16 | 4@19 | 4@15 |
| 120 | — | — | 3 | 60 | 10 | 4@18 | 5@35 | 4@48 | 4@48 | 4@14 | 4@17 | 4@13 |
| 120 | — | — | 6 | 30 | 10 | DR | 5@21 | 6@35 | 4@48 | DR | 4@10 | DR |
| 120 | — | — | 6 | 60 | 10 | DR | 5@12 | 6@25 | 6@28 | DR | DR | DR |
| 130 | 110 | — | 3 | 30 | 8 | 4@25 | 4@48 | 4@48 | 4@48 | 4@18 | 4@22 | 4@18 |
| 130 | 110 | — | 3 | 30 | 10 | 4@19 | 5@36 | 4@48 | 4@48 | 4@14 | 4@17 | 4@13 |
| 130 | 110 | — | 6 | 60 | 10 | 4@16 | 5@34 | 4@48 | 4@48 | 4@12 | 4@17 | 4@12 |
| 130 | 110 | — | 6 | 30 | 10 | DR | 5@19 | 6@35 | 4@48 | DR | 4@9 | DR |
| 130 | 110 | — | 6 | 60 | 10 | DR | 5@12 | 6@24 | 6@28 | DR | DR | DR |
| 140 | 119 | 110 | 3 | 30 | 8 | 4@22 | 5@42 | 4@48 | 4@48 | 4@16 | 4@20 | 4@16 |
| 140 | 119 | 110 | 3 | 30 | 10 | 4@17 | 5@34 | 4@48 | 4@48 | 4@21 | 4@17 | 4@12 |
| 140 | 119 | 110 | 3 | 60 | 10 | 4@15 | 5@34 | 4@48 | 4@48 | 4@11 | 4@17 | 4@10 |
| 140 | 119 | 110 | 6 | 30 | 10 | DR | 5@18 | 6@35 | 6@35 | DR | 4@48 | DR |
| 140 | 119 | 110 | 6 | 60 | 10 | DR | 5@11 | 6@23 | 6@28 | DR | DR | DR |
| 150 | 127 | 117 | 3 | 30 | 8 | 4@20 | 5@37 | 4@48 | 4@48 | 4@15 | 4@18 | 4@14 |
| 150 | 127 | 117 | 3 | 30 | 10 | 4@15 | 5@34 | 4@48 | 4@48 | 4@11 | 4@17 | 4@11 |
| 150 | 127 | 117 | 3 | 60 | 10 | 4@13 | 5@34 | 4@48 | 4@48 | 4@10 | 4@16 | 4@9 |
| 150 | 127 | 117 | 6 | 30 | 10 | DR | 5@17 | 6@33 | 6@32 | DR | 4@8 | DR |
| 150 | 127 | 117 | 6 | 60 | 10 | DR | DR | 6@22 | 6@28 | DR | DR | DR |
| 160 | 136 | 125 | 3 | 30 | 8 | 4@18 | 5@34 | 4@48 | 4@48 | 4@13 | 4@17 | 4@13 |
| 160 | 136 | 125 | 3 | 30 | 10 | 4@13 | 5@34 | 4@48 | 4@48 | 4@10 | 4@16 | 4@9 |
| 160 | 136 | 125 | 3 | 60 | 10 | 4@11 | 5@31 | 6@45 | 4@48 | 4@9 | 4@14 | 4@8 |
| 160 | 136 | 125 | 6 | 30 | 10 | DR | 5@15 | 6@31 | 6@30 | DR | 4@7 | DR |
| 160 | 136 | 125 | 6 | 60 | 10 | DR | DR | 6@21 | 6@27 | DR | DR | DR |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. DR = Design Required. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall. e. Interpolation is not permitted. For intermediate values of basic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next higher value. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. In waffle and screen-grid walls where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground. i. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing the top of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction. j. See Table R608.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle-and screen-grid walls. k. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R608.6(1), R608.6(2) and R608.6(3). |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. DR = Design Required. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall. e. Interpolation is not permitted. For intermediate values of basic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next higher value. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. In waffle and screen-grid walls where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground. i. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing the top of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction. j. See Table R608.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle-and screen-grid walls. k. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R608.6(1), R608.6(2) and R608.6(3). |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. DR = Design Required. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall. e. Interpolation is not permitted. For intermediate values of basic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next higher value. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. In waffle and screen-grid walls where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground. i. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing the top of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction. j. See Table R608.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle-and screen-grid walls. k. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R608.6(1), R608.6(2) and R608.6(3). |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. DR = Design Required. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall. e. Interpolation is not permitted. For intermediate values of basic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next higher value. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. In waffle and screen-grid walls where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground. i. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing the top of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction. j. See Table R608.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle-and screen-grid walls. k. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R608.6(1), R608.6(2) and R608.6(3). |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. DR = Design Required. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall. e. Interpolation is not permitted. For intermediate values of basic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next higher value. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. In waffle and screen-grid walls where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground. i. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing the top of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction. j. See Table R608.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle-and screen-grid walls. k. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R608.6(1), R608.6(2) and R608.6(3). |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. DR = Design Required. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall. e. Interpolation is not permitted. For intermediate values of basic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next higher value. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. In waffle and screen-grid walls where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground. i. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing the top of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction. j. See Table R608.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle-and screen-grid walls. k. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R608.6(1), R608.6(2) and R608.6(3). |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. DR = Design Required. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall. e. Interpolation is not permitted. For intermediate values of basic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next higher value. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. In waffle and screen-grid walls where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground. i. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing the top of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction. j. See Table R608.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle-and screen-grid walls. k. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R608.6(1), R608.6(2) and R608.6(3). |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. DR = Design Required. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall. e. Interpolation is not permitted. For intermediate values of basic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next higher value. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. In waffle and screen-grid walls where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground. i. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing the top of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction. j. See Table R608.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle-and screen-grid walls. k. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R608.6(1), R608.6(2) and R608.6(3). |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. DR = Design Required. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall. e. Interpolation is not permitted. For intermediate values of basic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next higher value. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. In waffle and screen-grid walls where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground. i. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing the top of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction. j. See Table R608.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle-and screen-grid walls. k. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R608.6(1), R608.6(2) and R608.6(3). |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. DR = Design Required. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall. e. Interpolation is not permitted. For intermediate values of basic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next higher value. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. In waffle and screen-grid walls where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground. i. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing the top of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction. j. See Table R608.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle-and screen-grid walls. k. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R608.6(1), R608.6(2) and R608.6(3). |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. DR = Design Required. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall. e. Interpolation is not permitted. For intermediate values of basic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next higher value. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. In waffle and screen-grid walls where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground. i. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing the top of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction. j. See Table R608.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle-and screen-grid walls. k. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R608.6(1), R608.6(2) and R608.6(3). |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. DR = Design Required. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall. e. Interpolation is not permitted. For intermediate values of basic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next higher value. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. In waffle and screen-grid walls where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground. i. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing the top of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction. j. See Table R608.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle-and screen-grid walls. k. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R608.6(1), R608.6(2) and R608.6(3). |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m2. DR = Design Required. a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. c. See Section R608.6.5 for location of reinforcement in wall. d. Deflection criterion is_L_/240, where_L_ is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall. e. Interpolation is not permitted. For intermediate values of basic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next higher value. f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. In waffle and screen-grid walls where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches such as, 12, 24, 36 and 48, that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). h. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground. i. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing the top of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction. j. See Table R608.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle-and screen-grid walls. k. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R608.6(1), R608.6(2) and R608.6(3). |
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CONSTRUCCIÓN DE MUROS
R608.6.1 General. El espesor mínimo de muros portantes y no portantes sobre el nivel del suelo y el refuerzo será el establecido en la tabla correspondiente de esta sección según el tipo de encofrado de muro que se vaya a utilizar. El muro deberá diseñarse conforme a ACI 318 cuando el muro o edificio no esté dentro de las limitaciones de la Sección R608.2, cuando el diseño sea requerido por las tablas de esta sección o cuando el muro no esté dentro del alcance de las tablas de esta sección.
Los muros de concreto sobre el nivel del suelo deberán construirse conforme a esta sección y a la Figura R608.6(1), R608.6(2), R608.6(3) o R608.6(4). Los muros de concreto sobre el nivel del suelo que sean continuos con muros de cimentación y que no estén lateralmente apoyados por la losa sobre el terreno deberán diseñarse y construirse conforme a esta sección. Los muros de concreto deberán apoyarse sobre muros de cimentación continuos o losas sobre el terreno que sean monolíticas con el zapato conforme a la Sección R403. La longitud mínima de muro macizo sin aberturas será conforme a la Sección R608.7. El refuerzo alrededor de aberturas, incluidos los dinteles, será conforme a la Sección R608.8. El soporte lateral para muros sobre el nivel del suelo en la dirección fuera del plano será proporcionado por conexiones al sistema de estructura del piso, si aplica, y a los sistemas de estructura del techo y cielo raso conforme a la Sección R608.9. El espesor del muro será igual o mayor que el espesor del muro en el piso superior.
R608.6.2 Refuerzo de muro para viento. El refuerzo vertical del muro para resistencia a fuerzas de viento fuera del plano se determinará según la Tabla R608.6(1), R608.6(2), R608.6(3) o R608.6(4). Para el diseño de muros no portantes, en las Tablas R608.6(1), R608.6(2) y R608.6(3) se usará la columna apropiada etiquetada como “Superior.” (ver Secciones R608.7.2.2.2 y R608.7.2.2.3). Habrá una barra vertical en las esquinas de muros exteriores. A menos que se requiera más refuerzo horizontal conforme a la Sección R608.7.2.2.1, el refuerzo horizontal mínimo será de cuatro barras No. 4 [Grado 40 (280 MPa)] colocadas de la siguiente manera: barra superior dentro de 12 pulgadas (305 mm) de la parte superior del muro, barra inferior dentro de 12 pulgadas (305 mm) del piso terminado y una barra aproximadamente a un tercio y dos tercios de la altura del muro.
R608.6.3 Continuidad del refuerzo del muro entre pisos. El refuerzo vertical requerido por esta sección será continuo entre los elementos que proporcionen soporte lateral para el muro. El refuerzo en el muro del piso superior será continuo con el refuerzo en el muro del piso inferior, o con el muro de cimentación, si aplica. Las empalmes de solape, cuando sean requeridos, cumplirán con la Sección R608.5.4.3 y la Figura R608.5.4(1). Cuando el muro sobre el nivel del suelo esté apoyado por una losa monolítica sobre el terreno y zapata, barras de anclaje con tamaño y espaciamiento que coincidan con el refuerzo vertical del muro de concreto sobre el nivel del suelo se insertarán en la losa monolítica sobre el terreno y zapata la distancia requerida para desarrollar la barra en tensión conforme a la Sección R608.5.4.4 y la Figura R608.5.4(2) y se empalmarán con el refuerzo del muro sobre el nivel del suelo conforme a la Sección R608.5.4.3 y la Figura R608.5.4(1).
Cuando una junta de construcción en el muro esté ubicada por debajo del nivel del piso y a menos distancia que la requerida para desarrollar la barra en tensión, la distancia requerida para desarrollar la barra en tensión se medirá desde la parte superior del concreto debajo de la junta. Ver Sección R608.5.5.
Excepción: Cuando el refuerzo en el muro superior no pueda hacerse continuo con el refuerzo en el muro inferior, la parte inferior del refuerzo en el muro superior se terminará conforme a una de las siguientes opciones:
- Extenderse por debajo de la parte superior del piso la distancia requerida para desarrollar la barra en tensión conforme a la Sección R608.5.4.4 y la Figura R608.5.4(2).
- Empalmarse con solape conforme a la Sección R608.5.4.3 y la Figura R608.5.4(1) con una barra de anclaje que se extienda hacia el muro inferior la distancia requerida para desarrollar la barra en tensión conforme a la Sección R608.5.4.4 y la Figura R608.5.4(2).
R608.6.4 Terminación del refuerzo. Cuando se indique en los puntos 1 a 3, el refuerzo vertical del muro en el piso más alto con muros de concreto se terminará con un gancho estándar de 90 grados (1.57 rad) que cumpla con la Sección R608.5.4.5 y la Figura R608.5.4(3).
- Barras verticales adyacentes a aberturas de puertas y ventanas requeridas por la Sección R608.8.1.2.
- Barras verticales en los extremos de segmentos de muro macizo requeridos (ver Sección R608.7.2.2.2).
- Barras verticales (que no sean barras de extremo, ver punto 2) usadas como refuerzo a corte en segmentos de muro macizo requeridos donde el factor de reducción para la resistencia de diseño, R 3 , usado se basa en que el muro tenga refuerzo horizontal y vertical a corte (ver Sección R608.7.2.2.3).
La extensión de la barra del gancho se orientará paralela al refuerzo horizontal del muro y estará dentro de 4 pulgadas (102 mm) de la parte superior del muro.
El refuerzo horizontal será continuo alrededor de las esquinas del edificio doblando una de las barras y empalmándola con la barra en el otro muro conforme a la Sección R608.5.4.3 y la Figura R608.5.4(1).
En segmentos de muro macizo requeridos donde el factor de reducción para la resistencia de diseño, R 3, se basa en que el muro tenga refuerzo horizontal y vertical a corte conforme a la Sección R608.7.2.2.1, el refuerzo horizontal del muro se terminará con un gancho estándar que cumpla con la Sección R608.5.4.5 y la Figura R608.5.4(3) o en un empalme con solape, excepto en las esquinas donde el refuerzo será continuo según lo requerido.
Excepción: En lugar de doblar el refuerzo horizontal en las esquinas, se permitirán barras de refuerzo dobladas por separado siempre que la barra doblada se empalme con solape con el refuerzo horizontal en ambos muros conforme a la Sección R608.5.4.3 y la Figura R608.5.4(1).
R608.6.5 Ubicación del refuerzo en el muro. Excepto para el refuerzo vertical en los extremos de segmentos de muro macizo requeridos, que se ubicará según lo requerido por la Sección R608.7.2.2.2, la ubicación del refuerzo vertical no variará del centro del
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CONSTRUCCIÓN DE MUROS
muro en más del mayor de 10 por ciento del espesor del muro y [3] / 8 de pulgada (10 mm). El refuerzo horizontal y vertical se ubicará para proporcionar no menos que la cobertura mínima requerida por la Sección R608.5.4.1.
R608.7 Muros macizos para resistencia a fuerzas laterales. ¶
R608.7 Muros macizos para resistencia a fuerzas laterales.
R608.7.1 Longitud del muro macizo. Cada línea de muro exterior en cada piso deberá tener una longitud total de muro macizo requerida por la Sección R608.7.1.1. Un muro macizo es una sección de muro plano, de celosía tipo waffle o de celosía tipo pantalla, que se extiende a toda la altura del piso sin aberturas ni penetraciones, excepto las permitidas por la Sección R608.7.2. Los segmentos de muro macizo que contribuyan a la longitud total del muro macizo deberán cumplir con la Sección R608.7.2.
R608.7.1.1 Longitud del muro macizo para viento. Los edificios deberán tener muros macizos en cada línea de muro extremo exterior (el lado de un edificio que es paralelo al vano de la estructura del techo o piso) y línea de muro lateral (el lado de un edificio que es perpendicular al vano de la estructura del techo o piso) para resistir fuerzas laterales de viento en el plano. La velocidad básica de viento apropiada para el sitio y la categoría de exposición deberán usarse en las Tablas R608.7.1.1(1) a (3) para determinar la longitud total no reducida, UR, de muro macizo requerida en cada línea de muro extremo exterior y línea de muro lateral. Para edificios con una altura media del techo menor a 35 pies (10 668 mm), los valores no reducidos determinados a partir de las Tablas R608.7.1.1(1) a (3) podrán reducirse multiplicando por el factor aplicable, R 1, de la Tabla R608.7.1.1(4); sin embargo, los valores reducidos no deberán ser menores que los valores mínimos en las Tablas R608.7.1.1(1) a (3). Cuando la altura del piso a techo de un piso sea menor a 10 pies (3048 mm), los valores no reducidos determinados a partir de las Tablas R608.7.1.1(1) a (3), incluidos los valores mínimos, podrán reducirse multiplicando por el factor aplicable, R 2, de la Tabla R608.7.1.1(5). Para considerar diferentes resistencias de diseño que las asumidas en la determinación de los valores en las Tablas R608.7.1.1(1) a (3), las longitudes no reducidas determinadas a partir de las Tablas R608.7.1.1(1) a (3), incluidos los valores mínimos, podrán reducirse multiplicando por el factor aplicable, R 3, de la Tabla R608.7.1.1(6). Las reducciones permitidas por las Tablas R608.7.1.1(4), R608.7.1.1(5) y R608.7.1.1(6) son acumulativas.
La longitud total de segmentos de muro macizo, TL, en una línea de muro que cumpla con los requisitos mínimos de longitud de la Sección R608.7.2.1 [ver Figura R608.7.1.1(1)] deberá ser igual o mayor que el producto de la longitud no reducida de muro macizo de las Tablas R608.7.1.1(1) a (3), UR, y los factores de reducción aplicables, si los hay, de las Tablas R608.7.1.1(4), R608.7.1.1(5) y R608.7.1.1(6) según lo indicado en la Ecuación 6-1.
Ecuación 6-1 TL ≥ R 1 × R 2 × R 3 × UR
donde:
TL = Longitud total de segmentos de muro macizo en una línea de muro que cumple con la Sección R608.7.2.1 [ver Figura R608.7.1.1(1)].
R 1 = 1.0 o factor de reducción para altura media del techo según la Tabla R608.7.1.1(4). R 2 = 1.0 o factor de reducción para altura de muro de piso a techo según la Tabla R608.7.1.1(5). R 3 = 1.0 o factor de reducción para resistencia de diseño según la Tabla R608.7.1.1(6). UR = Longitud no reducida de muro macizo de las Tablas R608.7.1.1(1) a (3).
La longitud total de muro macizo en una línea de muro, TL, no deberá ser menor que la proporcionada por dos segmentos de muro macizo que cumplan con los requisitos mínimos de longitud de la Sección R608.7.2.1.
Para facilitar la determinación del espesor requerido del muro, tipo de muro, número y grado de barras verticales en cada extremo de cada segmento de muro macizo, y si se requiere refuerzo para cortante, se permite el uso de la Ecuación 6-2.
Ecuación 6-2
R 3 ≤ ------------------------------ TL R 1 × R 2 × UR
Después de determinar el valor máximo permitido del factor de reducción para resistencia de diseño, R 3, de acuerdo con la Ecuación 6-2, seleccione un tipo de muro de la Tabla R608.7.1.1(6) con R 3 menor o igual al valor calculado.
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VIENTO PERPENDICULAR A LA CUMBRERA
VIENTO
PARALELO A LA CUMBRERA
CONSTRUCCIÓN DE MUROS
FIGURA R608.7.1.1(1)—LONGITUD MÍNIMA DE MURO MACIZO
UN PISO O PISO SUPERIOR DE DOS PISOS
[TABLA R608.7.1.1(2)]
PRIMER PISO DE DOS PISOS
[TABLA R608.7.1.1(1)]
UN PISO O PISO SUPERIOR DE DOS PISOS
[TABLA R608.7.1.1(3)]
PRIMER PISO DE DOS PISOS
[TABLA R608.7.1.1(3)]
APLICABLE A LAS ECUACIONES DE LONGITUD MÍNIMA DE MURO MACIZO VER SECCIÓN R608.7.2
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CONSTRUCCIÓN DE MUROS
FIGURA R608.7.1.1(2)—DETALLE DE DISTRIBUCIÓN DE REFUERZO VERTICAL
| DETAIL NO. |
NOM. WALL THICKNESS, IN. |
REINFORCEMENT LAYOUT AT ENDS OF SOLID WALL SEGMENTS |
NOTES |
|---|---|---|---|
| 1 | 4 | 3 inch Max. Typical 2 inch Typical |
For SI: 1 inch = 25.4 mm. 1. See Table R608.7.1.1(6) for use of details. 2. Minimum length of solid wall segment and size and grade of reinforcement in each end of each solid wall segment shall be determined from Table R608.7.1.1(6). 3. For minimum cover requirements, see Section R608.5.4.1. 4. For details 3 - 8 where two or more bars are in the same row parallel to the end of the segment, place bars so that corner bars are as close to the sides of the wall segments as minimum cover requirements of Section R608.5.4.1 will permit. 5. For waffle- and screen-grid walls, each end of each solid wall segment shall have rectangular flanges. In the through-the-wall dimension, the flange shall be not less than 5½ inches for 6-inch nominal waffle- and screen-grid forms, and not less than 7½ inches for 8-inch nominal waffle- grid forms. In the in-plane dimension, flanges shall be long enough to accommodate the vertical reinforcement required by the layout detail selected and provide the cover required by Section R608.5.4.1. If necessary to achieve the required dimensions, form material shall be removed or flat wall forms are permitted. See Table R608.7.1.1(6), Note e. |
| 2 | 4 | ||
| 3 | 8 6 10 |
||
| 4 | 6 | ||
| 5 | 8 | 1 inch Min. clear spacing Typical | 1 inch Min. clear spacing Typical |
| 6 | 8 | ||
| 7 | 10 | ||
| 8 | 10 | * For minimum cover see Section R608.5.4.1 |
* For minimum cover see Section R608.5.4.1 |
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ZAPATA
CONSTRUCCIÓN DE MUROS
FIGURA R608.7.1.1(3)—REFUERZO VERTICAL DE MURO ADYACENTE A ABERTURAS EN MUROS
REFUERZO VERTICAL DEL MURO
AL FINAL DEL SEGMENTO DE MURO SÓLIDO.
ALTURA DEL MURO
POR DEBAJO DE LA
ABERTURA ADYACENTE
MÁS BAJA
QUE LA REQUERIDA
POR LA SECCIÓN
R608.7.2.2.2
REFUERZO VERTICAL EXTENDIDO TAMBIÉN, VER FIGURA R608.8(1) O ANCLADO A LA CIMENTACIÓN CUANDO
LA ALTURA DEL MURO POR DEBAJO DE LA ABERTURA ES MENOR
QUE LA REQUERIDA POR LA SECCIÓN R608.7.2.2.2
| TABLE R608.7.1.1(1)—UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE ONE STORY OR TOP STORY OF TWO STORYa, c, d, e, f, g |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 |
|---|---|---|---|---|---|---|---|---|---|
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE **(feet) |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** 115B** | ** 120B** | ** 130B** | ** 140B** | ** 150B** | ** 160B** | ** Minimumb** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** —** | ** —** | ** 110C** | ** 119C** | ** 127C** | ** 136C** | ** 136C** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** —** | ** —** | ** —** | ** 110D** | ** 117D** | ** 125D** | ** 125D** |
| 15 | 15 | < 1:12 | 1.03 | 1.12 | 1.32 | 1.53 | 1.76 | 2.00 | 0.92 |
| 15 | 15 | 5:12 | 1.43 | 1.56 | 1.83 | 2.12 | 2.43 | 2.77 | 1.15 |
| 15 | 15 | 7:12 | 2.00 | 2.18 | 2.56 | 2.97 | 3.41 | 3.88 | 1.25 |
| 15 | 15 | 12:12 | 3.20 | 3.48 | 4.09 | 4.74 | 5.44 | 6.19 | 1.54 |
| 15 | 30 | < 1:12 | 1.03 | 1.12 | 1.32 | 1.53 | 1.76 | 2.00 | 0.98 |
| 15 | 30 | 5:12 | 1.43 | 1.56 | 1.83 | 2.12 | 2.43 | 2.77 | 1.43 |
| 15 | 30 | 7:12 | 2.78 | 3.03 | 3.56 | 4.13 | 4.74 | 5.39 | 1.64 |
| 15 | 30 | 12:12 | 5.17 | 5.63 | 6.61 | 7.67 | 8.80 | 10.01 | 2.21 |
| 15 | 45 | < 1:12 | 1.03 | 1.12 | 1.32 | 1.53 | 1.76 | 2.00 | 1.04 |
| 15 | 45 | 5:12 | 1.43 | 1.56 | 1.83 | 2.12 | 2.43 | 2.77 | 1.72 |
| 15 | 45 | 7:12 | 3.57 | 3.88 | 4.56 | 5.28 | 6.07 | 6.90 | 2.03 |
| 15 | 45 | 12:12 | 7.15 | 7.78 | 9.13 | 10.59 | 12.16 | 13.84 | 2.89 |
| 15 | 60 | < 1:12 | 1.03 | 1.12 | 1.32 | 1.53 | 1.76 | 2.00 | 1.09 |
| 15 | 60 | 5:12 | 1.43 | 1.56 | 1.83 | 2.12 | 2.43 | 2.77 | 2.01 |
| 15 | 60 | 7:12 | 4.35 | 4.73 | 5.55 | 6.44 | 7.39 | 8.41 | 2.42 |
| 15 | 60 | 12:12 | 9.12 | 9.93 | 11.66 | 13.52 | 15.52 | 17.66 | 3.57 |
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.7.1.1(1)—UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE ONE STORY OR TOP STORY OF TWO STORYa, c, d, e, f, g—continued |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 |
|---|---|---|---|---|---|---|---|---|---|
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE **(feet) |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** 115B** | ** 120B** | ** 130B** | ** 140B** | ** 150B** | ** 160B** | ** Minimumb** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** —** | ** —** | ** 110C** | ** 119C** | ** 127C** | ** 136C** | ** 136C** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** —** | ** —** | ** —** | ** 110D** | ** 117D** | ** 125D** | ** 125D** |
| 30 | 15 | < 1:12 | 1.84 | 2.01 | 2.35 | 2.73 | 3.13 | 3.57 | 1.82 |
| 30 | 15 | 5:12 | 2.56 | 2.78 | 3.27 | 3.79 | 4.35 | 4.95 | 2.23 |
| 30 | 15 | 7:12 | 3.61 | 3.93 | 4.61 | 5.34 | 6.13 | 6.98 | 2.42 |
| 30 | 15 | 12:12 | 5.61 | 6.10 | 7.16 | 8.31 | 9.54 | 10.85 | 2.93 |
| 30 | 30 | < 1:12 | 1.84 | 2.01 | 2.35 | 2.73 | 3.13 | 3.57 | 1.93 |
| 30 | 30 | 5:12 | 2.56 | 2.78 | 3.27 | 3.79 | 4.35 | 4.95 | 2.75 |
| 30 | 30 | 7:12 | 4.92 | 5.35 | 6.28 | 7.29 | 8.37 | 9.52 | 3.12 |
| 30 | 30 | 12:12 | 8.92 | 9.71 | 11.39 | 13.22 | 15.17 | 17.26 | 4.14 |
| 30 | 45 | < 1:12 | 1.84 | 2.01 | 2.35 | 2.73 | 3.13 | 3.57 | 2.03 |
| 30 | 45 | 5:12 | 2.56 | 2.78 | 3.27 | 3.79 | 4.35 | 4.95 | 3.26 |
| 30 | 45 | 7:12 | 6.23 | 6.78 | 7.96 | 9.23 | 10.60 | 12.06 | 3.82 |
| 30 | 45 | 12:12 | 12.23 | 13.31 | 15.63 | 18.12 | 20.80 | 23.67 | 5.36 |
| 30 | 60 | < 1:12 | 1.84 | 2.01 | 2.35 | 2.73 | 3.13 | 3.57 | 2.14 |
| 30 | 60 | 5:12 | 2.56 | 2.78 | 3.27 | 3.79 | 4.35 | 4.95 | 3.78 |
| 30 | 60 | 7:12 | 7.54 | 8.21 | 9.64 | 11.17 | 12.83 | 14.60 | 4.52 |
| 30 | 60 | 12:12 | 15.54 | 16.92 | 19.86 | 23.03 | 26.44 | 30.08 | 6.57 |
| 60 | 15 | < 1:12 | 3.42 | 3.72 | 4.36 | 5.06 | 5.81 | 6.61 | 3.63 |
| 60 | 15 | 5:12 | 4.75 | 5.17 | 6.06 | 7.03 | 8.07 | 9.19 | 4.40 |
| 60 | 15 | 7:12 | 6.76 | 7.36 | 8.64 | 10.02 | 11.51 | 13.09 | 4.75 |
| 60 | 15 | 12:12 | 10.35 | 11.27 | 13.23 | 15.34 | 17.61 | 20.04 | 5.71 |
| 60 | 30 | < 1:12 | 3.42 | 3.72 | 4.36 | 5.06 | 5.81 | 6.61 | 3.83 |
| 60 | 30 | 5:12 | 4.75 | 5.17 | 6.06 | 7.03 | 8.07 | 9.19 | 5.37 |
| 60 | 30 | 7:12 | 9.12 | 9.93 | 11.66 | 13.52 | 15.52 | 17.66 | 6.07 |
| 60 | 30 | 12:12 | 16.30 | 17.75 | 20.83 | 24.16 | 27.73 | 31.55 | 8.00 |
| 60 | 45 | < 1:12 | 3.55 | 3.87 | 4.54 | 5.27 | 6.05 | 6.88 | 4.03 |
| 60 | 45 | 5:12 | 4.94 | 5.37 | 6.31 | 7.31 | 8.40 | 9.55 | 6.34 |
| 60 | 45 | 7:12 | 11.71 | 12.75 | 14.97 | 17.36 | 19.93 | 22.67 | 7.39 |
| 60 | 45 | 12:12 | 22.70 | 24.71 | 29.00 | 33.64 | 38.62 | 43.94 | 10.29 |
| 60 | 60 | < 1:12 | 3.68 | 4.01 | 4.71 | 5.46 | 6.27 | 7.13 | 4.23 |
| 60 | 60 | 5:12 | 5.11 | 5.57 | 6.54 | 7.58 | 8.70 | 9.90 | 7.31 |
| 60 | 60 | 7:12 | 14.38 | 15.66 | 18.37 | 21.31 | 24.46 | 27.83 | 8.71 |
| 60 | 60 | 12:12 | 29.30 | 31.90 | 37.44 | 43.42 | 49.85 | 56.72 | 12.57 |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound-force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(2) or (3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and_basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound-force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(2) or (3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and_basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound-force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(2) or (3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and_basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound-force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(2) or (3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and_basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound-force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(2) or (3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and_basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound-force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(2) or (3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and_basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound-force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(2) or (3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and_basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound-force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(2) or (3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and_basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound-force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(2) or (3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and_basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound-force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(2) or (3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and_basic wind speed, use the next higher value, or determine by interpolation. |
6-128 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.7.1.1(2)—UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE FIRST STORY OF TWO STORYa, c, d, e, f, g |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 |
|---|---|---|---|---|---|---|---|---|---|
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE** (feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE** (feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE** (feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE** (feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE** (feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE** (feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE** (feet) |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** 115B** | ** 120B** | ** 130B** | ** 140B** | ** 150B** | ** 160B** | ** Minimumb** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** —** | ** —** | ** 110C** | ** 119C** | ** 127C** | ** 136C** | ** 136C** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** —** | ** —** | ** —** | ** 110D** | ** 117D** | ** 125D** | ** 125D** |
| 15 | 15 | < 1:12 | 2.98 | 3.25 | 3.81 | 4.42 | 5.07 | 5.77 | 2.54 |
| 15 | 15 | 5:12 | 4.13 | 4.50 | 5.28 | 6.12 | 7.03 | 8.00 | 2.76 |
| 15 | 15 | 7:12 | 4.31 | 4.70 | 5.51 | 6.39 | 7.34 | 8.35 | 2.87 |
| 15 | 15 | 12:12 | 5.51 | 6.00 | 7.04 | 8.16 | 9.37 | 10.66 | 3.15 |
| 15 | 30 | < 1:12 | 2.98 | 3.25 | 3.81 | 4.42 | 5.07 | 5.77 | 2.59 |
| 15 | 30 | 5:12 | 4.13 | 4.50 | 5.28 | 6.12 | 7.03 | 8.00 | 3.05 |
| 15 | 30 | 7:12 | 5.09 | 5.55 | 6.51 | 7.55 | 8.67 | 9.86 | 3.26 |
| 15 | 30 | 12:12 | 7.48 | 8.15 | 9.56 | 11.09 | 12.73 | 14.49 | 3.83 |
| 15 | 45 | < 1:12 | 2.98 | 3.25 | 3.81 | 4.42 | 5.07 | 5.77 | 2.65 |
| 15 | 45 | 5:12 | 4.13 | 4.50 | 5.28 | 6.12 | 7.03 | 8.00 | 3.34 |
| 15 | 45 | 7:12 | 5.88 | 6.40 | 7.51 | 8.71 | 10.00 | 11.37 | 3.65 |
| 15 | 45 | 12:12 | 9.46 | 10.30 | 12.09 | 14.02 | 16.09 | 18.31 | 4.51 |
| 15 | 60 | < 1:12 | 2.98 | 3.25 | 3.81 | 4.42 | 5.07 | 5.77 | 2.71 |
| 15 | 60 | 5:12 | 4.13 | 4.50 | 5.28 | 6.12 | 7.03 | 8.00 | 3.63 |
| 15 | 60 | 7:12 | 6.66 | 7.25 | 8.51 | 9.87 | 11.32 | 12.89 | 4.04 |
| 15 | 60 | 12:12 | 11.43 | 12.45 | 14.61 | 16.94 | 19.45 | 22.13 | 5.19 |
| 30 | 15 | < 1:12 | 5.32 | 5.79 | 6.80 | 7.89 | 9.05 | 10.30 | 5.06 |
| 30 | 15 | 5:12 | 7.39 | 8.04 | 9.44 | 10.95 | 12.57 | 14.30 | 5.47 |
| 30 | 15 | 7:12 | 7.94 | 8.65 | 10.15 | 11.77 | 13.51 | 15.37 | 5.65 |
| 30 | 15 | 12:12 | 9.94 | 10.82 | 12.70 | 14.73 | 16.91 | 19.24 | 6.17 |
| 30 | 30 | < 1:12 | 5.32 | 5.79 | 6.80 | 7.89 | 9.05 | 10.30 | 5.16 |
| 30 | 30 | 5:12 | 7.39 | 8.04 | 9.44 | 10.95 | 12.57 | 14.30 | 5.98 |
| 30 | 30 | 7:12 | 9.25 | 10.07 | 11.82 | 13.71 | 15.74 | 17.91 | 6.35 |
| 30 | 30 | 12:12 | 13.25 | 14.43 | 16.93 | 19.64 | 22.54 | 25.65 | 7.38 |
| 30 | 45 | < 1:12 | 5.32 | 5.79 | 6.80 | 7.89 | 9.05 | 10.30 | 5.27 |
| 30 | 45 | 5:12 | 7.39 | 8.04 | 9.44 | 10.95 | 12.57 | 14.30 | 6.50 |
| 30 | 45 | 7:12 | 10.56 | 11.50 | 13.50 | 15.65 | 17.97 | 20.45 | 7.06 |
| 30 | 45 | 12:12 | 16.56 | 18.03 | 21.16 | 24.55 | 28.18 | 32.06 | 8.60 |
| 30 | 60 | < 1:12 | 5.32 | 5.79 | 6.80 | 7.89 | 9.05 | 10.30 | 5.38 |
| 30 | 60 | 5:12 | 7.39 | 8.04 | 9.44 | 10.95 | 12.57 | 14.30 | 7.01 |
| 30 | 60 | 7:12 | 11.87 | 12.93 | 15.17 | 17.60 | 20.20 | 22.98 | 7.76 |
| 30 | 60 | 12:12 | 19.87 | 21.64 | 25.40 | 29.45 | 33.81 | 38.47 | 9.81 |
el 18 de julio de 2025 11:14 AM (CDT) EN VIRTUD DE ELLO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.7.1.1(2)—UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE FIRST STORY OF TWO STORYa, c, d, e, f, g—continued |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 |
|---|---|---|---|---|---|---|---|---|---|
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE** (feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE** (feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE** (feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE** (feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE** (feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE** (feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE** (feet) |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** 115B** | ** 120B** | ** 130B** | ** 140B** | ** 150B** | ** 160B** | ** Minimumb** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** —** | ** —** | ** 110C** | ** 119C** | ** 127C** | ** 136C** | ** 136C** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** —** | ** —** | ** —** | ** 110D** | ** 117D** | ** 125D** | ** 125D** |
| 60 | 15 | < 1:12 | 9.87 | 10.74 | 12.61 | 14.62 | 16.79 | 19.10 | 10.10 |
| 60 | 15 | 5:12 | 13.71 | 14.93 | 17.52 | 20.32 | 23.33 | 26.54 | 10.87 |
| 60 | 15 | 7:12 | 15.08 | 16.42 | 19.27 | 22.35 | 25.66 | 29.20 | 11.22 |
| 60 | 15 | 12:12 | 18.67 | 20.33 | 23.86 | 27.67 | 31.77 | 36.14 | 12.19 |
| 60 | 30 | < 1:12 | 9.87 | 10.74 | 12.61 | 14.62 | 16.79 | 19.10 | 10.30 |
| 60 | 30 | 5:12 | 13.71 | 14.93 | 17.52 | 20.32 | 23.33 | 26.54 | 11.85 |
| 60 | 30 | 7:12 | 17.44 | 18.99 | 22.29 | 25.85 | 29.67 | 33.76 | 12.54 |
| 60 | 30 | 12:12 | 24.62 | 26.81 | 31.46 | 36.49 | 41.89 | 47.66 | 14.48 |
| 60 | 45 | < 1:12 | 10.27 | 11.18 | 13.12 | 15.21 | 17.47 | 19.87 | 10.50 |
| 60 | 45 | 5:12 | 14.26 | 15.52 | 18.22 | 21.13 | 24.26 | 27.60 | 12.82 |
| 60 | 45 | 7:12 | 20.21 | 22.01 | 25.83 | 29.95 | 34.39 | 39.12 | 13.86 |
| 60 | 45 | 12:12 | 31.20 | 33.97 | 39.87 | 46.23 | 53.07 | 60.39 | 16.76 |
| 60 | 60 | < 1:12 | 10.64 | 11.59 | 13.60 | 15.77 | 18.11 | 20.60 | 10.70 |
| 60 | 60 | 5:12 | 14.77 | 16.09 | 18.88 | 21.90 | 25.14 | 28.60 | 13.79 |
| 60 | 60 | 7:12 | 23.05 | 25.09 | 29.45 | 34.15 | 39.21 | 44.61 | 15.18 |
| 60 | 60 | 12:12 | 37.97 | 41.34 | 48.52 | 56.27 | 64.60 | 73.49 | 19.05 |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each endwall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 1016 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or R608.7.1.1(3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each endwall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 1016 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or R608.7.1.1(3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each endwall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 1016 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or R608.7.1.1(3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each endwall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 1016 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or R608.7.1.1(3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each endwall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 1016 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or R608.7.1.1(3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each endwall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 1016 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or R608.7.1.1(3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each endwall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 1016 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or R608.7.1.1(3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each endwall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 1016 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or R608.7.1.1(3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each endwall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 1016 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or R608.7.1.1(3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each endwall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 1016 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or R608.7.1.1(3), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Tables R608.7.1.1(4), R608.7.1.1(5), and R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
6-130 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.7.1.1(3)—UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR SIDEWALL FOR WIND PARALLEL TO RIDGEa, c, d, e, f, g |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 |
|---|---|---|---|---|---|---|---|---|---|
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE **(feet) |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** 115B** | ** 120B** | ** 130B** | ** 140B** | ** 150B** | ** 160B** | ** Minimumb** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** —** | ** —** | ** 110C** | ** 119C** | ** 127C** | ** 136C** | ** 136C** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** —** | ** —** | ** —** | ** 110D** | ** 117D** | ** 125D** | ** 125D** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** One story or top story of two story** | ** One story or top story of two story** | ** One story or top story of two story** | ** One story or top story of two story** | ** One story or top story of two story** | ** One story or top story of two story** | ** One story or top story of two story** |
| < 30 | 15 | < 1:12 | 1.08 | 1.18 | 1.39 | 161 | 1.84 | 2.10 | 0.90 |
| < 30 | 15 | 5:12 | 1.29 | 1.40 | 1.65 | 1.91 | 2.19 | 2.49 | 1.08 |
| < 30 | 15 | 7:12 | 1.38 | 1.50 | 1.76 | 2.04 | 2.35 | 2.67 | 1.17 |
| < 30 | 15 | 12:12 | 1.63 | 1.78 | 2.09 | 2.42 | 2.78 | 3.16 | 1.39 |
| < 30 | 30 | < 1:12 | 2.02 | 2.20 | 2.59 | 3.00 | 3.44 | 3.92 | 1.90 |
| < 30 | 30 | 5:12 | 2.73 | 2.97 | 3.48 | 4.04 | 4.64 | 5.28 | 2.62 |
| < 30 | 30 | 7:12 | 3.05 | 3.32 | 3.89 | 4.51 | 5.18 | 5.89 | 2.95 |
| < 30 | 30 | 12:12 | 3.93 | 4.27 | 5.02 | 5.82 | 6.68 | 7.60 | 3.86 |
| < 30 | 45 | < 1:12 | 3.03 | 3.30 | 3.87 | 4.49 | 5.15 | 5.86 | 2.99 |
| < 30 | 45 | 5:12 | 4.55 | 4.96 | 5.82 | 6.75 | 7.74 | 8.81 | 4.62 |
| < 30 | 45 | 7:12 | 5.24 | 5.71 | 6.70 | 7.77 | 8.92 | 10.15 | 5.36 |
| < 30 | 45 | 12:12 | 7.16 | 7.79 | 9.14 | 10.61 | 12.17 | 13.85 | 7.39 |
| < 30 | 60 | < 1:12 | 4.11 | 4.47 | 5.25 | 6.09 | 6.99 | 7.96 | 4.18 |
| < 30 | 60 | 5:12 | 6.78 | 7.39 | 8.67 | 10.05 | 11.54 | 13.13 | 7.07 |
| < 30 | 60 | 7:12 | 8.00 | 8.71 | 10.22 | 11.85 | 13.61 | 15.48 | 8.38 |
| < 30 | 60 | 12:12 | 11.35 | 12.36 | 14.51 | 16.82 | 19.31 | 21.97 | 12.00 |
| 60 | 45 | < 1:12 | 3.17 | 3.46 | 4.06 | 4.70 | 5.40 | 6.14 | 2.99 |
| 60 | 45 | 5:12 | 4.75 | 5.18 | 6.07 | 7.04 | 8.09 | 9.20 | 4.62 |
| 60 | 45 | 7:12 | 5.47 | 5.96 | 6.99 | 8.11 | 9.31 | 10.59 | 5.36 |
| 60 | 45 | 12:12 | 7.45 | 8.11 | 9.52 | 11.04 | 12.68 | 14.43 | 7.39 |
| 60 | 60 | < 1:12 | 4.41 | 4.81 | 5.64 | 6.54 | 7.51 | 8.54 | 4.18 |
| 60 | 60 | 5:12 | 7.22 | 7.86 | 9.23 | 10.70 | 12.29 | 13.98 | 7.07 |
| 60 | 60 | 7:12 | 8.50 | 9.25 | 10.86 | 12.59 | 14.46 | 16.45 | 8.38 |
| 60 | 60 | 12:12 | 12.02 | 13.09 | 15.36 | 17.81 | 20.45 | 23.27 | 12.00 |
| First story of two story | First story of two story | First story of two story | First story of two story | First story of two story | First story of two story | ||||
| < 30 | 15 | < 1:12 | 3.03 | 3.30 | 3.88 | 4.49 | 5.16 | 5.87 | 2.52 |
| < 30 | 15 | 5:12 | 3.24 | 3.52 | 4.14 | 4.80 | 5.51 | 6.26 | 2.70 |
| < 30 | 15 | 7:12 | 3.33 | 3.62 | 4.25 | 4.93 | 5.66 | 6.44 | 2.79 |
| < 30 | 15 | 12:12 | 3.58 | 3.90 | 4.58 | 5.31 | 6.10 | 6.94 | 3.01 |
| < 30 | 30 | < 1:12 | 5.50 | 5.99 | 7.03 | 8.16 | 9.36 | 10.65 | 5.14 |
| < 30 | 30 | 5:12 | 6.21 | 6.76 | 7.93 | 9.20 | 10.56 | 12.01 | 5.86 |
| < 30 | 30 | 7:12 | 6.52 | 7.10 | 8.34 | 9.67 | 11.10 | 12.63 | 6.19 |
| < 30 | 30 | 12:12 | 7.41 | 8.06 | 9.46 | 10.97 | 12.60 | 14.33 | 7.10 |
| < 30 | 45 | < 1:12 | 8.00 | 8.71 | 10.22 | 11.85 | 13.61 | 15.48 | 7.85 |
| < 30 | 45 | 5:12 | 9.52 | 10.37 | 12.17 | 14.11 | 16.20 | 18.43 | 9.48 |
| < 30 | 45 | 7:12 | 10.21 | 11.12 | 13.05 | 15.14 | 17.38 | 19.77 | 10.21 |
| < 30 | 45 | 12:12 | 12.13 | 13.20 | 15.50 | 17.97 | 20.63 | 23.47 | 12.25 |
| < 30 | 60 | < 1:12 | 10.56 | 11.50 | 13.50 | 15.65 | 17.97 | 20.44 | 10.65 |
| < 30 | 60 | 5:12 | 13.24 | 14.41 | 16.91 | 19.62 | 22.52 | 25.62 | 13.54 |
| < 30 | 60 | 7:12 | 14.45 | 15.73 | 18.46 | 21.41 | 24.58 | 27.97 | 14.85 |
| < 30 | 60 | 12:12 | 17.80 | 19.38 | 22.75 | 26.38 | 30.29 | 34.46 | 18.48 |
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.7.1.1(3)—UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN EACH EXTERIOR SIDEWALL FOR WIND PARALLEL TO RIDGEa, c, d, e, f, g—continued |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 |
|---|---|---|---|---|---|---|---|---|---|
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE **(feet) |
** UNREDUCED LENGTH,UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE **(feet) |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** | ** Basic wind speed (mph) exposure** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** 115B** | ** 120B** | ** 130B** | ** 140B** | ** 150B** | ** 160B** | ** Minimumb** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** —** | ** —** | ** 110C** | ** 119C** | ** 127C** | ** 136C** | ** 136C** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** —** | ** —** | ** —** | ** 110D** | ** 117D** | ** 125D** | ** 125D** |
| ** SIDEWALL** LENGTH (feet) |
** ENDWALL** LENGTH (feet) |
** ROOF** SLOPE |
** First story of two story** | ** First story of two story** | ** First story of two story** | ** First story of two story** | ** First story of two story** | ** First story of two story** | ** First story of two story** |
| 60 | 45 | < 1:12 | 8.39 | 9.14 | 10.72 | 12.44 | 14.28 | 16.25 | 7.85 |
| 60 | 45 | 5:12 | 9.97 | 10.86 | 12.74 | 14.78 | 16.97 | 19.30 | 9.48 |
| 60 | 45 | 7:12 | 10.69 | 11.64 | 13.66 | 15.84 | 18.19 | 20.69 | 10.21 |
| 60 | 45 | 12:12 | 12.67 | 13.80 | 16.19 | 18.78 | 21.56 | 24.53 | 12.25 |
| 60 | 60 | < 1:12 | 11.37 | 12.38 | 14.53 | 16.85 | 19.35 | 22.01 | 10.65 |
| 60 | 60 | 5:12 | 14.18 | 15.44 | 18.12 | 21.02 | 24.13 | 27.45 | 13.54 |
| 60 | 60 | 7:12 | 15.46 | 16.83 | 19.75 | 22.91 | 26.29 | 29.92 | 14.85 |
| 60 | 60 | 12:12 | 18.98 | 20.66 | 24.25 | 28.13 | 32.29 | 36.74 | 18.48 |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each sidewall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or Table R608.7.1.1(2), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Table R608.7.1.1(4), Table R608.7.1.1(5), and Table R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limita- tions of Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each sidewall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or Table R608.7.1.1(2), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Table R608.7.1.1(4), Table R608.7.1.1(5), and Table R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limita- tions of Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each sidewall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or Table R608.7.1.1(2), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Table R608.7.1.1(4), Table R608.7.1.1(5), and Table R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limita- tions of Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each sidewall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or Table R608.7.1.1(2), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Table R608.7.1.1(4), Table R608.7.1.1(5), and Table R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limita- tions of Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each sidewall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or Table R608.7.1.1(2), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Table R608.7.1.1(4), Table R608.7.1.1(5), and Table R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limita- tions of Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each sidewall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or Table R608.7.1.1(2), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Table R608.7.1.1(4), Table R608.7.1.1(5), and Table R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limita- tions of Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each sidewall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or Table R608.7.1.1(2), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Table R608.7.1.1(4), Table R608.7.1.1(5), and Table R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limita- tions of Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each sidewall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or Table R608.7.1.1(2), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Table R608.7.1.1(4), Table R608.7.1.1(5), and Table R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limita- tions of Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each sidewall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or Table R608.7.1.1(2), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Table R608.7.1.1(4), Table R608.7.1.1(5), and Table R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limita- tions of Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor,Kzt, equal to 1.0, and Risk Category II. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length,UR, of solid wall length required in each sidewall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. b. Tabulated lengths in the “minimum” column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the “minimum” value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor,_R_1, from Table R608.7.1.1(4). The reduced length shall be not less than the “minimum” value shown in the table. d. Tabulated lengths for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for “first story of two story” are based on floor- to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7.1.1(1) or Table R608.7.1.1(2), or multiply the value in the table by the reduction factor,_R_2, from Table R608.7.1.1(5). e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength,_R_3, from Table R608.7.1.1(6). f. The reduction factors,_R_1, _R_2 and_R_3, in Table R608.7.1.1(4), Table R608.7.1.1(5), and Table R608.7.1.1(6), respectively, are permitted to be compounded, subject to the limita- tions of Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |
| TABLE R608.7.1.1(4)—REDUCTION FACTOR, R, FOR BUILDINGS WITH MEAN ROOF HEIGHT LESS THAN 35 FEETa 1 |
Col2 | Col3 | Col4 | ||||||
| --- | --- | --- | --- | ||||||
| ** MEAN ROOF HEIGHTb, c (feet)** |
** REDUCTION FACTOR****_R_1, FOR MEAN ROOF HEIGHT** | ** REDUCTION FACTOR****_R_1, FOR MEAN ROOF HEIGHT** | ** REDUCTION FACTOR****_R_1, FOR MEAN ROOF HEIGHT** | ||||||
| ** MEAN ROOF HEIGHTb, c (feet)** |
** Exposure category** | ** Exposure category** | ** Exposure category** | ||||||
| ** MEAN ROOF HEIGHTb, c (feet)** |
** B** | ** C** | ** D** | ||||||
| < 15 | 0.96 | 0.84 | 0.87 | ||||||
| 20 | 0.96 | 0.89 | 0.91 | ||||||
| 25 | 0.96 | 0.93 | 0.94 | ||||||
| 30 | 0.96 | 0.97 | 0.98 | ||||||
| 35 | 1.00 | 1.00 | 1.00 | ||||||
| For SI: 1 foot = 304.8 mm, 1 degree = 0.0175 rad. a. See Section R608.7.1.1 and Note c to Table R608.7.1.1(1) for application of reduction factors in this table. This reduction is not permitted for “minimum” values. b. For intermediate values of mean roof height, use the factor for the next greater height, or determine by interpolation. c. Mean roof height is the average of the roof eave height and height of the highest point on the roof surface, except that for roof slopes of less than or equal to 21/8:12 (10 degrees), the mean roof height is permitted to be taken as the roof eave height. |
For SI: 1 foot = 304.8 mm, 1 degree = 0.0175 rad. a. See Section R608.7.1.1 and Note c to Table R608.7.1.1(1) for application of reduction factors in this table. This reduction is not permitted for “minimum” values. b. For intermediate values of mean roof height, use the factor for the next greater height, or determine by interpolation. c. Mean roof height is the average of the roof eave height and height of the highest point on the roof surface, except that for roof slopes of less than or equal to 21/8:12 (10 degrees), the mean roof height is permitted to be taken as the roof eave height. |
For SI: 1 foot = 304.8 mm, 1 degree = 0.0175 rad. a. See Section R608.7.1.1 and Note c to Table R608.7.1.1(1) for application of reduction factors in this table. This reduction is not permitted for “minimum” values. b. For intermediate values of mean roof height, use the factor for the next greater height, or determine by interpolation. c. Mean roof height is the average of the roof eave height and height of the highest point on the roof surface, except that for roof slopes of less than or equal to 21/8:12 (10 degrees), the mean roof height is permitted to be taken as the roof eave height. |
For SI: 1 foot = 304.8 mm, 1 degree = 0.0175 rad. a. See Section R608.7.1.1 and Note c to Table R608.7.1.1(1) for application of reduction factors in this table. This reduction is not permitted for “minimum” values. b. For intermediate values of mean roof height, use the factor for the next greater height, or determine by interpolation. c. Mean roof height is the average of the roof eave height and height of the highest point on the roof surface, except that for roof slopes of less than or equal to 21/8:12 (10 degrees), the mean roof height is permitted to be taken as the roof eave height. |
6-132 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.7.1.1(5)—REDUCTION FACTOR, R, FOR FLOOR-TO-CEILING WALL HEIGHTS LESS THAN 10 FEETa, b 2 |
Col2 | Col3 | Col4 | Col5 |
|---|---|---|---|---|
| ** STORY UNDER** CONSIDERATION |
** FLOOR-TO-CEILING HEIGHTc (feet)** |
** ENDWALL LENGTH** (feet) |
** ROOF SLOPE** | ** REDUCTION** FACTOR,****_R_2 |
| Endwalls—for wind perpendicular to ridge | Endwalls—for wind perpendicular to ridge | Endwalls—for wind perpendicular to ridge | Endwalls—for wind perpendicular to ridge | Endwalls—for wind perpendicular to ridge |
| One story or top story of two story |
8 | 15 | < 5:12 | 0.83 |
| One story or top story of two story |
8 | 15 | 7:12 | 0.90 |
| One story or top story of two story |
8 | 15 | 12:12 | 0.94 |
| One story or top story of two story |
8 | 60 | < 5:12 | 0.83 |
| One story or top story of two story |
8 | 60 | 7:12 | 0.95 |
| One story or top story of two story |
8 | 60 | 12:12 | 0.98 |
| First story of two story | 16 combined first and second story | 15 | < 5:12 | 0.83 |
| First story of two story | 16 combined first and second story | 15 | 7:12 | 0.86 |
| First story of two story | 16 combined first and second story | 15 | 12:12 | 0.89 |
| First story of two story | 16 combined first and second story | 60 | < 5:12 | 0.83 |
| First story of two story | 16 combined first and second story | 60 | 7:12 | 0.91 |
| First story of two story | 16 combined first and second story | 60 | 12:12 | 0.95 |
| Sidewalls—for wind parallel to ridge | Sidewalls—for wind parallel to ridge | Sidewalls—for wind parallel to ridge | Sidewalls—for wind parallel to ridge | Sidewalls—for wind parallel to ridge |
| One story or top story of two story |
8 | 15 | < 1:12 | 0.84 |
| One story or top story of two story |
8 | 15 | 5:12 | 0.87 |
| One story or top story of two story |
8 | 15 | 7:12 | 0.88 |
| One story or top story of two story |
8 | 15 | 12:12 | 0.89 |
| One story or top story of two story |
8 | 60 | < 1:12 | 0.86 |
| One story or top story of two story |
8 | 60 | 5:12 | 0.92 |
| One story or top story of two story |
8 | 60 | 7:12 | 0.93 |
| One story or top story of two story |
8 | 60 | 12:12 | 0.95 |
| First story of two story | 16 combined first and second story | 15 | < 1:12 | 0.83 |
| First story of two story | 16 combined first and second story | 15 | 5:12 | 0.84 |
| First story of two story | 16 combined first and second story | 15 | 7:12 | 0.85 |
| First story of two story | 16 combined first and second story | 15 | 12:12 | 0.86 |
| First story of two story | 16 combined first and second story | 60 | < 1:12 | 0.84 |
| First story of two story | 16 combined first and second story | 60 | 5:12 | 0.87 |
| First story of two story | 16 combined first and second story | 60 | 7:12 | 0.88 |
| First story of two story | 16 combined first and second story | 60 | 12:12 | 0.90 |
| For SI: 1 foot = 304.8 mm. a. See Section R608.7.1.1 and Note d to Table R608.7.1.1(1) for application of reduction factors in this table. b. For intermediate values of endwall length and roof slope, use the next higher value or determine by interpolation. c. Tabulated values in Tables R608.7.1.1(1) and R608.7.1.1(3) for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated values in Tables R608.7.1.1(2) and R608.7.1.1(3) for “first story of two story” are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor to ceiling heights between those shown in this table and those assumed in Table R608.7.1.1(1), R608.7.1.1(2) or R608.7.1.1(3), use the solid wall lengths in Table R608.7.1.1(1), R608.7.1.1(2) or R608.7.1.1(3), or determine the reduction factor by interpolating between 1.0 and the factor shown in this table. |
For SI: 1 foot = 304.8 mm. a. See Section R608.7.1.1 and Note d to Table R608.7.1.1(1) for application of reduction factors in this table. b. For intermediate values of endwall length and roof slope, use the next higher value or determine by interpolation. c. Tabulated values in Tables R608.7.1.1(1) and R608.7.1.1(3) for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated values in Tables R608.7.1.1(2) and R608.7.1.1(3) for “first story of two story” are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor to ceiling heights between those shown in this table and those assumed in Table R608.7.1.1(1), R608.7.1.1(2) or R608.7.1.1(3), use the solid wall lengths in Table R608.7.1.1(1), R608.7.1.1(2) or R608.7.1.1(3), or determine the reduction factor by interpolating between 1.0 and the factor shown in this table. |
For SI: 1 foot = 304.8 mm. a. See Section R608.7.1.1 and Note d to Table R608.7.1.1(1) for application of reduction factors in this table. b. For intermediate values of endwall length and roof slope, use the next higher value or determine by interpolation. c. Tabulated values in Tables R608.7.1.1(1) and R608.7.1.1(3) for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated values in Tables R608.7.1.1(2) and R608.7.1.1(3) for “first story of two story” are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor to ceiling heights between those shown in this table and those assumed in Table R608.7.1.1(1), R608.7.1.1(2) or R608.7.1.1(3), use the solid wall lengths in Table R608.7.1.1(1), R608.7.1.1(2) or R608.7.1.1(3), or determine the reduction factor by interpolating between 1.0 and the factor shown in this table. |
For SI: 1 foot = 304.8 mm. a. See Section R608.7.1.1 and Note d to Table R608.7.1.1(1) for application of reduction factors in this table. b. For intermediate values of endwall length and roof slope, use the next higher value or determine by interpolation. c. Tabulated values in Tables R608.7.1.1(1) and R608.7.1.1(3) for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated values in Tables R608.7.1.1(2) and R608.7.1.1(3) for “first story of two story” are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor to ceiling heights between those shown in this table and those assumed in Table R608.7.1.1(1), R608.7.1.1(2) or R608.7.1.1(3), use the solid wall lengths in Table R608.7.1.1(1), R608.7.1.1(2) or R608.7.1.1(3), or determine the reduction factor by interpolating between 1.0 and the factor shown in this table. |
For SI: 1 foot = 304.8 mm. a. See Section R608.7.1.1 and Note d to Table R608.7.1.1(1) for application of reduction factors in this table. b. For intermediate values of endwall length and roof slope, use the next higher value or determine by interpolation. c. Tabulated values in Tables R608.7.1.1(1) and R608.7.1.1(3) for “one story or top story of two story” are based on a floor-to-ceiling height of 10 feet. Tabulated values in Tables R608.7.1.1(2) and R608.7.1.1(3) for “first story of two story” are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor to ceiling heights between those shown in this table and those assumed in Table R608.7.1.1(1), R608.7.1.1(2) or R608.7.1.1(3), use the solid wall lengths in Table R608.7.1.1(1), R608.7.1.1(2) or R608.7.1.1(3), or determine the reduction factor by interpolating between 1.0 and the factor shown in this table. |
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.7.1.1(6)—REDUCTION FACTOR FOR DESIGN STRENGTH, R, FOR FLAT, WAFFLE- AND SCREEN-GRID WALLSa, c 3 |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 |
|---|---|---|---|---|---|---|---|
| ** NOMINAL** THICKNESS OF WALL (inches) |
** VERTICAL BARS** AT EACH END OF SOLID WALL SEGMENT |
** VERTICAL BARS** AT EACH END OF SOLID WALL SEGMENT |
** VERTICAL** REINFORCEMENT LAYOUT DETAIL [see Figure R608.7.1.1(2)] |
** REDUCTION FACTOR,****_R_3, FOR LENGTH OF SOLID WALL** | ** REDUCTION FACTOR,****_R_3, FOR LENGTH OF SOLID WALL** | ** REDUCTION FACTOR,****_R_3, FOR LENGTH OF SOLID WALL** | ** REDUCTION FACTOR,****_R_3, FOR LENGTH OF SOLID WALL** |
| ** NOMINAL** THICKNESS OF WALL (inches) |
** VERTICAL BARS** AT EACH END OF SOLID WALL SEGMENT |
** VERTICAL BARS** AT EACH END OF SOLID WALL SEGMENT |
** VERTICAL** REINFORCEMENT LAYOUT DETAIL [see Figure R608.7.1.1(2)] |
** Horizontal and vertical shear reinforcement provided** | ** Horizontal and vertical shear reinforcement provided** | ** Horizontal and vertical shear reinforcement provided** | ** Horizontal and vertical shear reinforcement provided** |
| ** NOMINAL** THICKNESS OF WALL (inches) |
** Number** of bars |
** Bar** size |
** Bar** size |
** No** | ** No** | ** Yesd** | ** Yesd** |
| ** NOMINAL** THICKNESS OF WALL (inches) |
** Number** of bars |
** Bar** size |
** Bar** size |
** 40,000b** | ** 60,000b** | ** 40,000b** | ** 60,000b** |
| Flat walls | Flat walls | Flat walls | Flat walls | Flat walls | Flat walls | Flat walls | Flat walls |
| 4 | 2 | 4 | 1 | 0.74 | 0.61 | 0.74 | 0.50 |
| 4 | 3 | 4 | 2 | 0.61 | 0.61 | 0.52 | 0.27 |
| 4 | 2 | 5 | 1 | 0.61 | 0.61 | 0.48 | 0.25 |
| 4 | 3 | 5 | 2 | 0.61 | 0.61 | 0.26 | 0.18 |
| 6 | 2 | 4 | 3 | 0.70 | 0.48 | 0.70 | 0.48 |
| 6 | 3 | 4 | 4 | 0.49 | 0.38 | 0.49 | 0.33 |
| 6 | 2 | 5 | 3 | 0.46 | 0.38 | 0.46 | 0.31 |
| 6 | 3 | 5 | 4 | 0.38 | 0.38 | 0.32 | 0.16 |
| 8 | 2 | 4 | 3 | 0.70 | 0.47 | 0.70 | 0.47 |
| 8 | 3 | 4 | 5 | 0.47 | 0.32 | 0.47 | 0.32 |
| 8 | 2 | 5 | 3 | 0.45 | 0.31 | 0.45 | 0.31 |
| 8 | 4 | 4 | 6 | 0.36 | 0.28 | 0.36 | 0.25 |
| 8 | 3 | 5 | 5 | 0.31 | 0.28 | 0.31 | 0.16 |
| 8 | 4 | 5 | 6 | 0.28 | 0.28 | 0.24 | 0.12 |
| 10 | 2 | 4 | 3 | 0.70 | 0.47 | 0.70 | 0.47 |
| 10 | 2 | 5 | 3 | 0.45 | 0.30 | 0.45 | 0.30 |
| 10 | 4 | 4 | 7 | 0.36 | 0.25 | 0.36 | 0.25 |
| 10 | 6 | 4 | 8 | 0.25 | 0.22 | 0.25 | 0.13 |
| 10 | 4 | 5 | 7 | 0.24 | 0.22 | 0.24 | 0.12 |
| 10 | 6 | 5 | 8 | 0.22 | 0.22 | 0.12 | 0.08 |
| Waffle-grid wallse | Waffle-grid wallse | Waffle-grid wallse | Waffle-grid wallse | Waffle-grid wallse | Waffle-grid wallse | Waffle-grid wallse | Waffle-grid wallse |
| 6 | 2 | 4 | 3 | 0.78 | 0.78 | 0.70 | 0.48 |
| 6 | 3 | 4 | 4 | 0.78 | 0.78 | 0.49 | 0.25 |
| 6 | 2 | 5 | 3 | 0.78 | 0.78 | 0.46 | 0.23 |
| 6 | 3 | 5 | 4 | 0.78 | 0.78 | 0.24 | 0.16 |
| 8 | 2 | 4 | 3 | 0.78 | 0.78 | 0.70 | 0.47 |
| 8 | 3 | 4 | 5 | 0.78 | 0.78 | 0.47 | 0.24 |
| 8 | 2 | 5 | 3 | 0.78 | 0.78 | 0.45 | 0.23 |
| 8 | 4 | 4 | 6 | 0.78 | 0.78 | 0.36 | 0.18 |
| 8 | 3 | 5 | 5 | 0.78 | 0.78 | 0.23 | 0.16 |
| 8 | 4 | 5 | 6 | 0.78 | 0.78 | 0.18 | 0.13 |
| Screen-grid wallse | Screen-grid wallse | Screen-grid wallse | Screen-grid wallse | Screen-grid wallse | Screen-grid wallse | Screen-grid wallse | Screen-grid wallse |
| 6 | 2 | 4 | 3 | 0.93 | 0.93 | 0.70 | 0.48 |
| 6 | 3 | 4 | 4 | 0.93 | 0.93 | 0.49 | 0.25 |
| 6 | 2 | 5 | 3 | 0.93 | 0.93 | 0.46 | 0.23 |
| 6 | 3 | 5 | 4 | 0.93 | 0.93 | 0.24 | 0.16 |
| For SI: 1 inch = 25.4 mm, 1,000 pounds per square inch = 6.895 MPa. a. See Note e to Table R608.7.1.1(1) for application of adjustment factors in this table. b. Yield strength in pounds per square inch of vertical wall reinforcement at ends of solid wall segments. c. Values are based on concrete with a specified compressive strength,f’c, of 2,500 psi. Where concrete with_f’c_ of not less than 3,000 psi is used, values in shaded cells are permitted to be decreased by multiplying by 0.91. d. Horizontal and vertical shear reinforcement shall be provided in accordance with Section R608.7.2.2. e. Each end of each solid wall segment shall have rectangular flanges. In the through-the-wall dimension, the flange shall be not less than 51/2 inches for 6-inch-nominal waffle- and screen-grid walls, and not less than 71/2 inches for 8-inch-nominal waffle-grid walls. In the in-plane dimension, flanges shall be long enough to accommodate the vertical reinforcement required by the layout detail selected from Figure R608.7.1.1(2) and provide the cover required by Section R608.5.4.1. If necessary to achieve the required dimensions, form material shall be removed or use of flat wall forms is permitted. |
For SI: 1 inch = 25.4 mm, 1,000 pounds per square inch = 6.895 MPa. a. See Note e to Table R608.7.1.1(1) for application of adjustment factors in this table. b. Yield strength in pounds per square inch of vertical wall reinforcement at ends of solid wall segments. c. Values are based on concrete with a specified compressive strength,f’c, of 2,500 psi. Where concrete with_f’c_ of not less than 3,000 psi is used, values in shaded cells are permitted to be decreased by multiplying by 0.91. d. Horizontal and vertical shear reinforcement shall be provided in accordance with Section R608.7.2.2. e. Each end of each solid wall segment shall have rectangular flanges. In the through-the-wall dimension, the flange shall be not less than 51/2 inches for 6-inch-nominal waffle- and screen-grid walls, and not less than 71/2 inches for 8-inch-nominal waffle-grid walls. In the in-plane dimension, flanges shall be long enough to accommodate the vertical reinforcement required by the layout detail selected from Figure R608.7.1.1(2) and provide the cover required by Section R608.5.4.1. If necessary to achieve the required dimensions, form material shall be removed or use of flat wall forms is permitted. |
For SI: 1 inch = 25.4 mm, 1,000 pounds per square inch = 6.895 MPa. a. See Note e to Table R608.7.1.1(1) for application of adjustment factors in this table. b. Yield strength in pounds per square inch of vertical wall reinforcement at ends of solid wall segments. c. Values are based on concrete with a specified compressive strength,f’c, of 2,500 psi. Where concrete with_f’c_ of not less than 3,000 psi is used, values in shaded cells are permitted to be decreased by multiplying by 0.91. d. Horizontal and vertical shear reinforcement shall be provided in accordance with Section R608.7.2.2. e. Each end of each solid wall segment shall have rectangular flanges. In the through-the-wall dimension, the flange shall be not less than 51/2 inches for 6-inch-nominal waffle- and screen-grid walls, and not less than 71/2 inches for 8-inch-nominal waffle-grid walls. In the in-plane dimension, flanges shall be long enough to accommodate the vertical reinforcement required by the layout detail selected from Figure R608.7.1.1(2) and provide the cover required by Section R608.5.4.1. If necessary to achieve the required dimensions, form material shall be removed or use of flat wall forms is permitted. |
For SI: 1 inch = 25.4 mm, 1,000 pounds per square inch = 6.895 MPa. a. See Note e to Table R608.7.1.1(1) for application of adjustment factors in this table. b. Yield strength in pounds per square inch of vertical wall reinforcement at ends of solid wall segments. c. Values are based on concrete with a specified compressive strength,f’c, of 2,500 psi. Where concrete with_f’c_ of not less than 3,000 psi is used, values in shaded cells are permitted to be decreased by multiplying by 0.91. d. Horizontal and vertical shear reinforcement shall be provided in accordance with Section R608.7.2.2. e. Each end of each solid wall segment shall have rectangular flanges. In the through-the-wall dimension, the flange shall be not less than 51/2 inches for 6-inch-nominal waffle- and screen-grid walls, and not less than 71/2 inches for 8-inch-nominal waffle-grid walls. In the in-plane dimension, flanges shall be long enough to accommodate the vertical reinforcement required by the layout detail selected from Figure R608.7.1.1(2) and provide the cover required by Section R608.5.4.1. If necessary to achieve the required dimensions, form material shall be removed or use of flat wall forms is permitted. |
For SI: 1 inch = 25.4 mm, 1,000 pounds per square inch = 6.895 MPa. a. See Note e to Table R608.7.1.1(1) for application of adjustment factors in this table. b. Yield strength in pounds per square inch of vertical wall reinforcement at ends of solid wall segments. c. Values are based on concrete with a specified compressive strength,f’c, of 2,500 psi. Where concrete with_f’c_ of not less than 3,000 psi is used, values in shaded cells are permitted to be decreased by multiplying by 0.91. d. Horizontal and vertical shear reinforcement shall be provided in accordance with Section R608.7.2.2. e. Each end of each solid wall segment shall have rectangular flanges. In the through-the-wall dimension, the flange shall be not less than 51/2 inches for 6-inch-nominal waffle- and screen-grid walls, and not less than 71/2 inches for 8-inch-nominal waffle-grid walls. In the in-plane dimension, flanges shall be long enough to accommodate the vertical reinforcement required by the layout detail selected from Figure R608.7.1.1(2) and provide the cover required by Section R608.5.4.1. If necessary to achieve the required dimensions, form material shall be removed or use of flat wall forms is permitted. |
For SI: 1 inch = 25.4 mm, 1,000 pounds per square inch = 6.895 MPa. a. See Note e to Table R608.7.1.1(1) for application of adjustment factors in this table. b. Yield strength in pounds per square inch of vertical wall reinforcement at ends of solid wall segments. c. Values are based on concrete with a specified compressive strength,f’c, of 2,500 psi. Where concrete with_f’c_ of not less than 3,000 psi is used, values in shaded cells are permitted to be decreased by multiplying by 0.91. d. Horizontal and vertical shear reinforcement shall be provided in accordance with Section R608.7.2.2. e. Each end of each solid wall segment shall have rectangular flanges. In the through-the-wall dimension, the flange shall be not less than 51/2 inches for 6-inch-nominal waffle- and screen-grid walls, and not less than 71/2 inches for 8-inch-nominal waffle-grid walls. In the in-plane dimension, flanges shall be long enough to accommodate the vertical reinforcement required by the layout detail selected from Figure R608.7.1.1(2) and provide the cover required by Section R608.5.4.1. If necessary to achieve the required dimensions, form material shall be removed or use of flat wall forms is permitted. |
For SI: 1 inch = 25.4 mm, 1,000 pounds per square inch = 6.895 MPa. a. See Note e to Table R608.7.1.1(1) for application of adjustment factors in this table. b. Yield strength in pounds per square inch of vertical wall reinforcement at ends of solid wall segments. c. Values are based on concrete with a specified compressive strength,f’c, of 2,500 psi. Where concrete with_f’c_ of not less than 3,000 psi is used, values in shaded cells are permitted to be decreased by multiplying by 0.91. d. Horizontal and vertical shear reinforcement shall be provided in accordance with Section R608.7.2.2. e. Each end of each solid wall segment shall have rectangular flanges. In the through-the-wall dimension, the flange shall be not less than 51/2 inches for 6-inch-nominal waffle- and screen-grid walls, and not less than 71/2 inches for 8-inch-nominal waffle-grid walls. In the in-plane dimension, flanges shall be long enough to accommodate the vertical reinforcement required by the layout detail selected from Figure R608.7.1.1(2) and provide the cover required by Section R608.5.4.1. If necessary to achieve the required dimensions, form material shall be removed or use of flat wall forms is permitted. |
For SI: 1 inch = 25.4 mm, 1,000 pounds per square inch = 6.895 MPa. a. See Note e to Table R608.7.1.1(1) for application of adjustment factors in this table. b. Yield strength in pounds per square inch of vertical wall reinforcement at ends of solid wall segments. c. Values are based on concrete with a specified compressive strength,f’c, of 2,500 psi. Where concrete with_f’c_ of not less than 3,000 psi is used, values in shaded cells are permitted to be decreased by multiplying by 0.91. d. Horizontal and vertical shear reinforcement shall be provided in accordance with Section R608.7.2.2. e. Each end of each solid wall segment shall have rectangular flanges. In the through-the-wall dimension, the flange shall be not less than 51/2 inches for 6-inch-nominal waffle- and screen-grid walls, and not less than 71/2 inches for 8-inch-nominal waffle-grid walls. In the in-plane dimension, flanges shall be long enough to accommodate the vertical reinforcement required by the layout detail selected from Figure R608.7.1.1(2) and provide the cover required by Section R608.5.4.1. If necessary to achieve the required dimensions, form material shall be removed or use of flat wall forms is permitted. |
6-134 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTE.
CONSTRUCCIÓN DE MUROS
R608.7.2 Segmentos de muro sólido. Los segmentos de muro sólido que contribuyan a la longitud requerida de muro sólido deberán cumplir con esta sección. El refuerzo deberá proporcionarse de acuerdo con la Sección R608.7.2.2 y la Tabla R608.7.1.1(6). Los segmentos de muro sólido deberán extenderse a toda la altura del piso sin aberturas, excepto las aberturas para las instalaciones y otros servicios del edificio que atraviesen el muro. En muros planos y muros de retícula tipo waffle, dichas aberturas deberán tener un área menor a 30 pulgadas cuadradas (19 355 mm [2]) sin que ninguna dimensión exceda 6 1/4 pulgadas (159 mm), y no deberán ubicarse a menos de 6 pulgadas (152 mm) de los bordes laterales del segmento de muro sólido. En muros de retícula tipo pantalla, dichas aberturas deberán ubicarse en la porción del segmento de muro sólido entre los núcleos horizontales y verticales de concreto, y el tamaño y ubicación de la abertura no están restringidos siempre que no se retire concreto.
R608.7.2.1 Longitud mínima del segmento de muro sólido y espaciamiento máximo. Solo se incluirán en la longitud total de muro sólido requerida por la Sección R608.7.1 los segmentos de muro sólido con una longitud igual o mayor a 24 pulgadas (610 mm). Además, no se incluirán más de dos segmentos de muro sólido con una longitud igual o mayor a 24 pulgadas (610 mm) y menor a 48 pulgadas (1219 mm) en la longitud total requerida de muro sólido. El ancho máximo de abertura libre será de 18 pies (5486 mm). Véase la Figura R608.7.1.1(1).
R608.7.2.2 Refuerzo en segmentos de muro sólido.
R608.7.2.2.1 Refuerzo horizontal para corte. Cuando se utilicen factores de reducción para la resistencia de diseño, R 3, de la Tabla R608.7.1.1(6) basados en la provisión de refuerzo horizontal y vertical para corte, los segmentos de muro sólido deberán tener refuerzo horizontal consistente en barras No. 4 como mínimo. El refuerzo horizontal para corte deberá ser del mismo grado de acero requerido para el refuerzo vertical en los extremos de los segmentos de muro sólido según la Sección R608.7.2.2.2.
El espaciamiento del refuerzo horizontal no deberá exceder el menor valor entre la mitad de la longitud del segmento de muro sólido menos 2 pulgadas (51 mm), y 18 pulgadas (457 mm). El refuerzo horizontal para corte deberá terminarse conforme a la Sección R608.6.4.
R608.7.2.2.2 Refuerzo vertical. El refuerzo vertical aplicable a los factores de reducción para la resistencia de diseño, R 3, de la Tabla R608.7.1.1(6) que se utilice, deberá ubicarse en cada extremo de cada segmento de muro sólido conforme al detalle aplicable en la Figura R608.7.1.1(2). La barra vertical No. 4 requerida a cada lado de una abertura por la Sección R608.8.1.2 podrá usarse como refuerzo en los extremos de los segmentos de muro sólido cuando se instale conforme al detalle aplicable en la Figura R608.7.1.1(2). Deberán colocarse no menos de dos barras No. 4 en cada extremo de los segmentos de muro sólido ubicadas según el detalle aplicable en la Figura R608.7.1.1(2). Una de las barras en cada extremo de los segmentos de muro sólido se considerará que cumple con los requisitos para el refuerzo vertical del muro exigido por la Sección R608.6.
El refuerzo vertical del muro en cada extremo de cada segmento de muro sólido deberá desarrollarse por debajo de la parte inferior de la abertura adyacente del muro [véase la Figura R608.7.1.1(3)] mediante uno de los siguientes métodos:
Cuando la altura del muro por debajo de la parte inferior de la abertura adyacente sea igual o mayor a 22 pulgadas (559 mm) para refuerzo vertical No. 4 o 28 pulgadas (711 mm) para refuerzo vertical No. 5, el refuerzo alrededor de las aberturas conforme a la Sección R608.8.1 será suficiente.
Cuando la altura del muro por debajo de la parte inferior de la abertura adyacente sea menor a la requerida en el punto 1, el refuerzo vertical del muro adyacente a la abertura deberá extenderse dentro de la cimentación lo suficiente para desarrollar la barra a tensión conforme a la Sección R608.5.4.4 y la Figura R608.5.4(2), o deberá empalmarse con una varilla de anclaje embebida en la cimentación lo suficiente para desarrollar la varilla de anclaje a tensión.
R608.7.2.2.3 Refuerzo vertical para corte. Cuando se utilicen factores de reducción para la resistencia de diseño, R 3, de la Tabla R608.7.1.1(6) basados en la provisión de refuerzo horizontal y vertical para corte, los segmentos de muro sólido deberán tener refuerzo vertical consistente en barras No. 4 como mínimo. El refuerzo vertical para corte deberá ser del mismo grado de acero requerido por la Sección R608.7.2.2.2 para el refuerzo vertical en los extremos de los segmentos de muro sólido. El espaciamiento del refuerzo vertical a lo largo de la longitud del segmento no deberá exceder el menor valor entre un tercio de la longitud del segmento y 18 pulgadas (457 mm). El refuerzo vertical para corte deberá ser continuo entre pisos conforme a la Sección R608.6.3, y deberá terminarse conforme a la Sección R608.6.4. El refuerzo vertical para corte requerido por esta sección podrá usarse como refuerzo vertical requerido por la Tabla R608.6(1), R608.6(2), R608.6(3) o R608.6(4), según corresponda.
R608.7.2.3 Segmentos de muro sólido en esquinas. En todas las esquinas interiores y exteriores de muros exteriores, un segmento de muro sólido deberá extenderse a toda la altura de cada piso del muro. El segmento deberá tener la longitud requerida para desarrollar el refuerzo horizontal por encima y por debajo de la abertura adyacente a tensión conforme a la Sección R608.5.4.4. Para una esquina exterior, la dimensión límite se mide en el exterior del muro, y para una esquina interior la dimensión límite se mide en el interior del muro. Véase la Sección R608.8.1. La longitud de un segmento que contribuya a la longitud requerida de muro sólido deberá cumplir con la Sección R608.7.2.1.
El extremo de un segmento de muro sólido que cumpla con los requisitos mínimos de longitud de la Sección R608.7.2.1 deberá ubicarse a no más de 6 pies (1829 mm) de cada esquina.
R608.8 Requisitos para dinteles y refuerzos alrededor de aberturas. ¶
R608.8 Requisitos para dinteles y refuerzo alrededor de aberturas.
el 18 de julio de 2025 11:14 AM (CDT) EN VIRTUD DE ELLO.
CONSTRUCCIÓN DE MUROS
FIGURA R608.8(1)—REFUERZO DE ABERTURAS
BARRA CONTINUA SEGÚN SEA REQUERIDO
VER FIGURAS R608.8(2), R608.8(3) Y R608.8(4)
PARTE SUPERIOR DE LA PLANTA DEL MURO
| Col1 | Col2 | Col3 | Col4 |
|---|---|---|---|
| A | A | ||
| ≥ 2 FT |
ELEVACIÓN DE MURO
| Col1 | Col2 | Col3 | Col4 |
|---|---|---|---|
| VER SEE |
TIC SE |
Para SI: 1 pulgada = 25.4 mm, 1 pie = 304.8 mm.
1
1 / PULG. 2 MÍNIMO 2 / PULG. 1 2 MÁXIMO
2
1
2
FIGURA R608.8(2)—DINTEL PARA MUROS PLANOS
REFUERZO HORIZONTAL SUPERIOR DEL DINTEL SEGÚN SE REQUIERA*
ESPUELA MÍNIMA N.º 3 SEGÚN SE REQUIERA SON ACEPTABLES ESPUELAS EN “C”
FORMA — PERMANENTE O REMOVIBLE
REFUERZO HORIZONTAL INFERIOR DEL DINTEL SEGÚN SE REQUIERA*
1
1 / PULG. 2 MÍNIMO 2 / PULG. 1 2
| BAR BAR D d d BOTTOM TOP |
Col2 | T | Col4 |
|---|---|---|---|
| D d TOP BAR d BOTTOM BAR |
|||
| D d TOP BAR d BOTTOM BAR |
|||
| D d TOP BAR d BOTTOM BAR |
MÁXIMO
2
1
2
- PARA BARRAS AGRUPADAS, CONSULTE LA SECCIÓN R608.8.2.2.
SECCIÓN TRANSVERSAL A TRAVÉS DE DINTEL DE MURO PLANO
Para SI: 1 pulgada = 25.4 mm.
6-136 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTO.
CONSTRUCCIÓN DE MUROS
FIGURA R608.8(3)—DINTLES PARA MUROS DE REJILLA DE GOFRADO
REFUERZO HORIZONTAL SUPERIOR DEL DINTEL SEGÚN REQUERIDO
ESPUELA MÍNIMA N.º 3 SEGÚN REQUERIDO LAS ESPUELAS “C” SON ACEPTABLES
| P RCEMENT | Col2 | Col3 | Col4 | Col5 |
|---|---|---|---|---|
| QUIRED RE (HIDDEN) RETE CORE N-PLACE |
||||
| QUIRED RE (HIDDEN) RETE CORE N-PLACE |
||||
| QUIRED RE (HIDDEN) RETE CORE N-PLACE |
1
1 / PULG. 2 MÍNIMO 2 / PULG. 1 2 MÁXIMO
NERVIO DE CONCRETO (OCULTO)
NÚCLEO VERTICAL DE CONCRETO
ENCOFRADO — PERMANENTE O REMOVIBLE
REFUERZO HORIZONTAL INFERIOR DEL DINTEL SEGÚN SEA NECESARIO*
(a) SECCIÓN DE ALTURA DE UN SOLO ENCOFRADO CORTADA A TRAVÉS DEL NÚCLEO VERTICAL DE UN DINTEL DE REJILLA TIPO WAFFLE
REFUERZO DE DINTEL
ESPUELA SEGÚN SEA NECESARIO
2
1
2
NERVIO DE CONCRETO (OCULTO)
ENCOFRADO — PERMANENTE
NÚCLEO VERTICAL DE CONCRETO
REFUERZO HORIZONTAL INFERIOR DEL DINTEL SEGÚN SEA NECESARIO*
1
1 / PULG. 2 MÍNIMO 2 / PULG. 1 2 MÁXIMO
2
1
| Col1 | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | AS REQU |
|---|---|---|---|---|---|---|---|
2
| P RCEMENT | Col2 | Col3 | Col4 | Col5 |
|---|---|---|---|---|
| UIRED E HIDDEN) RETE CORE -PLACE TOM CEMENT |
||||
| UIRED E HIDDEN) RETE CORE -PLACE TOM CEMENT |
||||
| UIRED E HIDDEN) RETE CORE -PLACE TOM CEMENT |
(b) SECCIÓN DE DOBLE ALTURA DE FORMA CORTADA A TRAVÉS DEL NÚCLEO VERTICAL DE UN DINTEL DE REJILLA TIPO WAFFLE
*PARA BARRAS AGRUPADAS, VER SECCIÓN R608.8.2.2.
NOTA: EL RAYADO CRUZADO REPRESENTA EL ÁREA EN LA CUAL EL MATERIAL DE LA FORMA DEBERÁ SER REMOVIDO, SI ES NECESARIO, PARA CREAR ALETAS CONTINUAS A LO LARGO DEL DINTEL. LAS ALETAS DEBERÁN TENER UN ESPESOR MÍNIMO DE 3 PULGADAS Y UN ANCHO MÍNIMO DE 5 PULGADAS Y 7 PULGADAS EN MUROS DE REJILLA TIPO WAFFLE DE 6 PULGADAS NOMINALES Y 8 PULGADAS NOMINALES, RESPECTIVAMENTE. VER NOTA a EN LAS TABLAS R608.8(6) Y R608.8(10).
Para SI: 1 pulgada = 25.4 mm.
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTO.
CONSTRUCCIÓN DE MUROS
1
1 / PULG. 2 MÍNIMO 2 / PULG. 1 2 MÁXIMO
2
1
2
FIGURA R608.8(4)—DINTLES PARA MUROS DE REJILLA TIPO SCREEN
REFUERZO HORIZONTAL SUPERIOR DEL DINTEL SEGÚN REQUERIDO*
NÚCLEO DE CONCRETO HORIZONTAL (OCULTO)
NÚCLEO DE CONCRETO VERTICAL
1
1 / PULG. 2 MÍNIMO 2 / PULG. 1 2 MÁXIMO
2
1
2
FORMA – PERMANENTE O REMOVIBLE
REFUERZO HORIZONTAL INFERIOR DEL DINTEL SEGÚN REQUERIDO*
NÚCLEO DE CONCRETO HORIZONTAL (OCULTO)
REFUERZO HORIZONTAL SUPERIOR DEL DINTEL SEGÚN REQUERIDO*
ESPUELA MÍNIMA N.º 3 SEGÚN REQUERIDO ESPUELAS “C” SON ACEPTABLES
1
1 / PULG. 2 MÍNIMO 2 / PULG. 1 2 MÁXIMO
2
1
2
FORMA – PERMANENTE O REMOVIBLE
1
1 / PULG. 2 MÍNIMO 2 / PULG. 1 2 MÁXIMO
NÚCLEO DE CONCRETO VERTICAL
REFUERZO HORIZONTAL INFERIOR DEL DINTEL SEGÚN REQUERIDO*
2
1
2
(b) SECCIÓN DE DOBLE ALTURA DE FORMA CORTADA A TRAVÉS DEL NÚCLEO VERTICAL DE UN DINTEL DE REJILLA TIPO SCREEN
*PARA BARRAS AGRUPADAS, VER SECCIÓN
R608.8.2.2
NOTA: EL RAYADO CRUZADO REPRESENTA EL ÁREA EN LA CUAL EL MATERIAL DE LA FORMA DEBERÁ SER REMOVIDO, SI ES NECESARIO, PARA CREAR ALETAS CONTINUAS A LO LARGO DEL DINTEL. LAS ALETAS DEBERÁN TENER UN ESPESOR MÍNIMO DE 2.5 PULGADAS Y UN ANCHO MÍNIMO DE 5 PULGADAS. VER NOTA a EN LAS TABLAS R608.8(8) Y R608.8(10).
Para SI: 1 pulgada = 25.4 mm.
6-138 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.8(1)—LINTEL DESIGN LOADING CONDITIONSa, b, d | Col2 | Col3 | Col4 |
|---|---|---|---|
| ** DESCRIPTION OF LOADS AND OPENINGS ABOVE INFLUENCING DESIGN OF LINTEL** | ** DESCRIPTION OF LOADS AND OPENINGS ABOVE INFLUENCING DESIGN OF LINTEL** | ** DESCRIPTION OF LOADS AND OPENINGS ABOVE INFLUENCING DESIGN OF LINTEL** | ** DESIGN** LOAD CONDITIONc |
| Opening in wall of top story of two-story building, or first story of one-story building | Opening in wall of top story of two-story building, or first story of one-story building | Opening in wall of top story of two-story building, or first story of one-story building | Opening in wall of top story of two-story building, or first story of one-story building |
| Wall supporting loads from roof, including attic floor, if applicable, and |
Top of lintel equal to or less than W/2 below top of wall | Top of lintel equal to or less than W/2 below top of wall | 2 |
| Wall supporting loads from roof, including attic floor, if applicable, and |
Top of lintel greater than W/2 below top of wall | Top of lintel greater than W/2 below top of wall | NLB |
| Wall not supporting loads from roof or attic floor | Wall not supporting loads from roof or attic floor | Wall not supporting loads from roof or attic floor | NLB |
| Opening in wall of first story of two-story building where wall immediately above is of concrete construction, or opening in basement wall of one-story building where wall immediately above is of concrete construction |
Opening in wall of first story of two-story building where wall immediately above is of concrete construction, or opening in basement wall of one-story building where wall immediately above is of concrete construction |
Opening in wall of first story of two-story building where wall immediately above is of concrete construction, or opening in basement wall of one-story building where wall immediately above is of concrete construction |
Opening in wall of first story of two-story building where wall immediately above is of concrete construction, or opening in basement wall of one-story building where wall immediately above is of concrete construction |
| LB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, and |
Top of lintel greater than W/2 below bottom of opening in story above | Top of lintel greater than W/2 below bottom of opening in story above | 1 |
| LB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, and |
Top of lintel less than or equal to W/2 below bottom of opening in story above, and |
Opening is entirely within the foot- print of the opening in the story above |
1 |
| LB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, and |
Top of lintel less than or equal to W/2 below bottom of opening in story above, and |
Opening is partially within the foot- print of the opening in the story above |
4 |
| LB ledger board mounted to side of wall with bottom of ledger more than W/2 above top of lintel | LB ledger board mounted to side of wall with bottom of ledger more than W/2 above top of lintel | LB ledger board mounted to side of wall with bottom of ledger more than W/2 above top of lintel | NLB |
| NLB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, or no ledger board, and |
Top of lintel greater than W/2 below bottom of opening in story above | Top of lintel greater than W/2 below bottom of opening in story above | NLB |
| NLB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, or no ledger board, and |
Top of lintel less than or equal to W/2 below bottom of opening in story above, and |
Opening is entirely within the foot- print of the opening in the story above |
NLB |
| NLB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, or no ledger board, and |
Top of lintel less than or equal to W/2 below bottom of opening in story above, and |
Opening is partially within the foot- print of the opening in the story above |
1 |
| Opening in basement wall of two-story building where walls of two stories above are of concrete construction | Opening in basement wall of two-story building where walls of two stories above are of concrete construction | Opening in basement wall of two-story building where walls of two stories above are of concrete construction | Opening in basement wall of two-story building where walls of two stories above are of concrete construction |
| LB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, and |
Top of lintel greater than W/2 below bottom of opening in story above | Top of lintel greater than W/2 below bottom of opening in story above | 1 |
| LB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, and |
Top of lintel less than or equal to W/2 below bottom of opening in story above, and |
Opening is entirely within the foot- print of the opening in the story above |
1 |
| LB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, and |
Top of lintel less than or equal to W/2 below bottom of opening in story above, and |
Opening is partially within the foot- print of the opening in the story above |
5 |
| LB ledger board mounted to side of wall with bottom of ledger more than W/2 above top of lintel | LB ledger board mounted to side of wall with bottom of ledger more than W/2 above top of lintel | LB ledger board mounted to side of wall with bottom of ledger more than W/2 above top of lintel | NLB |
| NLB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, or no ledger board, and |
Top of lintel greater than W/2 below bottom of opening in story above | Top of lintel greater than W/2 below bottom of opening in story above | NLB |
| NLB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, or no ledger board, and |
Top of lintel less than or equal to W/2 below bottom of opening in story above, and |
Opening is entirely within the foot- print of the opening in the story above |
NLB |
| NLB ledger board mounted to side of wall with bottom of ledger less than or equal to W/2 above top of lintel, or no ledger board, and |
Top of lintel less than or equal to W/2 below bottom of opening in story above, and |
Opening is partially within the foot- print of the opening in the story above |
1 |
| Opening in wall of first story of two-story building where wall immediately above is of light-frame construction, or opening in basement wall of one-story building where wall immediately above is of light-frame construction |
Opening in wall of first story of two-story building where wall immediately above is of light-frame construction, or opening in basement wall of one-story building where wall immediately above is of light-frame construction |
Opening in wall of first story of two-story building where wall immediately above is of light-frame construction, or opening in basement wall of one-story building where wall immediately above is of light-frame construction |
Opening in wall of first story of two-story building where wall immediately above is of light-frame construction, or opening in basement wall of one-story building where wall immediately above is of light-frame construction |
| Wall supporting loads from roof, second floor and top-story wall of light-frame construction, and |
Top of lintel equal to or less than W/2 below top of wall | Top of lintel equal to or less than W/2 below top of wall | 3 |
| Wall supporting loads from roof, second floor and top-story wall of light-frame construction, and |
Top of lintel greater than W/2 below top of wall | Top of lintel greater than W/2 below top of wall | NLB |
| Wall not supporting loads from roof or second floor | Wall not supporting loads from roof or second floor | Wall not supporting loads from roof or second floor | NLB |
| a. LB means load bearing, NLB means nonload bearing, and W means width of opening. b. Footprint is the area of the wall below an opening in the story above, bounded by the bottom of the opening and vertical lines extending downward from the edges of the opening. c. For design loading condition “NLB” see Tables R608.8(9) and R608.8(10). For all other design loading conditions, see Tables R608.8(2) through R608.8(8). d. An NLB ledger board is a ledger attached to a wall that is parallel to the span of the floor, roof or ceiling framing that supports the edge of the floor, ceiling or roof. |
a. LB means load bearing, NLB means nonload bearing, and W means width of opening. b. Footprint is the area of the wall below an opening in the story above, bounded by the bottom of the opening and vertical lines extending downward from the edges of the opening. c. For design loading condition “NLB” see Tables R608.8(9) and R608.8(10). For all other design loading conditions, see Tables R608.8(2) through R608.8(8). d. An NLB ledger board is a ledger attached to a wall that is parallel to the span of the floor, roof or ceiling framing that supports the edge of the floor, ceiling or roof. |
a. LB means load bearing, NLB means nonload bearing, and W means width of opening. b. Footprint is the area of the wall below an opening in the story above, bounded by the bottom of the opening and vertical lines extending downward from the edges of the opening. c. For design loading condition “NLB” see Tables R608.8(9) and R608.8(10). For all other design loading conditions, see Tables R608.8(2) through R608.8(8). d. An NLB ledger board is a ledger attached to a wall that is parallel to the span of the floor, roof or ceiling framing that supports the edge of the floor, ceiling or roof. |
a. LB means load bearing, NLB means nonload bearing, and W means width of opening. b. Footprint is the area of the wall below an opening in the story above, bounded by the bottom of the opening and vertical lines extending downward from the edges of the opening. c. For design loading condition “NLB” see Tables R608.8(9) and R608.8(10). For all other design loading conditions, see Tables R608.8(2) through R608.8(8). d. An NLB ledger board is a ledger attached to a wall that is parallel to the span of the floor, roof or ceiling framing that supports the edge of the floor, ceiling or roof. |
el 18 de julio de 2025 11:14 AM (CDT) EN VIRTUD DE ELLO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.8(2)—MAXIMUM ALLOWABLE CLEAR SPANS FOR 4-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m (ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET) |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 |
|---|---|---|---|---|---|---|---|---|---|---|---|
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** 1** | ** 2** | ** 2** | ** 3** | ** 3** | ** 4** | ** 4** | ** 5** | ** 5** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** —** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
| 8 | Span without stirrupsi, j | Span without stirrupsi, j | 3-2 | 3-4 | 2-4 | 2-6 | 2-2 | 2-1 | 2-0 | 2-0 | 2-0 |
| 8 | 1-#4 | 40,000 | 5-2 | 5-5 | 4-1 | 4-3 | 3-10 | 3-7 | 3-4 | 2-9 | 2-9 |
| 8 | 1-#4 | 60,000 | 6-2 | 6-5 | 4-11 | 5-1 | 4-6 | 4-2 | 3-8 | 2-11 | 2-10 |
| 8 | 1-#5 | 40,000 | 6-3 | 6-7 | 5-0 | 5-2 | 4-6 | 4-2 | 3-8 | 2-11 | 2-10 |
| 8 | 1-#5 | 60,000 | DR | DR | DR | DR | DR | DR | DR | DR | DR |
| 8 | Center distance_A_k, l | Center distance_A_k, l | 1-1 | 1-2 | 0-8 | 0-9 | 0-7 | 0-6 | 0-5 | 0-4 | 0-4 |
| 12 | Span without stirrupsi, j | Span without stirrupsi, j | 3-4 | 3-7 | 2-9 | 2-11 | 2-8 | 2-6 | 2-5 | 2-2 | 2-2 |
| 12 | 1-#4 | 40,000 | 6-7 | 7-0 | 5-4 | 5-7 | 5-0 | 4-9 | 4-4 | 3-8 | 3-7 |
| 12 | 1-#4 | 60,000 | 7-11 | 8-6 | 6-6 | 6-9 | 6-0 | 5-9 | 5-3 | 4-5 | 4-4 |
| 12 | 1-#5 | 40,000 | 8-1 | 8-8 | 6-7 | 6-10 | 6-2 | 5-10 | 5-4 | 4-6 | 4-5 |
| 12 | 1-#5 | 60,000 | 9-8 | 10-4 | 7-11 | 8-2 | 7-4 | 6-11 | 6-2 | 4-10 | 4-8 |
| 12 | 2-#4 1-#6 |
40,000 | 9-1 | 9-8 | 7-4 | 7-8 | 6-10 | 6-6 | 6-0 | 4-10 | 4-8 |
| 12 | 2-#4 1-#6 |
60,000 | DR | DR | DR | DR | DR | DR | DR | DR | DR |
| 12 | Center distance_A_k, l | Center distance_A_k, l | 1-8 | 1-11 | 1-1 | 1-3 | 1-0 | 0-11 | 0-9 | 0-6 | 0-6 |
| 16 | Span without stirrupsi, j | Span without stirrupsi, j | 4-7 | 5-0 | 3-11 | 4-0 | 3-8 | 3-7 | 3-4 | 3-1 | 3-0 |
| 16 | 1-#4 | 40,000 | 6-8 | 7-3 | 5-6 | 5-9 | 5-2 | 4-11 | 4-6 | 3-10 | 3-8 |
| 16 | 1-#4 | 60,000 | 9-3 | 10-1 | 7-9 | 8-0 | 7-2 | 6-10 | 6-3 | 5-4 | 5-2 |
| 16 | 1-#4 | 40,000 | 9-6 | 10-4 | 7-10 | 8-2 | 7-4 | 6-11 | 6-5 | 5-5 | 5-3 |
| 16 | 1-#4 | 60,000 | 11-5 | 12-5 | 9-6 | 9-10 | 8-10 | 8-4 | 7-9 | 6-6 | 6-4 |
| 16 | 2-#4 1-#6 |
40,000 | 10-7 | 11-7 | 8-10 | 9-2 | 8-3 | 7-9 | 7-2 | 6-1 | 5-11 |
| 16 | 2-#4 1-#6 |
60,000 | 12-9 | 13-10 | 10-7 | 11-0 | 9-10 | 9-4 | 8-7 | 6-9 | 6-6 |
| 16 | 2-#5 | 40,000 | 13-0 | 14-1 | 10-9 | 11-2 | 9-11 | 9-2 | 8-2 | 6-6 | 6-3 |
| 16 | 2-#5 | 60,000 | DR | DR | DR | DR | DR | DR | DR | DR | DR |
| 16 | Center distance_A_k, l | Center distance_A_k, l | 2-3 | 2-8 | 1-7 | 1-8 | 1-4 | 1-3 | 1-0 | 0-9 | 0-8 |
| 20 | Span without stirrups_A_i, j | Span without stirrups_A_i, j | 5-9 | 6-5 | 5-0 | 5-2 | 4-9 | 4-7 | 4-4 | 3-11 | 3-11 |
| 20 | 1-#4 | 40,000 | 7-5 | 8-2 | 6-3 | 6-6 | 5-10 | 5-7 | 5-1 | 4-4 | 4-2 |
| 20 | 1-#4 | 60,000 | 9-0 | 10-0 | 7-8 | 7-11 | 7-1 | 6-9 | 6-3 | 5-3 | 5-1 |
| 20 | 1-#5 | 40,000 | 9-2 | 10-2 | 7-9 | 8-1 | 7-3 | 6-11 | 6-4 | 5-4 | 5-2 |
| 20 | 1-#5 | 60,000 | 12-9 | 14-2 | 10-10 | 11-3 | 10-1 | 9-7 | 8-10 | 7-5 | 7-3 |
| 20 | 2-#4 1-#6 |
40,000 | 11-10 | 13-2 | 10-1 | 10-5 | 9-4 | 8-11 | 8-2 | 6-11 | 6-9 |
| 20 | 2-#4 1-#6 |
60,000 | 14-4 | 15-10 | 12-1 | 12-7 | 11-3 | 10-9 | 9-11 | 8-4 | 8-1 |
| 20 | 2-#5 | 40,000 | 14-7 | 16-2 | 12-4 | 12-9 | 11-4 | 10-6 | 9-5 | 7-7 | 7-3 |
| 20 | 2-#5 | 60,000 | 17-5 | 19-2 | 14-9 | 15-3 | 13-5 | 12-4 | 11-0 | 8-8 | 8-4 |
| 20 | 2-#6 | 40,000 | 16-4 | 18-11 | 12-7 | 13-3 | 11-4 | 10-6 | 9-5 | 7-7 | 7-3 |
| 20 | 2-#6 | 60,000 | DR | DR | DR | DR | DR | DR | DR | DR | DR |
| 20 | Center distance_A_k, l | Center distance_A_k, l | 2-9 | 3-5 | 2-0 | 2-2 | 1-9 | 1-7 | 1-4 | 0-11 | 0-11 |
6-140 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.8(2)—MAXIMUM ALLOWABLE CLEAR SPANS FOR 4-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m (ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET)—continued |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 |
|---|---|---|---|---|---|---|---|---|---|---|---|
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** 1** | ** 2** | ** 2** | ** 3** | ** 3** | ** 4** | ** 4** | ** 5** | ** 5** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** —** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
| 24 | Span without stirrupsi, j | Span without stirrupsi, j | 6-11 | 7-9 | 6-1 | 6-3 | 5-9 | 5-7 | 5-3 | 4-9 | 4-8 |
| 24 | 1-#4 | 40,000 | 8-0 | 9-0 | 6-11 | 7-2 | 6-5 | 6-2 | 5-8 | 4-9 | 4-8 |
| 24 | 1-#4 | 60,000 | 9-9 | 11-0 | 8-5 | 8-9 | 7-10 | 7-6 | 6-11 | 5-10 | 5-8 |
| 24 | 1-#5 | 40,000 | 10-0 | 11-3 | 8-7 | 8-11 | 8-0 | 7-7 | 7-0 | 5-11 | 5-9 |
| 24 | 1-#5 | 60,000 | 13-11 | 15-8 | 12-0 | 12-5 | 11-2 | 10-7 | 9-10 | 8-3 | 8-0 |
| 24 | 2-#4 1-#6 |
40,000 | 12-11 | 14-6 | 11-2 | 11-6 | 10-5 | 9-10 | 9-1 | 7-8 | 7-5 |
| 24 | 2-#4 1-#6 |
60,000 | 15-7 | 17-7 | 13-6 | 13-11 | 12-7 | 11-11 | 11-0 | 9-3 | 9-0 |
| 24 | 2-#5 | 40,000 | 15-11 | 17-11 | 13-7 | 14-3 | 12-8 | 11-9 | 10-8 | 8-7 | 8-4 |
| 24 | 2-#5 | 60,000 | 19-1 | 21-6 | 16-5 | 17-1 | 15-1 | 14-0 | 12-6 | 9-11 | 9-7 |
| 24 | 2-#6 | 40,000 | 17-7 | 21-1 | 14-1 | 14-10 | 12-8 | 11-9 | 10-8 | 8-7 | 8-4 |
| 24 | 2-#6 | 60,000 | DR | DR | DR | DR | DR | DR | DR | DR | DR |
| 24 | Center distance_A_k, l | Center distance_A_k, l | 3-3 | 4-1 | 2-5 | 2-7 | 2-1 | 1-11 | 1-7 | 1-2 | 1-1 |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2-inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
el 18 de julio de 2025 11:14 AM (CDT) BAJO ELLO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.8(3)—MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m (ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET) |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 |
|---|---|---|---|---|---|---|---|---|---|---|---|
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** **STRENGTHh, ****fy (psi)** |
** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** **STRENGTHh, ****fy (psi)** |
** 1** | ** 2** | ** 2** | ** 3** | ** 3** | ** 4** | ** 4** | ** 5** | ** 5** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** **STRENGTHh, ****fy (psi)** |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** **STRENGTHh, ****fy (psi)** |
** —** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** **STRENGTHh, ****fy (psi)** |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
| 8 | Span without stirrupsi, j | Span without stirrupsi, j | 4-2 | 4-8 | 3-1 | 3-3 | 2-10 | 2-6 | 2-3 | 2-0 | 2-0 |
| 8 | 1-#4 | 40,000 | 5-1 | 5-5 | 4-2 | 4-3 | 3-10 | 3-6 | 3-3 | 2-8 | 2-7 |
| 8 | 1-#4 | 60,000 | 6-2 | 6-7 | 5-0 | 5-2 | 4-8 | 4-2 | 3-11 | 3-3 | 3-2 |
| 8 | 1-#5 | 40,000 | 6-3 | 6-8 | 5-1 | 5-3 | 4-9 | 4-3 | 4-0 | 3-3 | 3-2 |
| 8 | 1-#5 | 60,000 | 7-6 | 8-0 | 6-1 | 6-4 | 5-8 | 5-1 | 4-9 | 3-8 | 3-6 |
| 8 | 2-#4 1-#6 |
40,000 | 7-0 | 7-6 | 5-8 | 5-11 | 5-3 | 4-9 | 4-5 | 3-8 | 3-6 |
| 8 | 2-#4 1-#6 |
60,000 | DR | DR | DR | DR | DR | DR | DR | DR | DR |
| 8 | Center distance_A_k, l | Center distance_A_k, l | 1-7 | 1-10 | 1-1 | 1-2 | 0-11 | 0-9 | 0-8 | 0-5 | 0-5 |
| 12 | Span without stirrupsi, j | Span without stirrupsi, j | 4-2 | 4-8 | 3-5 | 3-6 | 3-2 | 2-11 | 2-9 | 2-5 | 2-4 |
| 12 | 1-#4 | 40,000 | 5-7 | 6-1 | 4-8 | 4-10 | 4-4 | 3-11 | 3-8 | 3-0 | 2-11 |
| 12 | 1-#4 | 60,000 | 7-9 | 8-6 | 6-6 | 6-9 | 6-1 | 5-6 | 5-1 | 4-3 | 4-1 |
| 12 | 1-#5 | 40,000 | 7-11 | 8-8 | 6-8 | 6-11 | 6-2 | 5-7 | 5-2 | 4-4 | 4-2 |
| 12 | 1-#5 | 60,000 | 9-7 | 10-6 | 8-0 | 8-4 | 7-6 | 6-9 | 6-3 | 5-2 | 5-1 |
| 12 | 2-#4 1-#6 |
40,000 | 8-11 | 9-9 | 7-6 | 7-9 | 6-11 | 6-3 | 5-10 | 4-10 | 4-8 |
| 12 | 2-#4 1-#6 |
60,000 | 10-8 | 11-9 | 8-12 | 9-4 | 8-4 | 7-6 | 7-0 | 5-10 | 5-8 |
| 12 | 2-#5 | 40,000 | 10-11 | 12-0 | 9-2 | 9-6 | 8-6 | 7-8 | 7-2 | 5-6 | 5-3 |
| 12 | 2-#5 | 60,000 | 12-11 | 14-3 | 10-10 | 11-3 | 10-1 | 9-0 | 8-1 | 6-1 | 5-10 |
| 12 | 2-#6 | 40,000 | 12-9 | 14-0 | 10-8 | 11-1 | 9-7 | 8-1 | 7-3 | 5-6 | 5-3 |
| 12 | 2-#6 | 60,000 | DR | DR | DR | DR | DR | DR | DR | DR | DR |
| 12 | Center distance_A_k, l | Center distance_A_k, l | 2-6 | 3-0 | 1-9 | 1-10 | 1-6 | 1-3 | 1-1 | 0-9 | 0-8 |
| 16 | Span without stirrupsi, j | Span without stirrupsi, j | 5-7 | 6-5 | 4-9 | 4-11 | 4-5 | 4-0 | 3-10 | 3-4 | 3-4 |
| 16 | 1-#4 | 40,000 | 6-5 | 7-2 | 5-6 | 5-9 | 5-2 | 4-8 | 4-4 | 3-7 | 3-6 |
| 16 | 1-#4 | 60,000 | 7-10 | 8-9 | 6-9 | 7-0 | 6-3 | 5-8 | 5-3 | 4-4 | 4-3 |
| 16 | 1-#5 | 40,000 | 7-11 | 8-11 | 6-10 | 7-1 | 6-5 | 5-9 | 5-4 | 4-5 | 4-4 |
| 16 | 1-#5 | 60,000 | 11-1 | 12-6 | 9-7 | 9-11 | 8-11 | 8-0 | 7-6 | 6-2 | 6-0 |
| 16 | 2-#4 1-#6 |
40,000 | 10-3 | 11-7 | 8-10 | 9-2 | 8-3 | 7-6 | 6-11 | 5-9 | 5-7 |
| 16 | 2-#4 1-#6 |
60,000 | 12-5 | 14-0 | 10-9 | 11-1 | 10-0 | 9-0 | 8-5 | 7-0 | 6-9 |
| 16 | 2-#5 | 40,000 | 12-8 | 14-3 | 10-11 | 11-4 | 10-2 | 9-2 | 8-7 | 6-9 | 6-6 |
| 16 | 2-#5 | 60,000 | 15-2 | 17-1 | 13-1 | 13-7 | 12-3 | 11-0 | 10-3 | 7-11 | 7-7 |
| 16 | 2-#6 | 40,000 | 14-11 | 16-9 | 12-8 | 13-4 | 11-4 | 9-8 | 8-8 | 6-9 | 6-6 |
| 16 | 2-#6 | 60,000 | DR | DR | DR | DR | DR | DR | DR | DR | DR |
| 16 | Center distance_A_k, l | Center distance_A_k, l | 3-3 | 4-1 | 2-5 | 2-7 | 2-1 | 1-9 | 1-6 | 1-0 | 1-0 |
6-142 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.8(3)—MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m (ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET)—continued |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 |
|---|---|---|---|---|---|---|---|---|---|---|---|
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** **STRENGTHh, ****fy (psi)** |
** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** **STRENGTHh, ****fy (psi)** |
** 1** | ** 2** | ** 2** | ** 3** | ** 3** | ** 4** | ** 4** | ** 5** | ** 5** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** **STRENGTHh, ****fy (psi)** |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** **STRENGTHh, ****fy (psi)** |
** —** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** **STRENGTHh, ****fy (psi)** |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
| 20 | Span without stirrupsi, j | Span without stirrupsi, j | 6-11 | 8-2 | 6-1 | 6-3 | 5-8 | 5-2 | 4-11 | 4-4 | 4-3 |
| 20 | 1-#5 | 40,000 | 8-9 | 10-1 | 7-9 | 8-0 | 7-3 | 6-6 | 6-1 | 5-1 | 4-11 |
| 20 | 1-#5 | 60,000 | 10-8 | 12-3 | 9-5 | 9-9 | 8-10 | 8-0 | 7-5 | 6-2 | 6-0 |
| 20 | 2-#4 1-#6 |
40,000 | 9-11 | 11-4 | 8-9 | 9-1 | 8-2 | 7-4 | 6-10 | 5-8 | 5-7 |
| 20 | 2-#4 1-#6 |
60,000 | 13-9 | 15-10 | 12-2 | 12-8 | 11-5 | 10-3 | 9-7 | 7-11 | 7-9 |
| 20 | 2-#5 | 40,000 | 14-0 | 16-2 | 12-5 | 12-11 | 11-7 | 10-6 | 9-9 | 7-11 | 7-8 |
| 20 | 2-#5 | 60,000 | 16-11 | 19-6 | 15-0 | 15-6 | 14-0 | 12-7 | 11-9 | 9-1 | 8-9 |
| 20 | 2-#6 | 40,000 | 16-7 | 19-1 | 14-7 | 15-3 | 13-1 | 11-3 | 10-2 | 7-11 | 7-8 |
| 20 | 2-#6 | 60,000 | 19-11 | 22-10 | 17-4 | 18-3 | 15-6 | 13-2 | 11-10 | 9-1 | 8-9 |
| 20 | Center distance_A_k, l | Center distance_A_k, l | 3-11 | 5-2 | 3-1 | 3-3 | 2-8 | 2-2 | 1-11 | 1-4 | 1-3 |
| 24 | Span without stirrupsi, j | Span without stirrupsi, j | 8-2 | 9-10 | 7-4 | 7-8 | 6-11 | 6-4 | 5-11 | 5-3 | 5-2 |
| 24 | 1-#5 | 40,000 | 9-5 | 11-1 | 8-7 | 8-10 | 8-0 | 7-3 | 6-9 | 5-7 | 5-5 |
| 24 | 1-#5 | 60,000 | 11-6 | 13-6 | 10-5 | 10-9 | 9-9 | 8-9 | 8-2 | 6-10 | 6-8 |
| 24 | 2-#4 1-#6 |
40,000 | 10-8 | 12-6 | 9-8 | 10-0 | 9-0 | 8-2 | 7-7 | 6-4 | 6-2 |
| 24 | 2-#4 1-#6 |
60,000 | 12-11 | 15-2 | 11-9 | 12-2 | 11-0 | 9-11 | 9-3 | 7-8 | 7-6 |
| 24 | 2-#5 | 40,000 | 15-2 | 17-9 | 13-9 | 14-3 | 12-10 | 11-7 | 10-10 | 9-0 | 8-9 |
| 24 | 2-#5 | 60,000 | 18-4 | 21-6 | 16-7 | 17-3 | 15-6 | 14-0 | 13-1 | 10-4 | 10-0 |
| 24 | 2-#6 | 40,000 | 18-0 | 21-1 | 16-4 | 16-11 | 14-10 | 12-9 | 11-8 | 9-2 | 8-11 |
| 24 | 2-#6 | 60,000 | 21-7 | 25-4 | 19-2 | 20-4 | 17-2 | 14-9 | 13-4 | 10-4 | 10-0 |
| 24 | Center distance_A_k, l | Center distance_A_k, l | 4-6 | 6-2 | 3-8 | 4-0 | 3-3 | 2-8 | 2-3 | 1-7 | 1-6 |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.8(4)—MAXIMUM ALLOWABLE CLEAR SPANS FOR 8-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m (ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET) |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 |
|---|---|---|---|---|---|---|---|---|---|---|---|
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** 1** | ** 2** | ** 2** | ** 3** | ** 3** | ** 4** | ** 4** | ** 5** | ** 5** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** —** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
| 8 | Span without stirrupsi, j | Span without stirrupsi, j | 4-4 | 4-9 | 3-7 | 3-9 | 3-4 | 2-10 | 2-7 | 2-1 | 2-0 |
| 8 | 1-#4 | 40,000 | 4-4 | 4-9 | 3-7 | 3-9 | 3-4 | 2-11 | 2-9 | 2-3 | 2-2 |
| 8 | 1-#4 | 60,000 | 6-1 | 6-7 | 5-0 | 5-3 | 4-8 | 4-0 | 3-9 | 3-1 | 3-0 |
| 8 | 1-#5 | 40,000 | 6-2 | 6-9 | 5-2 | 5-4 | 4-9 | 4-1 | 3-10 | 3-2 | 3-1 |
| 8 | 1-#5 | 60,000 | 7-5 | 8-1 | 6-2 | 6-5 | 5-9 | 4-11 | 4-7 | 3-9 | 3-8 |
| 8 | 2-#4 1-#6 |
40,000 | 6-11 | 7-6 | 5-9 | 6-0 | 5-4 | 4-7 | 4-4 | 3-6 | 3-5 |
| 8 | 2-#4 1-#6 |
60,000 | 8-3 | 9-0 | 6-11 | 7-2 | 6-5 | 5-6 | 5-2 | 4-2 | 4-1 |
| 8 | 2-#5 | 40,000 | 8-5 | 9-2 | 7-0 | 7-3 | 6-6 | 5-7 | 5-3 | 4-2 | 4-0 |
| 8 | 2-#5 | 60,000 | DR | DR | DR | DR | DR | DR | DR | DR | DR |
| 8 | Center distance_A_k, l | Center distance_A_k, l | 2-1 | 2-6 | 1-5 | 1-6 | 1-3 | 0-11 | 0-10 | 0-6 | 0-6 |
| 12 | Span without stirrupsi, j | Span without stirrupsi, j | 4-10 | 5-8 | 4-0 | 4-2 | 3-9 | 3-2 | 3-0 | 2-7 | 2-6 |
| 12 | 1-#4 | 40,000 | 5-5 | 6-1 | 4-8 | 4-10 | 4-4 | 3-9 | 3-6 | 2-10 | 2-10 |
| 12 | 1-#4 | 60,000 | 6-7 | 7-5 | 5-8 | 5-11 | 5-4 | 4-7 | 4-3 | 3-6 | 3-5 |
| 12 | 1-#5 | 40,000 | 6-9 | 7-7 | 5-9 | 6-0 | 5-5 | 4-8 | 4-4 | 3-7 | 3-6 |
| 12 | 1-#5 | 60,000 | 9-4 | 10-6 | 8-1 | 8-4 | 7-6 | 6-6 | 6-1 | 5-0 | 4-10 |
| 12 | 2-#4 1-#6 |
40,000 | 8-8 | 9-9 | 7-6 | 7-9 | 7-0 | 6-0 | 5-8 | 4-7 | 4-6 |
| 12 | 2-#4 1-#6 |
60,000 | 10-6 | 11-9 | 9-1 | 9-5 | 8-5 | 7-3 | 6-10 | 5-7 | 5-5 |
| 12 | 2-#5 | 40,000 | 10-8 | 12-0 | 9-3 | 9-7 | 8-7 | 7-5 | 6-11 | 5-6 | 5-4 |
| 12 | 2-#5 | 60,000 | 12-10 | 14-5 | 11-1 | 11-6 | 10-4 | 8-11 | 8-4 | 6-7 | 6-4 |
| 12 | 2-#6 | 40,000 | 12-7 | 14-2 | 10-10 | 11-3 | 10-2 | 8-3 | 7-6 | 5-6 | 5-4 |
| 12 | 2-#6 | 60,000 | DR | DR | DR | DR | DR | DR | DR | DR | DR |
| 12 | Center distance_A_k, l | Center distance_A_k, l | 3-2 | 4-0 | 2-4 | 2-6 | 2-0 | 1-6 | 1-4 | 0-11 | 0-10 |
| 16 | Span without stirrupsi, j | Span without stirrupsi, j | 6-5 | 7-9 | 5-7 | 5-10 | 5-2 | 4-5 | 4-2 | 3-7 | 3-6 |
| 16 | 1-#4 | 40,000 | 6-2 | 7-1 | 5-6 | 5-8 | 5-1 | 4-5 | 4-2 | 3-5 | 3-4 |
| 16 | 1-#4 | 60,000 | 7-6 | 8-8 | 6-8 | 6-11 | 6-3 | 5-5 | 5-1 | 4-2 | 4-0 |
| 16 | 1-#5 | 40,000 | 7-8 | 8-10 | 6-10 | 7-1 | 6-4 | 5-6 | 5-2 | 4-3 | 4-1 |
| 16 | 1-#5 | 60,000 | 9-4 | 10-9 | 8-4 | 8-7 | 7-9 | 6-8 | 6-3 | 5-2 | 5-0 |
| 16 | 2-#4 1-#6 |
40,000 | 8-8 | 10-0 | 7-8 | 8-0 | 7-2 | 6-2 | 5-10 | 4-9 | 4-8 |
| 16 | 2-#4 1-#6 |
60,000 | 12-0 | 13-11 | 10-9 | 11-2 | 10-0 | 8-8 | 8-1 | 6-8 | 6-6 |
| 16 | 2-#5 | 40,000 | 12-3 | 14-2 | 11-0 | 11-4 | 10-3 | 8-10 | 8-3 | 6-9 | 6-7 |
| 16 | 2-#5 | 60,000 | 14-10 | 17-2 | 13-3 | 13-8 | 12-4 | 10-8 | 10-0 | 7-11 | 7-8 |
| 16 | 2-#6 | 40,000 | 14-6 | 16-10 | 13-0 | 13-5 | 12-1 | 10-1 | 9-2 | 6-11 | 6-8 |
| 16 | 2-#6 | 60,000 | 17-5 | 20-2 | 15-7 | 16-1 | 14-6 | 11-10 | 10-8 | 7-11 | 7-8 |
| 16 | Center distance_A_k, l | Center distance_A_k, l | 4-1 | 5-5 | 3-3 | 3-6 | 2-10 | 2-1 | 1-10 | 1-3 | 1-2 |
6-144 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.8(4)—MAXIMUM ALLOWABLE CLEAR SPANS FOR 8-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m (ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET)—continued |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 |
|---|---|---|---|---|---|---|---|---|---|---|---|
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** 1** | ** 2** | ** 2** | ** 3** | ** 3** | ** 4** | ** 4** | ** 5** | ** 5** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** —** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
| 20 | Span without stirrupsi, j | Span without stirrupsi, j | 7-10 | 9-10 | 7-1 | 7-5 | 6-7 | 5-8 | 5-4 | 4-7 | 4-6 |
| 20 | 1-#5 | 40,000 | 8-4 | 9-11 | 7-8 | 8-0 | 7-2 | 6-3 | 5-10 | 4-9 | 4-8 |
| 20 | 1-#5 | 60,000 | 10-2 | 12-1 | 9-5 | 9-9 | 8-9 | 7-7 | 7-1 | 5-10 | 5-8 |
| 20 | 2-#4 1-#6 |
40,000 | 9-5 | 11-3 | 8-8 | 9-0 | 8-1 | 7-0 | 6-7 | 5-5 | 5-3 |
| 20 | 2-#4 1-#6 |
60,000 | 11-6 | 13-8 | 10-7 | 11-0 | 9-11 | 8-7 | 8-0 | 6-7 | 6-5 |
| 20 | 2-#5 | 40,000 | 11-9 | 13-11 | 10-10 | 11-2 | 10-1 | 8-9 | 8-2 | 6-8 | 6-7 |
| 20 | 2-#5 | 60,000 | 16-4 | 19-5 | 15-0 | 15-7 | 14-0 | 12-2 | 11-4 | 9-3 | 9-0 |
| 20 | 2-#6 | 40,000 | 16-0 | 19-0 | 14-9 | 15-3 | 13-9 | 11-10 | 10-10 | 8-3 | 8-0 |
| 20 | 2-#6 | 60,000 | 19-3 | 22-11 | 17-9 | 18-5 | 16-7 | 13-7 | 12-4 | 9-3 | 9-0 |
| 20 | Center distance_A_k, l | Center distance_A_k, l | 4-10 | 6-10 | 4-1 | 4-5 | 3-7 | 2-8 | 2-4 | 1-7 | 1-6 |
| 24 | Span without stirrupsi, j | Span without stirrupsi, j | 9-2 | 11-9 | 8-7 | 8-11 | 8-0 | 6-11 | 6-6 | 5-7 | 5-6 |
| 24 | 1-#5 | 40,000 | 8-11 | 10-10 | 8-6 | 8-9 | 7-11 | 6-10 | 6-5 | 5-3 | 5-2 |
| 24 | 1-#5 | 60,000 | 10-11 | 13-3 | 10-4 | 10-8 | 9-8 | 8-4 | 7-10 | 6-5 | 6-3 |
| 24 | 2-#4 1-#6 |
40,000 | 10-1 | 12-3 | 9-7 | 9-11 | 8-11 | 7-9 | 7-3 | 6-0 | 5-10 |
| 24 | 2-#4 1-#6 |
60,000 | 12-3 | 15-0 | 11-8 | 12-1 | 10-11 | 9-5 | 8-10 | 7-3 | 7-1 |
| 24 | 2-#5 | 40,000 | 12-6 | 15-3 | 11-11 | 12-4 | 11-1 | 9-7 | 9-0 | 7-5 | 7-3 |
| 24 | 2-#5 | 60,000 | 17-6 | 21-3 | 16-7 | 17-2 | 15-6 | 13-5 | 12-7 | 10-4 | 10-1 |
| 24 | 2-#6 | 40,000 | 17-2 | 20-11 | 16-3 | 16-10 | 15-3 | 13-2 | 12-4 | 9-7 | 9-4 |
| 24 | 2-#6 | 60,000 | 20-9 | 25-3 | 19-8 | 20-4 | 18-5 | 15-4 | 14-0 | 10-7 | 10-3 |
| 24 | Center distance_A_k, l | Center distance_A_k, l | 5-6 | 8-1 | 4-11 | 5-3 | 4-4 | 3-3 | 2-10 | 1-11 | 1-10 |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
el 18 de julio de 2025 11:14 AM (CDT) BAJO ELLO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.8(5)—MAXIMUM ALLOWABLE CLEAR SPANS FOR 10-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m (ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET) |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 |
|---|---|---|---|---|---|---|---|---|---|---|---|
| LINTEL DEPTH,****_D_g (inches) |
NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM OF LINTEL |
STEEL YIELD STRENGTHh, ****fy (psi) |
DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) | DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) | DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) | DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) | DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) | DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) | DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) | DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) | DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) |
| LINTEL DEPTH,****_D_g (inches) |
NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM OF LINTEL |
STEEL YIELD STRENGTHh, ****fy (psi) |
1 | 2 | 2 | 3 | 3 | 4 | 4 | 5 | 5 |
| LINTEL DEPTH,****_D_g (inches) |
NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM OF LINTEL |
STEEL YIELD STRENGTHh, ****fy (psi) |
Maximum ground snow load (psf) |
Maximum ground snow load (psf) |
Maximum ground snow load (psf) |
Maximum ground snow load (psf) |
Maximum ground snow load (psf) |
Maximum ground snow load (psf) |
Maximum ground snow load (psf) |
Maximum ground snow load (psf) |
Maximum ground snow load (psf) |
| LINTEL DEPTH,****_D_g (inches) |
NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM OF LINTEL |
STEEL YIELD STRENGTHh, ****fy (psi) |
— | 30 | 70 | 30 | 70 | 30 | 70 | 30 | 70 |
| LINTEL DEPTH,****_D_g (inches) |
NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM OF LINTEL |
STEEL YIELD STRENGTHh, ****fy (psi) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
| 8 | Span without stirrupsi, j | Span without stirrupsi, j | 6-0 | 7-2 | 4-7 | 4-10 | 4-1 | 3-1 | 2-11 | 2-3 | 2-2 |
| 8 | 1-#4 | 40,000 | 4-3 | 4-9 | 3-7 | 3-9 | 3-4 | 2-9 | 2-7 | 2-1 | 2-1 |
| 8 | 1-#4 | 60,000 | 5-11 | 6-7 | 5-0 | 5-3 | 4-8 | 3-10 | 3-8 | 2-11 | 2-11 |
| 8 | 1-#5 | 40,000 | 6-1 | 6-9 | 5-2 | 5-4 | 4-9 | 3-11 | 3-9 | 3-0 | 2-11 |
| 8 | 1-#5 | 60,000 | 7-4 | 8-1 | 6-3 | 6-5 | 5-9 | 4-9 | 4-6 | 3-7 | 3-7 |
| 8 | 2-#4 1-#6 |
40,000 | 6-10 | 7-6 | 5-9 | 6-0 | 5-5 | 4-5 | 4-2 | 3-4 | 3-4 |
| 8 | 2-#4 1-#6 |
60,000 | 8-2 | 9-1 | 6-11 | 7-2 | 6-6 | 5-4 | 5-0 | 4-1 | 4-0 |
| 8 | 2-#5 | 40,000 | 8-4 | 9-3 | 7-1 | 7-4 | 6-7 | 5-5 | 5-1 | 4-1 | 4-0 |
| 8 | 2-#5 | 60,000 | 9-11 | 11-0 | 8-5 | 8-9 | 7-10 | 6-6 | 6-1 | 4-8 | 4-6 |
| 8 | 2-#6 | 40,000 | 9-9 | 10-10 | 8-3 | 8-7 | 7-9 | 6-4 | 5-10 | 4-1 | 4-0 |
| 8 | 2-#6 | 60,000 | DR | DR | DR | DR | DR | DR | DR | DR | DR |
| 8 | Center distance_A_k, l | Center distance_A_k, l | 2-6 | 3-1 | 1-10 | 1-11 | 1-7 | 1-1 | 0-11 | 0-7 | 0-7 |
| 12 | Span without stirrupsi, j | Span without stirrupsi, j | 5-5 | 6-7 | 4-7 | 4-10 | 4-3 | 3-5 | 3-3 | 2-8 | 2-8 |
| 12 | 1-#4 | 40,000 | 5-3 | 6-0 | 4-8 | 4-10 | 4-4 | 3-7 | 3-4 | 2-9 | 2-8 |
| 12 | 1-#4 | 60,000 | 6-5 | 7-4 | 5-8 | 5-10 | 5-3 | 4-4 | 4-1 | 3-4 | 3-3 |
| 12 | 1-#5 | 40,000 | 6-6 | 7-6 | 5-9 | 6-0 | 5-5 | 4-5 | 4-2 | 3-5 | 3-4 |
| 12 | 1-#5 | 60,000 | 7-11 | 9-1 | 7-0 | 7-3 | 6-7 | 5-5 | 5-1 | 4-2 | 4-0 |
| 12 | 2-#4 1-#6 |
40,000 | 7-4 | 8-5 | 6-6 | 6-9 | 6-1 | 5-0 | 4-9 | 3-10 | 3-9 |
| 12 | 2-#4 1-#6 |
60,000 | 10-3 | 11-9 | 9-1 | 9-5 | 8-6 | 7-0 | 6-7 | 5-4 | 5-3 |
| 12 | 2-#5 | 40,000 | 10-5 | 12-0 | 9-3 | 9-7 | 8-8 | 7-2 | 6-9 | 5-5 | 5-4 |
| 12 | 2-#5 | 60,000 | 12-7 | 14-5 | 11-2 | 11-6 | 10-5 | 8-7 | 8-1 | 6-6 | 6-4 |
| 12 | 2-#6 | 40,000 | 12-4 | 14-2 | 10-11 | 11-4 | 10-2 | 8-5 | 7-8 | 5-7 | 5-5 |
| 12 | 2-#6 | 60,000 | 14-9 | 17-0 | 13-1 | 13-6 | 12-2 | 10-0 | 9-1 | 6-6 | 6-4 |
| 12 | Center distance_A_k, l | Center distance_A_k, l | 3-9 | 4-11 | 2-11 | 3-2 | 2-7 | 1-9 | 1-7 | 1-0 | 1-0 |
| 16 | Span without stirrupsi, j | Span without stirrupsi, j | 7-1 | 9-0 | 6-4 | 6-8 | 5-10 | 4-9 | 4-6 | 3-9 | 3-8 |
| 16 | 1-#4 | 40,000 | 5-11 | 7-0 | 5-5 | 5-8 | 5-1 | 4-3 | 4-0 | 3-3 | 3-2 |
| 16 | 1-#4 | 60,000 | 7-3 | 8-7 | 6-8 | 6-11 | 6-3 | 5-2 | 4-10 | 3-11 | 3-10 |
| 16 | 1-#5 | 40,000 | 7-4 | 8-9 | 6-9 | 7-0 | 6-4 | 5-3 | 4-11 | 4-0 | 3-11 |
| 16 | 1-#5 | 60,000 | 9-0 | 10-8 | 8-3 | 8-7 | 7-9 | 6-5 | 6-0 | 4-11 | 4-9 |
| 16 | 2-#4 1-#6 |
40,000 | 8-4 | 9-11 | 7-8 | 7-11 | 7-2 | 5-11 | 5-7 | 4-6 | 4-5 |
| 16 | 2-#4 1-#6 |
60,000 | 10-2 | 12-0 | 9-4 | 9-8 | 8-9 | 7-3 | 6-10 | 5-6 | 5-5 |
| 16 | 2-#5 | 40,000 | 10-4 | 12-3 | 9-6 | 9-10 | 8-11 | 7-4 | 6-11 | 5-8 | 5-6 |
| 16 | 2-#5 | 60,000 | 14-4 | 17-1 | 13-3 | 13-8 | 12-4 | 10-3 | 9-8 | 7-10 | 7-8 |
| 16 | 2-#6 | 40,000 | 14-1 | 16-9 | 13-0 | 13-5 | 12-2 | 10-1 | 9-6 | 7-0 | 6-10 |
| 16 | 2-#6 | 60,000 | 17-0 | 20-2 | 15-8 | 16-2 | 14-7 | 12-0 | 10-11 | 8-0 | 7-9 |
| 16 | Center distance_A_k, l | Center distance_A_k, l | 4-9 | 6-8 | 4-0 | 4-4 | 3-6 | 2-5 | 2-2 | 1-5 | 1-4 |
6-146 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.8(5)—MAXIMUM ALLOWABLE CLEAR SPANS FOR 10-INCH-NOMINAL THICK FLAT LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, m (ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET)—continued |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 |
|---|---|---|---|---|---|---|---|---|---|---|---|
| LINTEL DEPTH,****_D_g (inches) |
NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM OF LINTEL |
STEEL YIELD STRENGTHh, ****fy (psi) |
DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) | DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) | DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) | DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) | DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) | DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) | DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) | DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) | DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1) |
| LINTEL DEPTH,****_D_g (inches) |
NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM OF LINTEL |
STEEL YIELD STRENGTHh, ****fy (psi) |
1 | 2 | 2 | 3 | 3 | 4 | 4 | 5 | 5 |
| LINTEL DEPTH,****_D_g (inches) |
NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM OF LINTEL |
STEEL YIELD STRENGTHh, ****fy (psi) |
Maximum ground snow load (psf) |
Maximum ground snow load (psf) |
Maximum ground snow load (psf) |
Maximum ground snow load (psf) |
Maximum ground snow load (psf) |
Maximum ground snow load (psf) |
Maximum ground snow load (psf) |
Maximum ground snow load (psf) |
Maximum ground snow load (psf) |
| LINTEL DEPTH,****_D_g (inches) |
NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM OF LINTEL |
STEEL YIELD STRENGTHh, ****fy (psi) |
— | 30 | 70 | 30 | 70 | 30 | 70 | 30 | 70 |
| LINTEL DEPTH,****_D_g (inches) |
NUMBER OF BARS AND BAR SIZE IN TOP AND BOTTOM OF LINTEL |
STEEL YIELD STRENGTHh, ****fy (psi) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
| 20 | Span without stirrupsi, j | Span without stirrupsi, j | 8-7 | 11-4 | 8-1 | 8-5 | 7-5 | 6-1 | 5-9 | 4-10 | 4-9 |
| 20 | 1-#4 | 40,000 | 6-5 | 7-10 | 6-2 | 6-4 | 5-9 | 4-9 | 4-6 | 3-8 | 3-7 |
| 20 | 1-#4 | 60,000 | 7-10 | 9-7 | 7-6 | 7-9 | 7-0 | 5-10 | 5-6 | 4-5 | 4-4 |
| 20 | 1-#5 | 40,000 | 8-0 | 9-9 | 7-8 | 7-11 | 7-2 | 5-11 | 5-7 | 4-6 | 4-5 |
| 20 | 1-#5 | 60,000 | 9-9 | 11-11 | 9-4 | 9-8 | 8-9 | 7-3 | 6-10 | 5-6 | 5-5 |
| 20 | 2-#4 1-#6 |
40,000 | 9-0 | 11-1 | 8-8 | 8-11 | 8-1 | 6-9 | 6-4 | 5-2 | 5-0 |
| 20 | 2-#4 1-#6 |
60,000 | 11-0 | 13-6 | 10-6 | 10-11 | 9-10 | 8-2 | 7-9 | 6-3 | 6-2 |
| 20 | 2-#5 | 40,000 | 11-3 | 13-9 | 10-9 | 11-1 | 10-0 | 8-4 | 7-10 | 6-5 | 6-3 |
| 20 | 2-#5 | 60,000 | 15-8 | 19-2 | 15-0 | 15-6 | 14-0 | 11-8 | 11-0 | 8-11 | 8-9 |
| 20 | 2-#6 | 40,000 | 15-5 | 18-10 | 14-8 | 15-2 | 13-9 | 11-5 | 10-9 | 8-6 | 8-3 |
| 20 | 2-#6 | 60,000 | 18-7 | 22-9 | 17-9 | 18-5 | 16-7 | 13-10 | 12-9 | 9-5 | 9-2 |
| 20 | Center distance_A_k, l | Center distance_A_k, l | 5-7 | 8-4 | 5-1 | 5-5 | 4-5 | 3-1 | 2-9 | 1-10 | 1-9 |
| 24 | Span without stirrupsi, j | Span without stirrupsi, j | 9-11 | 13-7 | 9-9 | 10-2 | 9-0 | 7-5 | 7-0 | 5-10 | 5-9 |
| 24 | 1-#5 | 40,000 | 8-6 | 10-8 | 8-5 | 8-8 | 7-10 | 6-6 | 6-2 | 5-0 | 4-11 |
| 24 | 1-#5 | 60,000 | 10-5 | 13-0 | 10-3 | 10-7 | 9-7 | 8-0 | 7-6 | 6-1 | 6-0 |
| 24 | 2-#4 1-#6 |
40,000 | 9-7 | 12-1 | 9-6 | 9-9 | 8-10 | 7-5 | 7-0 | 5-8 | 5-6 |
| 24 | 2-#4 1-#6 |
60,000 | 11-9 | 14-9 | 11-7 | 11-11 | 10-10 | 9-0 | 8-6 | 6-11 | 6-9 |
| 24 | 2-#5 | 40,000 | 12-0 | 15-0 | 11-9 | 12-2 | 11-0 | 9-2 | 8-8 | 7-1 | 6-11 |
| 24 | 2-#5 | 60,000 | 14-7 | 18-3 | 14-4 | 14-10 | 13-5 | 11-2 | 10-7 | 8-7 | 8-5 |
| 24 | 2-#6 | 40,000 | 14-3 | 17-11 | 14-1 | 14-7 | 13-2 | 11-0 | 10-4 | 8-5 | 8-3 |
| 24 | 2-#6 | 60,000 | 19-11 | 25-0 | 19-7 | 20-3 | 18-4 | 15-3 | 14-5 | 10-10 | 10-7 |
| 24 | Center distance_A_k, l | Center distance_A_k, l | 6-3 | 9-11 | 6-1 | 6-6 | 5-4 | 3-9 | 3-4 | 2-2 | 2-1 |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. Note: Top and bottom reinforcement for lintels without stirrups, as shown in shaded cells, shall be equal to or greater than that required for lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stirrups. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j. c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads and between lintel depths. f. DR indicates design required. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for interpolation and information only. |
el 18 de julio de 2025 11:14 AM (CDT) EN VIRTUD DE ELLO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.8(6)—MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o (MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR SPAN 32 FEET) |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 |
|---|---|---|---|---|---|---|---|---|---|---|---|
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** 1** | ** 2** | ** 2** | ** 3** | ** 3** | ** 4** | ** 4** | ** 5** | ** 5** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** —** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
| 8i | Span without stirrupsk, l | Span without stirrupsk, l | 2-7 | 2-9 | 2-0 | 2-1 | 2-0 | 2-0 | 2-0 | 2-0 | 2-0 |
| 8i | 1-#4 | 40,000 | 5-2 | 5-5 | 4-0 | 4-3 | 3-7 | 3-3 | 2-11 | 2-4 | 2-3 |
| 8i | 1-#4 | 60,000 | 5-9 | 6-3 | 4-0 | 4-3 | 3-7 | 3-3 | 2-11 | 2-4 | 2-3 |
| 8i | 1-#5 | 40,000 | 5-9 | 6-3 | 4-0 | 4-3 | 3-7 | 3-3 | 2-11 | 2-4 | 2-3 |
| 8i | 1-#5 | 60,000 | 5-9 | 6-3 | 4-0 | 4-3 | 3-7 | 3-3 | 2-11 | 2-4 | 2-3 |
| 8i | 2-#4 1-#6 |
40,000 | 5-9 | 6-3 | 4-0 | 4-3 | 3-7 | 3-3 | 2-11 | 2-4 | 2-3 |
| 8i | 2-#4 1-#6 |
60,000 | DR | DR | DR | DR | DR | DR | DR | DR | DR |
| 8i | Center distance_A_m, n | Center distance_A_m, n | 0-9 | 0-10 | 0-6 | 0-6 | 0-5 | 0-5 | 0-4 | STL | STL |
| 12i | Span without stirrupsk, l | Span without stirrupsk, l | 2-11 | 3-1 | 2-6 | 2-7 | 2-5 | 2-4 | 2-3 | 2-1 | 2-0 |
| 12i | 1-#4 | 40,000 | 5-9 | 6-2 | 4-8 | 4-10 | 4-4 | 4-1 | 3-9 | 3-2 | 3-1 |
| 12i | 1-#4 | 60,000 | 8-0 | 8-7 | 6-6 | 6-9 | 6-0 | 5-5 | 4-11 | 3-11 | 3-10 |
| 12i | 1-#5 | 40,000 | 8-1 | 8-9 | 6-8 | 6-11 | 6-0 | 5-5 | 4-11 | 3-11 | 3-10 |
| 12i | 1-#5 | 60,000 | 9-1 | 10-3 | 6-8 | 7-0 | 6-0 | 5-5 | 4-11 | 3-11 | 3-10 |
| 12i | 2-#4 1-#6 |
40,000 | 9-1 | 9-9 | 6-8 | 7-0 | 6-0 | 5-5 | 4-11 | 3-11 | 3-10 |
| 12i | Center distance_A_m, n | Center distance_A_m, n | 1-3 | 1-5 | 0-10 | 0-11 | 0-9 | 0-8 | 0-6 | STL | STL |
| 12i | Span without stirrupsk, l | Span without stirrupsk, l | 4-0 | 4-4 | 3-6 | 3-7 | 3-4 | 3-3 | 3-1 | 2-10 | 2-10 |
| 16i | 1-#4 | 40,000 | 6-7 | 7-3 | 5-6 | 5-9 | 5-2 | 4-10 | 4-6 | 3-9 | 3-8 |
| 16i | 1-#4 | 60,000 | 8-0 | 8-10 | 6-9 | 7-0 | 6-3 | 5-11 | 5-5 | 4-7 | 4-5 |
| 16i | 1-#5 | 40,000 | 8-2 | 9-0 | 6-11 | 7-2 | 6-5 | 6-0 | 5-7 | 4-8 | 4-6 |
| 16i | 1-#5 | 60,000 | 11-5 | 12-6 | 9-3 | 9-9 | 8-4 | 7-7 | 6-10 | 5-6 | 5-4 |
| 16i | 2-#4 1-#6 |
40,000 | 10-7 | 11-7 | 8-11 | 9-3 | 8-3 | 7-7 | 6-10 | 5-6 | 5-4 |
| 16i | 2-#4 1-#6 |
60,000 | 12-2 | 14-0 | 9-3 | 9-9 | 8-4 | 7-7 | 6-10 | 5-6 | 5-4 |
| 16i | 2-#5 | 40,000 | 12-2 | 14-2 | 9-3 | 9-9 | 8-4 | 7-7 | 6-10 | 5-6 | 5-4 |
| 16i | 2-#5 | 60,000 | DR | DR | DR | DR | DR | DR | DR | DR | DR |
| 16i | Center distance_A_m, n | Center distance_A_m, n | 1-8 | 2-0 | 1-2 | 1-3 | 1-0 | 0-11 | 0-9 | STL | STL |
| 20i | Span without stirrupsk, l | Span without stirrupsk, l | 5-0 | 5-6 | 4-6 | 4-7 | 4-3 | 4-1 | 4-0 | 3-8 | 3-8 |
| 20i | 1-#4 | 40,000 | 7-2 | 8-2 | 6-3 | 6-6 | 5-10 | 5-6 | 5-1 | 4-3 | 4-2 |
| 20i | 1-#4 | 60,000 | 8-11 | 9-11 | 7-8 | 7-11 | 7-1 | 6-8 | 6-2 | 5-2 | 5-0 |
| 20i | 1-#5 | 40,000 | 9-1 | 10-2 | 7-9 | 8-1 | 7-3 | 6-10 | 6-4 | 5-4 | 5-2 |
| 20i | 1-#5 | 60,000 | 12-8 | 14-2 | 10-11 | 11-3 | 10-2 | 9-6 | 8-9 | 7-1 | 6-10 |
| 20i | 2-#4 1-#6 |
40,000 | 10-3 | 11-5 | 8-9 | 9-1 | 8-2 | 7-8 | 7-1 | 6-0 | 5-10 |
| 20i | 2-#4 1-#6 |
60,000 | 14-3 | 15-11 | 11-9 | 12-5 | 10-8 | 9-9 | 8-9 | 7-1 | 6-10 |
| 20i | 2-#5 | 40,000 | 14-6 | 16-3 | 11-6 | 12-1 | 10-4 | 9-6 | 8-6 | 6-11 | 6-8 |
| 20i | 2-#5 | 60,000 | DR | DR | DR | DR | DR | DR | DR | DR | DR |
| 20i | Center distance_A_m, n | Center distance_A_m, n | 2-0 | 2-6 | 1-6 | 1-7 | 1-3 | 1-1 | 1-0 | STL | STL |
6-148 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.8(6)—MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o (MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR SPAN 32 FEET)—continued |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 |
|---|---|---|---|---|---|---|---|---|---|---|---|
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** 1** | ** 2** | ** 2** | ** 3** | ** 3** | ** 4** | ** 4** | ** 5** | ** 5** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** —** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
| 24wj | Span without stirrupsk, l | Span without stirrupsk, l | 6-0 | 6-8 | 5-5 | 5-7 | 5-3 | 5-0 | 4-10 | 4-6 | 4-5 |
| 24wj | 1-#4 | 40,000 | 7-11 | 9-0 | 6-11 | 7-2 | 6-5 | 6-0 | 5-7 | 4-8 | 4-7 |
| 24wj | 1-#4 | 60,000 | 9-8 | 10-11 | 8-5 | 8-9 | 7-10 | 7-4 | 6-10 | 5-9 | 5-7 |
| 24wj | 1-#5 | 40,000 | 9-10 | 11-2 | 8-7 | 8-11 | 8-0 | 7-6 | 7-0 | 5-10 | 5-8 |
| 24wj | 1-#5 | 60,000 | 12-0 | 13-7 | 10-6 | 10-10 | 9-9 | 9-2 | 8-6 | 7-2 | 6-11 |
| 24wj | 2-#4 1-#6 |
40,000 | 11-1 | 12-7 | 9-8 | 10-1 | 9-1 | 8-6 | 7-10 | 6-7 | 6-5 |
| 24wj | 2-#4 1-#6 |
60,000 | 15-6 | 17-7 | 13-6 | 14-0 | 12-8 | 11-10 | 10-8 | 8-7 | 8-4 |
| 24wj | 2-#5 | 40,000 | 15-6 | 17-11 | 12-8 | 13-4 | 11-6 | 10-7 | 9-7 | 7-10 | 7-7 |
| 24wj | 2-#5 | 60,000 | DR | DR | DR | DR | DR | DR | DR | DR | DR |
| 24wj | Center distance_A_m, n | Center distance_A_m, n | 2-4 | 3-0 | 1-9 | 1-11 | 1-6 | 1-4 | 1-2 | STL | STL |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat form lintels shall be permitted in place of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat form lintels shall be permitted in place of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat form lintels shall be permitted in place of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat form lintels shall be permitted in place of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat form lintels shall be permitted in place of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat form lintels shall be permitted in place of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat form lintels shall be permitted in place of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat form lintels shall be permitted in place of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat form lintels shall be permitted in place of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat form lintels shall be permitted in place of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat form lintels shall be permitted in place of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat form lintels shall be permitted in place of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.8(7)—MAXIMUM ALLOWABLE CLEAR SPANS FOR 8-INCH-THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o (MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR CLEAR SPAN 32 FEET) |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 |
|---|---|---|---|---|---|---|---|---|---|---|---|
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** 1** | ** 2** | ** 2** | ** 3** | ** 3** | ** 4** | ** 4** | ** 5** | ** 5** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** —** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
| 8i | Span without stirrupsk, l | Span without stirrupsk, l | 2-6 | 2-9 | 2-0 | 2-1 | 2-0 | 2-0 | 2-0 | 2-0 | 2-0 |
| 8i | 1-#4 | 40,000 | 4-5 | 4-9 | 3-7 | 3-9 | 3-4 | 3-0 | 2-10 | 2-3 | 2-2 |
| 8i | 1-#4 | 60,000 | 5-6 | 6-2 | 4-0 | 4-3 | 3-7 | 3-1 | 2-10 | 2-3 | 2-2 |
| 8i | 1-#5 | 40,000 | 5-6 | 6-2 | 4-0 | 4-3 | 3-7 | 3-1 | 2-10 | 2-3 | 2-2 |
| 8i | Center distance_A_m, n | Center distance_A_m, n | 0-9 | 0-10 | 0-6 | 0-6 | 0-5 | 0-4 | 0-4 | STL | STL |
| 12i | Span without stirrupsk, l | Span without stirrupsk, l | 2-10 | 3-1 | 2-6 | 2-7 | 2-5 | 2-3 | 2-2 | 2-0 | 2-0 |
| 12i | 1-#4 | 40,000 | 5-7 | 6-1 | 4-8 | 4-10 | 4-4 | 3-11 | 3-8 | 3-0 | 2-11 |
| 12i | 1-#4 | 60,000 | 6-9 | 7-5 | 5-8 | 5-11 | 5-4 | 4-9 | 4-5 | 3-8 | 3-7 |
| 12i | 1-#5 | 40,000 | 6-11 | 7-7 | 5-10 | 6-0 | 5-5 | 4-10 | 4-6 | 3-9 | 3-7 |
| 12i | 1-#5 | 60,000 | 8-8 | 10-1 | 6-7 | 7-0 | 5-11 | 5-2 | 4-8 | 3-9 | 3-7 |
| 12i | 2-#4 1-#6 |
40,000 | 8-8 | 9-10 | 6-7 | 7-0 | 5-11 | 5-2 | 4-8 | 3-9 | 3-7 |
| 12i | 2-#4 1-#6 |
60,000 | 8-8 | 10-1 | 6-7 | 7-0 | 5-11 | 5-2 | 4-8 | 3-9 | 3-7 |
| 12i | Center distance_A_m, n | Center distance_A_m, n | 1-2 | 1-5 | 0-10 | 0-11 | 0-9 | 0-7 | 0-6 | STL | STL |
| 16i | Span without stirrupsk, l | Span without stirrupsk, l | 3-10 | 4-3 | 3-6 | 3-7 | 3-4 | 3-2 | 3-0 | 2-10 | 2-9 |
| 16i | 1-#4 | 40,000 | 6-5 | 7-2 | 5-6 | 5-9 | 5-2 | 4-8 | 4-4 | 3-7 | 3-6 |
| 16i | 1-#4 | 60,000 | 7-9 | 8-9 | 6-9 | 7-0 | 6-3 | 5-8 | 5-3 | 4-4 | 4-3 |
| 16i | 1-#5 | 40,000 | 7-11 | 8-11 | 6-10 | 7-1 | 6-5 | 5-9 | 5-4 | 4-5 | 4-4 |
| 16i | 1-#5 | 60,000 | 9-8 | 10-11 | 8-4 | 8-8 | 7-10 | 7-0 | 6-6 | 5-2 | 5-1 |
| 16i | 2-#4 1-#6 |
40,000 | 9-0 | 10-1 | 7-9 | 8-0 | 7-3 | 6-6 | 6-1 | 5-0 | 4-11 |
| 16i | 2-#4 1-#6 |
60,000 | 11-5 | 13-10 | 9-2 | 9-8 | 8-3 | 7-2 | 6-6 | 5-2 | 5-1 |
| 16i | Center distance_A_m, n | Center distance_A_m, n | 1-6 | 1-11 | 1-2 | 1-3 | 1-0 | 0-10 | 0-8 | STL | STL |
| 20i | Span without stirrupsk, l | Span without stirrupsk, l | 4-10 | 5-5 | 4-5 | 4-7 | 4-3 | 4-0 | 3-11 | 3-7 | 3-7 |
| 20i | 1-#4 | 40,000 | 7-0 | 8-1 | 6-3 | 6-5 | 5-10 | 5-3 | 4-11 | 4-1 | 3-11 |
| 20i | 1-#4 | 60,000 | 8-7 | 9-10 | 7-7 | 7-10 | 7-1 | 6-5 | 6-0 | 4-11 | 4-10 |
| 20i | 1-#5 | 40,000 | 8-9 | 10-1 | 7-9 | 8-0 | 7-3 | 6-6 | 6-1 | 5-1 | 4-11 |
| 20i | 1-#5 | 60,000 | 10-8 | 12-3 | 9-6 | 9-10 | 8-10 | 8-0 | 7-5 | 6-2 | 6-0 |
| 20i | 2-#4 1-#6 |
40,000 | 9-10 | 11-4 | 8-9 | 9-1 | 8-2 | 7-4 | 6-10 | 5-8 | 5-7 |
| 20i | 2-#4 1-#6 |
60,000 | 12-0 | 13-10 | 10-8 | 11-0 | 9-11 | 9-0 | 8-4 | 6-8 | 6-6 |
| 20i | 2-#5 | 40,000 | 12-3 | 14-1 | 10-10 | 11-3 | 10-2 | 8-11 | 8-1 | 6-6 | 6-4 |
| 20i | 2-#5 | 60,000 | 14-0 | 17-6 | 11-8 | 12-3 | 10-6 | 9-1 | 8-4 | 6-8 | 6-6 |
| 20i | Center distance_A_m, n | Center distance_A_m, n | 1-10 | 2-5 | 1-5 | 1-7 | 1-3 | 1-0 | 0-11 | STL | STL |
6-150 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.8(7)—MAXIMUM ALLOWABLE CLEAR SPANS FOR 8-INCH-THICK WAFFLE-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, o (MAXIMUM ROOF CLEAR SPAN 40 FEET AND MAXIMUM FLOOR CLEAR SPAN 32 FEET)—continued |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 |
|---|---|---|---|---|---|---|---|---|---|---|---|
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** 1** | ** 2** | ** 2** | ** 3** | ** 3** | ** 4** | ** 4** | ** 5** | ** 5** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
** Maximum ground snow load** (psf) |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** —** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****fy (psi) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
| 24j | Span without stirrupsk, l | Span without stirrupsk, l | 5-9 | 6-7 | 5-5 | 5-6 | 5-2 | 4-11 | 4-9 | 4-5 | 4-4 |
| 24j | 1-#4 | 40,000 | 7-6 | 8-10 | 6-10 | 7-1 | 6-5 | 5-9 | 5-5 | 4-6 | 4-4 |
| 24j | 1-#4 | 60,000 | 9-2 | 10-9 | 8-4 | 8-8 | 7-10 | 7-1 | 6-7 | 5-6 | 5-4 |
| 24j | 1-#5 | 40,000 | 9-5 | 11-0 | 8-6 | 8-10 | 8-0 | 7-2 | 6-8 | 5-7 | 5-5 |
| 24j | 1-#5 | 60,000 | 11-5 | 13-5 | 10-5 | 10-9 | 9-9 | 8-9 | 8-2 | 6-10 | 6-8 |
| 24j | 2-#4 1-#6 |
40,000 | 10-7 | 12-5 | 9-8 | 10-0 | 9-0 | 8-1 | 7-7 | 6-3 | 6-2 |
| 24j | 2-#4 1-#6 |
60,000 | 12-11 | 15-2 | 11-9 | 12-2 | 11-0 | 9-11 | 9-3 | 7-8 | 7-6 |
| 24j | 2-#5 | 40,000 | 13-2 | 15-6 | 12-0 | 12-5 | 11-2 | 9-11 | 9-2 | 7-5 | 7-3 |
| 24j | 2-#5 | 60,000 | 16-3 | 21-0 | 14-1 | 14-10 | 12-9 | 11-1 | 10-1 | 8-1 | 7-11 |
| 24j | 2-#6 | 40,000 | 14-4 | 18-5 | 12-6 | 13-2 | 11-5 | 9-11 | 9-2 | 7-5 | 7-3 |
| 24j | Center distance_A_m, n | Center distance_A_m, n | 2-1 | 2-11 | 1-9 | 1-10 | 1-6 | 1-3 | 1-1 | STL | STL |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch-nominal waffle-grid forms and not less than 7 inches in width for 8-inch-nominal waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thicknesses and minimum dimensions and spacing of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes l and n. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Lintels less than 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or, if necessary, form material shall be removed from waffle-grid forms so as to provide the required cover for stirrups. Allowable spans for lintels formed with flat-wall forms shall be determined from Tables R608.8(2) through R608.8(5). j. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. k. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2. l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. m.Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. n. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. o. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.8(8)—MAXIMUM ALLOWABLE CLEAR SPANS FOR 6-INCH-THICK SCREEN-GRID LINTELS IN LOAD-BEARING WALLSa, b, c, d, e, f, p (ROOF CLEAR SPAN 40 FEET AND FLOOR CLEAR SPAN 32 FEET) |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 |
|---|---|---|---|---|---|---|---|---|---|---|---|
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****_fy _ (psi) |
** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** | ** DESIGN LOADING CONDITION DETERMINED FROM TABLE R608.8(1)** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****_fy _ (psi) |
** 1** | ** 2** | ** 2** | ** 3** | ** 3** | ** 4** | ** 4** | ** 5** | ** 5** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****_fy _ (psi) |
** Maximum ground snow load (psf)** | ** Maximum ground snow load (psf)** | ** Maximum ground snow load (psf)** | ** Maximum ground snow load (psf)** | ** Maximum ground snow load (psf)** | ** Maximum ground snow load (psf)** | ** Maximum ground snow load (psf)** | ** Maximum ground snow load (psf)** | ** Maximum ground snow load (psf)** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****_fy _ (psi) |
** —** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** | ** 30** | ** 70** |
| ** LINTEL** DEPTH,****_D_g (inches) |
** NUMBER OF BARS AND** BAR SIZE IN TOP AND BOTTOM OF LINTEL |
** STEEL YIELD** STRENGTHh, ****_fy _ (psi) |
** Maximum clear span of lintel (feet-inches)** | ** Maximum clear span of lintel (feet-inches)** | ** Maximum clear span of lintel (feet-inches)** | ** Maximum clear span of lintel (feet-inches)** | ** Maximum clear span of lintel (feet-inches)** | ** Maximum clear span of lintel (feet-inches)** | ** Maximum clear span of lintel (feet-inches)** | ** Maximum clear span of lintel (feet-inches)** | ** Maximum clear span of lintel (feet-inches)** |
| 12i, j | Span without stirrups | Span without stirrups | 2-9 | 2-11 | 2-4 | 2-5 | 2-3 | 2-3 | 2-2 | 2-0 | 2-0 |
| 16i, j | Span without stirrups | Span without stirrups | 3-9 | 4-0 | 3-4 | 3-5 | 3-2 | 3-1 | 3-0 | 2-9 | 2-9 |
| 20i, j | Span without stirrups | Span without stirrups | 4-9 | 5-1 | 4-3 | 4-4 | 4-1 | 4-0 | 3-10 | 3-7 | 3-7 |
| 24k | Span without stirrupsl, m | Span without stirrupsl, m | 5-8 | 6-3 | 5-2 | 5-3 | 5-0 | 4-10 | 4-8 | 4-4 | 4-4 |
| 24k | 1-#4 | 40,000 | 7-11 | 9-0 | 6-11 | 7-2 | 6-5 | 6-1 | 5-8 | 4-9 | 4-7 |
| 24k | 1-#4 | 60,000 | 9-9 | 11-0 | 8-5 | 8-9 | 7-10 | 7-5 | 6-10 | 5-9 | 5-7 |
| 24k | 1-#5 | 40,000 | 9-11 | 11-2 | 8-7 | 8-11 | 8-0 | 7-7 | 7-0 | 5-11 | 5-9 |
| 24k | 1-#5 | 60,000 | 12-1 | 13-8 | 10-6 | 10-10 | 9-9 | 9-3 | 8-6 | 7-2 | 7-0 |
| 24k | 2-#4 1-#6 |
40,000 | 11-2 | 12-8 | 9-9 | 10-1 | 9-1 | 8-7 | 7-11 | 6-8 | 6-6 |
| 24k | 2-#4 1-#6 |
60,000 | 15-7 | 17-7 | 12-8 | 13-4 | 11-6 | 10-8 | 9-8 | 7-11 | 7-8 |
| 24k | 2-#5 | 40,000 | 14-11 | 18-0 | 12-2 | 12-10 | 11-1 | 10-3 | 9-4 | 7-8 | 7-5 |
| 24k | 2-#5 | 60,000 | DR | DR | DR | DR | DR | DR | DR | DR | DR |
| 24k | Center distance_A_n, o | Center distance_A_n, o | 2-0 | 2-6 | 1-6 | 1-7 | 1-4 | 1-2 | 1-0 | STL | STL |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacings of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes m and o. Table values are based on uniform loading. See Section R608.7.2.1 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Stirrups are not required for lintels less than 24 inches in depth fabricated from screen-grid forms. Top and bottom reinforcement shall consist of a No. 4 bar having a yield strength of 40,000 psi or 60,000 psi. j. Lintels between 12 and 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or form material shall be removed from screen-grid forms to provide a concrete section comparable to that required for a flat wall. Allowable spans for flat lintels with stirrups shall be determined from Tables R608.8(2) through R608.8(5). k. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. l. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than 12 inches. m.Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. n. Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. o. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. p. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacings of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes m and o. Table values are based on uniform loading. See Section R608.7.2.1 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Stirrups are not required for lintels less than 24 inches in depth fabricated from screen-grid forms. Top and bottom reinforcement shall consist of a No. 4 bar having a yield strength of 40,000 psi or 60,000 psi. j. Lintels between 12 and 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or form material shall be removed from screen-grid forms to provide a concrete section comparable to that required for a flat wall. Allowable spans for flat lintels with stirrups shall be determined from Tables R608.8(2) through R608.8(5). k. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. l. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than 12 inches. m.Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. n. Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. o. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. p. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacings of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes m and o. Table values are based on uniform loading. See Section R608.7.2.1 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Stirrups are not required for lintels less than 24 inches in depth fabricated from screen-grid forms. Top and bottom reinforcement shall consist of a No. 4 bar having a yield strength of 40,000 psi or 60,000 psi. j. Lintels between 12 and 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or form material shall be removed from screen-grid forms to provide a concrete section comparable to that required for a flat wall. Allowable spans for flat lintels with stirrups shall be determined from Tables R608.8(2) through R608.8(5). k. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. l. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than 12 inches. m.Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. n. Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. o. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. p. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacings of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes m and o. Table values are based on uniform loading. See Section R608.7.2.1 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Stirrups are not required for lintels less than 24 inches in depth fabricated from screen-grid forms. Top and bottom reinforcement shall consist of a No. 4 bar having a yield strength of 40,000 psi or 60,000 psi. j. Lintels between 12 and 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or form material shall be removed from screen-grid forms to provide a concrete section comparable to that required for a flat wall. Allowable spans for flat lintels with stirrups shall be determined from Tables R608.8(2) through R608.8(5). k. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. l. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than 12 inches. m.Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. n. Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. o. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. p. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacings of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes m and o. Table values are based on uniform loading. See Section R608.7.2.1 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Stirrups are not required for lintels less than 24 inches in depth fabricated from screen-grid forms. Top and bottom reinforcement shall consist of a No. 4 bar having a yield strength of 40,000 psi or 60,000 psi. j. Lintels between 12 and 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or form material shall be removed from screen-grid forms to provide a concrete section comparable to that required for a flat wall. Allowable spans for flat lintels with stirrups shall be determined from Tables R608.8(2) through R608.8(5). k. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. l. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than 12 inches. m.Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. n. Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. o. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. p. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacings of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes m and o. Table values are based on uniform loading. See Section R608.7.2.1 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Stirrups are not required for lintels less than 24 inches in depth fabricated from screen-grid forms. Top and bottom reinforcement shall consist of a No. 4 bar having a yield strength of 40,000 psi or 60,000 psi. j. Lintels between 12 and 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or form material shall be removed from screen-grid forms to provide a concrete section comparable to that required for a flat wall. Allowable spans for flat lintels with stirrups shall be determined from Tables R608.8(2) through R608.8(5). k. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. l. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than 12 inches. m.Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. n. Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. o. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. p. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacings of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes m and o. Table values are based on uniform loading. See Section R608.7.2.1 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Stirrups are not required for lintels less than 24 inches in depth fabricated from screen-grid forms. Top and bottom reinforcement shall consist of a No. 4 bar having a yield strength of 40,000 psi or 60,000 psi. j. Lintels between 12 and 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or form material shall be removed from screen-grid forms to provide a concrete section comparable to that required for a flat wall. Allowable spans for flat lintels with stirrups shall be determined from Tables R608.8(2) through R608.8(5). k. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. l. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than 12 inches. m.Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. n. Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. o. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. p. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacings of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes m and o. Table values are based on uniform loading. See Section R608.7.2.1 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Stirrups are not required for lintels less than 24 inches in depth fabricated from screen-grid forms. Top and bottom reinforcement shall consist of a No. 4 bar having a yield strength of 40,000 psi or 60,000 psi. j. Lintels between 12 and 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or form material shall be removed from screen-grid forms to provide a concrete section comparable to that required for a flat wall. Allowable spans for flat lintels with stirrups shall be determined from Tables R608.8(2) through R608.8(5). k. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. l. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than 12 inches. m.Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. n. Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. o. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. p. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacings of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes m and o. Table values are based on uniform loading. See Section R608.7.2.1 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Stirrups are not required for lintels less than 24 inches in depth fabricated from screen-grid forms. Top and bottom reinforcement shall consist of a No. 4 bar having a yield strength of 40,000 psi or 60,000 psi. j. Lintels between 12 and 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or form material shall be removed from screen-grid forms to provide a concrete section comparable to that required for a flat wall. Allowable spans for flat lintels with stirrups shall be determined from Tables R608.8(2) through R608.8(5). k. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. l. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than 12 inches. m.Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. n. Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. o. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. p. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacings of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes m and o. Table values are based on uniform loading. See Section R608.7.2.1 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Stirrups are not required for lintels less than 24 inches in depth fabricated from screen-grid forms. Top and bottom reinforcement shall consist of a No. 4 bar having a yield strength of 40,000 psi or 60,000 psi. j. Lintels between 12 and 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or form material shall be removed from screen-grid forms to provide a concrete section comparable to that required for a flat wall. Allowable spans for flat lintels with stirrups shall be determined from Tables R608.8(2) through R608.8(5). k. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. l. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than 12 inches. m.Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. n. Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. o. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. p. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacings of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes m and o. Table values are based on uniform loading. See Section R608.7.2.1 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Stirrups are not required for lintels less than 24 inches in depth fabricated from screen-grid forms. Top and bottom reinforcement shall consist of a No. 4 bar having a yield strength of 40,000 psi or 60,000 psi. j. Lintels between 12 and 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or form material shall be removed from screen-grid forms to provide a concrete section comparable to that required for a flat wall. Allowable spans for flat lintels with stirrups shall be determined from Tables R608.8(2) through R608.8(5). k. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. l. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than 12 inches. m.Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. n. Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. o. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. p. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). b. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacings of cores. c. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Notes m and o. Table values are based on uniform loading. See Section R608.7.2.1 for lintels supporting concentrated loads. d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. e. Linear interpolation is permitted between ground snow loads. f. DR indicates design required. STL indicates stirrups required throughout lintel. g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement. i. Stirrups are not required for lintels less than 24 inches in depth fabricated from screen-grid forms. Top and bottom reinforcement shall consist of a No. 4 bar having a yield strength of 40,000 psi or 60,000 psi. j. Lintels between 12 and 24 inches in depth with stirrups shall be formed from flat-wall forms [see Tables R608.8(2) through R608.8(5)], or form material shall be removed from screen-grid forms to provide a concrete section comparable to that required for a flat wall. Allowable spans for flat lintels with stirrups shall be determined from Tables R608.8(2) through R608.8(5). k. Where stirrups are required for 24-inch-deep lintels, the spacing shall not exceed 12 inches on center. l. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than 12 inches. m.Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir- rups that has been increased. n. Center distance,A, is the center portion of the span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths. o. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10. p. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information only. |
6-152 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.8(9)—MAXIMUM ALLOWABLE CLEAR SPANS FOR FLAT LINTELS WITHOUT STIRRUPS IN NONLOAD-BEARING WALLSa, b, c, d, e, g |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 |
|---|---|---|---|---|---|---|---|---|---|---|
| LINTEL DEPTH,****_D_f (inches) |
NUMBER OF BARS AND BAR SIZE |
STEEL YIELD STRENGTH,****fy (psi) |
** NOMINAL WALL THICKNESS** (inches) |
** NOMINAL WALL THICKNESS** (inches) |
** NOMINAL WALL THICKNESS** (inches) |
** NOMINAL WALL THICKNESS** (inches) |
** NOMINAL WALL THICKNESS** (inches) |
** NOMINAL WALL THICKNESS** (inches) |
** NOMINAL WALL THICKNESS** (inches) |
** NOMINAL WALL THICKNESS** (inches) |
| LINTEL DEPTH,****_D_f (inches) |
NUMBER OF BARS AND BAR SIZE |
STEEL YIELD STRENGTH,****fy (psi) |
4 | 4 | 6 | 6 | 8 | 8 | 10 | 10 |
| LINTEL DEPTH,****_D_f (inches) |
NUMBER OF BARS AND BAR SIZE |
STEEL YIELD STRENGTH,****fy (psi) |
** Lintel supporting** | ** Lintel supporting** | ** Lintel supporting** | ** Lintel supporting** | ** Lintel supporting** | ** Lintel supporting** | ** Lintel supporting** | ** Lintel supporting** |
| LINTEL DEPTH,****_D_f (inches) |
NUMBER OF BARS AND BAR SIZE |
STEEL YIELD STRENGTH,****fy (psi) |
Concrete wall |
Light- frame gable |
Concrete wall |
Light- frame gable |
Concrete wall |
Light- frame gable |
Concrete wall |
Light- frame gable |
| LINTEL DEPTH,****_D_f (inches) |
NUMBER OF BARS AND BAR SIZE |
STEEL YIELD STRENGTH,****fy (psi) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
| 8 | 1-#4 | 40,000 | 10-11 | 11-5 | 9-7 | 11-2 | 7-10 | 9-5 | 7-3 | 9-2 |
| 8 | 1-#4 | 60,000 | 12-5 | 11-7 | 10-11 | 13-5 | 9-11 | 13-2 | 9-3 | 12-10 |
| 8 | 1-#5 | 40,000 | 12-7 | 11-7 | 11-1 | 13-8 | 10-1 | 13-5 | 9-4 | 13-1 |
| 8 | 1-#5 | 60,000 | DR | DR | 12-7 | 16-4 | 11-6 | 14-7 | 10-9 | 14-6 |
| 8 | 2-#4 1-#6 |
40,000 | DR | DR | 12-0 | 15-3 | 10-11 | 15-0 | 10-2 | 14-8 |
| 8 | 2-#4 1-#6 |
60,000 | DR | DR | DR | DR | 12-2 | 15-3 | 11-7 | 15-3 |
| 8 | 2-#5 | 40,000 | DR | DR | DR | DR | 12-7 | 16-7 | 11-9 | 16-7 |
| 8 | 2-#5 | 60,000 | DR | DR | DR | DR | DR | DR | 13-3 | 16-7 |
| 8 | 2-#6 | 40,000 | DR | DR | DR | DR | DR | DR | 13-2 | 17-8 |
| 8 | 2-#6 | 60,000 | DR | DR | DR | DR | DR | DR | DR | DR |
| 12 | 1-#4 | 40,000 | 11-5 | 9-10 | 10-6 | 12-0 | 9-6 | 11-6 | 8-9 | 11-1 |
| 12 | 1-#4 | 60,000 | 11-5 | 9-10 | 11-8 | 13-3 | 10-11 | 14-0 | 10-1 | 13-6 |
| 12 | 1-#5 | 40,000 | 11-5 | 9-10 | 11-8 | 13-3 | 11-1 | 14-4 | 10-3 | 13-9 |
| 12 | 1-#5 | 60,000 | 11-5 | 9-10 | 11-8 | 13-3 | 11-10 | 16-0 | 11-9 | 16-9 |
| 12 | 2-#4 1-#6 |
40,000 | DR | DR | 11-8 | 13-3 | 11-10 | 16-0 | 11-2 | 15-6 |
| 12 | 2-#4 1-#6 |
60,000 | DR | DR | 11-8 | 13-3 | 11-10 | 16-0 | 11-11 | 18-4 |
| 12 | 2-#5 | 40,000 | DR | DR | 11-8 | 13-3 | 11-10 | 16-0 | 11-11 | 18-4 |
| 12 | 2-#5 | 60,000 | DR | DR | 11-8 | 13-3 | 11-10 | 16-0 | 11-11 | 18-4 |
| 16 | 1-#4 | 40,000 | 13-6 | 13-0 | 11-10 | 13-8 | 10-7 | 12-11 | 9-11 | 12-4 |
| 16 | 1-#4 | 60,000 | 13-6 | 13-0 | 13-8 | 16-7 | 12-4 | 15-9 | 11-5 | 15-0 |
| 16 | 1-#5 | 40,000 | 13-6 | 13-0 | 13-10 | 17-0 | 12-6 | 16-1 | 11-7 | 15-4 |
| 16 | 1-#5 | 60,000 | 13-6 | 13-0 | 13-10 | 17-1 | 14-0 | 19-7 | 13-4 | 18-8 |
| 16 | 2-#4 1-#6 |
40,000 | 13-6 | 13-0 | 13-10 | 17-1 | 13-8 | 18-2 | 12-8 | 17-4 |
| 16 | 2-#4 1-#6 |
60,000 | 13-6 | 13-0 | 13-10 | 17-1 | 14-0 | 20-3 | 14-1 | — |
| 16 | 2-#5 | 40,000 | 13-6 | 13-0 | 13-10 | 17-1 | 14-0 | 20-3 | 14-1 | — |
| 16 | 2-#5 | 60,000 | DR | DR | 13-10 | 17-1 | 14-0 | 20-3 | 14-1 | — |
| 20 | 1-#4 | 40,000 | 14-11 | 15-10 | 13-0 | 14-10 | 11-9 | 13-11 | 10-10 | 13-2 |
| 20 | 1-#4 | 60,000 | 15-3 | 15-10 | 14-11 | 18-1 | 13-6 | 17-0 | 12-6 | 16-2 |
| 20 | 1-#5 | 40,000 | 15-3 | 15-10 | 15-2 | 18-6 | 13-9 | 17-5 | 12-8 | 16-6 |
| 20 | 1-#5 | 60,000 | 15-3 | 15-10 | 15-8 | 20-5 | 15-9 | — | 14-7 | 20-1 |
| 20 | 2-#4 1-#6 |
40,000 | 15-3 | 15-10 | 15-8 | 20-5 | 14-11 | — | 13-10 | — |
| 20 | 2-#4 1-#6 |
60,000 | 15-3 | 15-10 | 15-8 | 20-5 | 15-10 | — | 15-11 | — |
| 20 | 2-#5 | 40,000 | 15-3 | 15-10 | 15-8 | 20-5 | 15-10 | — | 15-11 | — |
| 20 | 2-#5 | 60,000 | 15-3 | 15-10 | 15-8 | 20-5 | 15-10 | — | 15-11 | — |
el 18 de julio de 2025 11:14 AM (CDT) BAJO EL MISMO.
CONSTRUCCIÓN DE MUROS
| TABLE R608.8(9)—MAXIMUM ALLOWABLE CLEAR SPANS FOR FLAT LINTELS WITHOUT STIRRUPS IN NONLOAD-BEARING WALLSa, b, c, d, e, g—continued |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 |
|---|---|---|---|---|---|---|---|---|---|---|
| LINTEL DEPTH,****_D_f (inches) |
NUMBER OF BARS AND BAR SIZE |
STEEL YIELD STRENGTH,****fy (psi) |
** NOMINAL WALL THICKNESS** (inches) |
** NOMINAL WALL THICKNESS** (inches) |
** NOMINAL WALL THICKNESS** (inches) |
** NOMINAL WALL THICKNESS** (inches) |
** NOMINAL WALL THICKNESS** (inches) |
** NOMINAL WALL THICKNESS** (inches) |
** NOMINAL WALL THICKNESS** (inches) |
** NOMINAL WALL THICKNESS** (inches) |
| LINTEL DEPTH,****_D_f (inches) |
NUMBER OF BARS AND BAR SIZE |
STEEL YIELD STRENGTH,****fy (psi) |
4 | 4 | 6 | 6 | 8 | 8 | 10 | 10 |
| LINTEL DEPTH,****_D_f (inches) |
NUMBER OF BARS AND BAR SIZE |
STEEL YIELD STRENGTH,****fy (psi) |
** Lintel supporting** | ** Lintel supporting** | ** Lintel supporting** | ** Lintel supporting** | ** Lintel supporting** | ** Lintel supporting** | ** Lintel supporting** | ** Lintel supporting** |
| LINTEL DEPTH,****_D_f (inches) |
NUMBER OF BARS AND BAR SIZE |
STEEL YIELD STRENGTH,****fy (psi) |
Concrete wall |
Light- frame gable |
Concrete wall |
Light- frame gable |
Concrete wall |
Light- frame gable |
Concrete wall |
Light- frame gable |
| LINTEL DEPTH,****_D_f (inches) |
NUMBER OF BARS AND BAR SIZE |
STEEL YIELD STRENGTH,****fy (psi) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
Maximum clear span of lintel (feet-inches) |
| 24 | 1-#4 | 40,000 | 16-1 | 17-1 | 13-11 | 15-10 | 12-7 | 14-9 | 11-8 | 13-10 |
| 24 | 1-#4 | 60,000 | 16-11 | 18-5 | 16-1 | 19-3 | 14-6 | 18-0 | 13-5 | 17-0 |
| 24 | 1-#5 | 40,000 | 16-11 | 18-5 | 16-3 | 19-8 | 14-9 | 18-5 | 13-8 | 17-4 |
| 24 | 1-#5 | 60,000 | 16-11 | 18-5 | 17-4 | — | 17-0 | — | 15-8 | — |
| 24 | 2-#4 1-#6 |
40,000 | 16-11 | 18-5 | 17-4 | — | 16-1 | — | 14-10 | — |
| 24 | 2-#4 1-#6 |
60,000 | 16-11 | 18-5 | 17-4 | — | 17-6 | — | 17-1 | — |
| 24 | 2-#5 | 40,000 | 16-11 | 18-5 | 17-4 | — | 17-6 | — | 17-4 | — |
| 24 | 2-#5 | 60,000 | 16-11 | 18-5 | 17-4 | — | 17-6 | — | 17-8 | — |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. DR = Design Required. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note e. c. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. d. Linear interpolation between lintels depths,D, is permitted provided the two cells being used to interpolate are shaded. e. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in cells that are shaded shall be permitted to be multiplied by 1.05. f. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. g. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information purposes only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. DR = Design Required. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note e. c. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. d. Linear interpolation between lintels depths,D, is permitted provided the two cells being used to interpolate are shaded. e. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in cells that are shaded shall be permitted to be multiplied by 1.05. f. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. g. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information purposes only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. DR = Design Required. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note e. c. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. d. Linear interpolation between lintels depths,D, is permitted provided the two cells being used to interpolate are shaded. e. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in cells that are shaded shall be permitted to be multiplied by 1.05. f. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. g. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information purposes only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. DR = Design Required. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note e. c. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. d. Linear interpolation between lintels depths,D, is permitted provided the two cells being used to interpolate are shaded. e. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in cells that are shaded shall be permitted to be multiplied by 1.05. f. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. g. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information purposes only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. DR = Design Required. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note e. c. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. d. Linear interpolation between lintels depths,D, is permitted provided the two cells being used to interpolate are shaded. e. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in cells that are shaded shall be permitted to be multiplied by 1.05. f. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. g. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information purposes only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. DR = Design Required. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note e. c. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. d. Linear interpolation between lintels depths,D, is permitted provided the two cells being used to interpolate are shaded. e. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in cells that are shaded shall be permitted to be multiplied by 1.05. f. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. g. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information purposes only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. DR = Design Required. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note e. c. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. d. Linear interpolation between lintels depths,D, is permitted provided the two cells being used to interpolate are shaded. e. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in cells that are shaded shall be permitted to be multiplied by 1.05. f. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. g. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information purposes only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. DR = Design Required. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note e. c. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. d. Linear interpolation between lintels depths,D, is permitted provided the two cells being used to interpolate are shaded. e. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in cells that are shaded shall be permitted to be multiplied by 1.05. f. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. g. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information purposes only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. DR = Design Required. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note e. c. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. d. Linear interpolation between lintels depths,D, is permitted provided the two cells being used to interpolate are shaded. e. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in cells that are shaded shall be permitted to be multiplied by 1.05. f. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. g. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information purposes only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. DR = Design Required. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note e. c. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. d. Linear interpolation between lintels depths,D, is permitted provided the two cells being used to interpolate are shaded. e. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in cells that are shaded shall be permitted to be multiplied by 1.05. f. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. g. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information purposes only. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa. DR = Design Required. a. See Table R608.3 for tolerances permitted from nominal thickness. b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note e. c. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. d. Linear interpolation between lintels depths,D, is permitted provided the two cells being used to interpolate are shaded. e. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in cells that are shaded shall be permitted to be multiplied by 1.05. f. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. g. The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel spans in the table greater than 18 feet are shown for inter- polation and information purposes only. |
| TABLE R608.8(10)—MAXIMUM ALLOWABLE CLEAR SPANS FOR WAFFLE-GRID AND SCREEN-GRID LINTELS WITHOUT STIRRUPS IN NONLOAD-BEARING WALLSc, d, e, f, g |
Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | ||||
| --- | --- | --- | --- | --- | --- | --- | ||||
| ** LINTEL** DEPTH,****_D_h (inches) |
** FORM TYPE AND NOMINAL WALL THICKNESS** (inches) |
** FORM TYPE AND NOMINAL WALL THICKNESS** (inches) |
** FORM TYPE AND NOMINAL WALL THICKNESS** (inches) |
** FORM TYPE AND NOMINAL WALL THICKNESS** (inches) |
** FORM TYPE AND NOMINAL WALL THICKNESS** (inches) |
** FORM TYPE AND NOMINAL WALL THICKNESS** (inches) |
||||
| ** LINTEL** DEPTH,****_D_h (inches) |
** 6-inch waffle-grida** | ** 6-inch waffle-grida** | ** 8-inch waffle-grida** | ** 8-inch waffle-grida** | ** 6-inch screen-gridb** | ** 6-inch screen-gridb** | ||||
| ** LINTEL** DEPTH,****_D_h (inches) |
** Lintel supporting** | ** Lintel supporting** | ** Lintel supporting** | ** Lintel supporting** | ** Lintel supporting** | ** Lintel supporting** | ||||
| ** LINTEL** DEPTH,****_D_h (inches) |
** Concrete** wall |
** Light-frame** gable |
** Concrete** wall |
** Light-frame** gable |
** Concrete** wall |
** Light-frame** gable |
||||
| ** LINTEL** DEPTH,****_D_h (inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
** Maximum clear span of lintel** (feet-inches) |
||||
| 8 | 10-3 | 8-8 | 8-8 | 8-3 | — | — | ||||
| 12 | 9-2 | 7-6 | 7-10 | 7-1 | 8-8 | 6-9 | ||||
| 16 | 10-11 | 10-0 | 9-4 | 9-3 | — | — | ||||
| 20 | 12-5 | 12-2 | 10-7 | 11-2 | — | — | ||||
| 24 | 13-9 | 14-2 | 11-10 | 12-11 | 13-0 | 12-9 | ||||
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch waffle-grid forms and not less than 7 inches in width for 8-inch waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). c. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacing of cores. d. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note g. e. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. f. Top and bottom reinforcement shall consist of a No. 4 bar having a minimum yield strength of 40,000 psi. g. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in shaded cells shall be permitted to be multiplied by 1.05. h. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch waffle-grid forms and not less than 7 inches in width for 8-inch waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). c. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacing of cores. d. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note g. e. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. f. Top and bottom reinforcement shall consist of a No. 4 bar having a minimum yield strength of 40,000 psi. g. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in shaded cells shall be permitted to be multiplied by 1.05. h. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch waffle-grid forms and not less than 7 inches in width for 8-inch waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). c. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacing of cores. d. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note g. e. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. f. Top and bottom reinforcement shall consist of a No. 4 bar having a minimum yield strength of 40,000 psi. g. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in shaded cells shall be permitted to be multiplied by 1.05. h. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch waffle-grid forms and not less than 7 inches in width for 8-inch waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). c. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacing of cores. d. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note g. e. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. f. Top and bottom reinforcement shall consist of a No. 4 bar having a minimum yield strength of 40,000 psi. g. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in shaded cells shall be permitted to be multiplied by 1.05. h. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch waffle-grid forms and not less than 7 inches in width for 8-inch waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). c. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacing of cores. d. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note g. e. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. f. Top and bottom reinforcement shall consist of a No. 4 bar having a minimum yield strength of 40,000 psi. g. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in shaded cells shall be permitted to be multiplied by 1.05. h. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch waffle-grid forms and not less than 7 inches in width for 8-inch waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). c. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacing of cores. d. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note g. e. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. f. Top and bottom reinforcement shall consist of a No. 4 bar having a minimum yield strength of 40,000 psi. g. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in shaded cells shall be permitted to be multiplied by 1.05. h. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, Grade 40 = 280 MPa, Grade 60 = 420 MPa. a. Where lintels are formed with waffle-grid forms, form material shall be removed, if necessary, to create top and bottom flanges of the lintel that are not less than 3 inches in depth (in the vertical direction), are not less than 5 inches in width for 6-inch waffle-grid forms and not less than 7 inches in width for 8-inch waffle-grid forms. See Figure R608.8(3). Flat-form lintels shall be permitted in lieu of waffle-grid lintels. See Tables R608.8(2) through R608.8(5). b. Where lintels are formed with screen-grid forms, form material shall be removed if necessary to create top and bottom flanges of the lintel that are not less than 5 inches in width and not less than 2.5 inches in depth (in the vertical direction). See Figure R608.8(4). Flat-form lintels shall be permitted in lieu of screen-grid lintels. See Tables R608.8(2) through R608.8(5). c. See Table R608.3 for tolerances permitted from nominal thickness and minimum dimensions and spacing of cores. d. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note g. e. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less. f. Top and bottom reinforcement shall consist of a No. 4 bar having a minimum yield strength of 40,000 psi. g. Where concrete with a minimum specified compressive strength of 3,000 psi is used, spans in shaded cells shall be permitted to be multiplied by 1.05. h. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the lintel. |
6-154 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTE.
CONSTRUCCIÓN DE MUROS
R608.8.1 Refuerzo alrededor de aberturas. Se deberá proporcionar refuerzo alrededor de aberturas en muros iguales o mayores a 2 pies (610 mm) de ancho conforme a esta sección y la Figura R608.8(1), además del refuerzo mínimo del muro requerido por las Secciones R404.1.3, R608.6 y R608.7. El refuerzo vertical del muro requerido por esta sección podrá usarse como refuerzo en los extremos de segmentos sólidos del muro requeridos por la Sección R608.7.2.2.2 siempre que se ubique conforme a la Sección R608.8.1.2. Las aberturas en muros deberán tener una profundidad mínima de concreto sobre el ancho de la abertura de 8 pulgadas (203 mm) en muros planos y muros con retícula tipo waffle, y 12 pulgadas (305 mm) en muros con retícula tipo screen. Las aberturas en muros con retícula tipo waffle y screen deberán ubicarse de modo que no menos de la mitad de un núcleo vertical ocurra a cada lado de la abertura.
R608.8.1.1 Refuerzo horizontal. Se deberán proporcionar dinteles que cumplan con la Sección R608.8.2 sobre aberturas en muros iguales o mayores a 2 pies (610 mm) de ancho.
Las aberturas iguales o mayores a 2 pies (610 mm) de ancho deberán tener no menos de una barra No. 4 colocada dentro de 12 pulgadas (305 mm) desde la parte inferior de la abertura. Véase la Figura R608.8(1).
El refuerzo horizontal colocado arriba y debajo de una abertura deberá extenderse más allá de los bordes de la abertura la dimensión requerida para desarrollar la barra a tensión conforme a la Sección R608.5.4.4.
Excepción: El refuerzo horizontal continuo del muro colocado dentro de 12 pulgadas (305 mm) desde la parte superior del nivel del muro, según lo requerido en las Secciones R404.1.3.2 y R608.6.2, se permite en lugar del refuerzo de dintel superior o inferior requerido por la Sección R608.8.2, siempre que el refuerzo horizontal continuo cumpla con los requisitos de ubicación especificados en las Figuras R608.8(2), R608.8(3) y R608.8(4) y los requisitos de tamaño especificados en las Tablas R608.8(2) a R608.8(10).
R608.8.1.2 Refuerzo vertical. Se deberá proporcionar no menos de una barra No. 4 [Grado 40 (280 MPa)] a cada lado de aberturas iguales o mayores a 2 pies (610 mm) de ancho. El refuerzo vertical requerido por esta sección deberá extenderse a toda la altura del nivel del muro y ubicarse dentro de 12 pulgadas (305 mm) de cada lado de la abertura. El refuerzo vertical requerido a cada lado de una abertura por esta sección podrá servir como refuerzo en los extremos de segmentos sólidos del muro conforme a la Sección R608.7.2.2.2, siempre que se ubique según el detalle aplicable en la Figura R608.7.1.1(2). Cuando el refuerzo vertical requerido por esta sección se use para satisfacer los requisitos de la Sección R608.7.2.2.2 en muros con retícula tipo waffle y screen, se deberá crear una brida de concreto en los extremos de los segmentos sólidos del muro conforme a la Tabla R608.7.1.1(6), Nota e. En el nivel superior, el refuerzo deberá terminar conforme a la Sección R608.6.4.
R608.8.2 Dinteles. Se deberán proporcionar dinteles sobre todas las aberturas iguales o mayores a 2 pies (610 mm) de ancho. Los dinteles con carga uniforme deberán cumplir con las Secciones R608.8.2.1 y R608.8.2.2, o la Sección R608.8.2.3. Los dinteles que soporten cargas concentradas, como de vigas o vigas principales de techo o piso, deberán diseñarse conforme a ACI 318.
R608.8.2.1 Dinteles diseñados para condiciones de carga gravitacional. Cuando un dintel esté sujeto a condiciones de carga gravitacional 1 a 5 de la Tabla R608.8(1), el claro del dintel no deberá exceder lo permitido por las Tablas R608.8(2) a R608.8(8). El claro máximo de dinteles con y sin estribos en muros planos se determinará conforme a las Tablas R608.8(2) a R608.8(5), y se construirá conforme a la Figura R608.8(2). El claro máximo de dinteles con y sin estribos en muros con retícula tipo waffle se determinará conforme a las Tablas R608.8(6) y R608.8(7), y se construirá conforme a la Figura R608.8(3). El claro máximo de dinteles con y sin estribos en muros con retícula tipo screen se determinará conforme a la Tabla R608.8(8), y se construirá conforme a la Figura R608.8(4).
Cuando la tabla aplicable lo requiera, se deberán instalar estribos No. 3 en los dinteles con un espaciamiento máximo de d/2 donde d es la profundidad del dintel, D, menos la cubierta de concreto como se muestra en las Figuras R608.8(2) a R608.8(4). Se usará el valor menor de d calculado para la barra superior e inferior para determinar el espaciamiento máximo de los estribos. Cuando se requieran estribos en un dintel con una sola barra o dos barras agrupadas en la parte superior e inferior, estos se fabricarán en forma de letra “c” o “s” con ganchos estándar de 135 grados (2.36 rad) en cada extremo que cumplan con la Sección R608.5.4.5 y la Figura R608.5.4(3) y se instalarán como se muestra en las Figuras R608.8(2) a R608.8(4). Cuando se requieran dos barras en la parte superior e inferior del dintel y las barras no estén agrupadas, deberán separarse por no menos de 1 pulgada (25 mm). El extremo libre de los estribos se fabricará con ganchos estándar de 90 o 135 grados (1.57 o 2.36 rad) que cumplan con la Sección R608.5.4.5 y la Figura R608.5.4(3) y se instalarán como se muestra en las Figuras R608.8(2) y R608.8(3). Para dinteles planos, con retícula tipo waffle y screen, no se requieren estribos en la porción central de la luz, A, conforme a la Figura R608.8(1) y las Tablas R608.8(2) a R608.8(8). Véase la Sección R608.8.2.2, Ítem 5, para el requisito de estribos a lo largo de dinteles con barras agrupadas.
R608.8.2.2 Barras agrupadas en dinteles. Se permite agrupar dos barras en contacto entre sí en dinteles si se cumplen todos los siguientes requisitos:
- Se agrupan barras iguales o menores a No. 6.
- Cuando el espesor del muro no sea suficiente para proveer no menos de 3 pulgadas (76 mm) de espacio libre al lado de las barras (total en ambos lados) orientadas horizontalmente en un grupo, las barras agrupadas deberán orientarse en un plano vertical.
- Cuando las barras agrupadas orientadas verticalmente terminen con ganchos estándar para desarrollar las barras a tensión más allá del apoyo (véase Sección R608.5.4.4), las extensiones de los ganchos deberán escalonarse para proveer no menos de 1 pulgada (25 mm) de espacio libre entre las extensiones.
- Las barras agrupadas no deberán empalmarse por solape dentro de la luz del dintel ni en la longitud en cada extremo del dintel requerida para desarrollar las barras a tensión.
- Las barras agrupadas deberán estar encerradas dentro de estribos a lo largo de toda la longitud del dintel. Los estribos y su instalación deberán cumplir con la Sección R608.8.2.1.
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTE.
CONSTRUCCIÓN DE MUROS
R608.8.2.3 Dinteles sin estribos diseñados para condiciones sin carga estructural. El claro máximo de dinteles sin estribos diseñados para condiciones sin carga estructural de la Tabla R608.8(1) se determinará conforme a esta sección. El claro máximo de dinteles sin estribos en muros planos se determinará conforme a la Tabla R608.8(9), y el claro máximo de dinteles sin estribos en muros con construcción de retícula tipo waffle o screen se determinará conforme a la Tabla R608.8(10).
R608.9 Requisitos para conexiones—general. ¶
R608.9 Requisitos para conexiones—general. Las paredes de concreto deberán estar conectadas a zapatas, pisos, techos y cubiertas conforme a esta sección.
FIGURA R608.9(1)—PISO CON ESTRUCTURA DE MADERA AL LADO DE PARED DE CONCRETO, ESTRUCTURA PERPENDICULAR
REVESTIMIENTO
CLAVADO DE LÍMITE
CLAVOS COMUNES 10d A 6 PULG. EN CENTRO DESDE EL REVESTIMIENTO HACIA VIGUETA CON TENSIÓN
A
3 PULG.
3 PULG.
LIBRE
| Col1 | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 | Col13 | Col14 |
|---|---|---|---|---|---|---|---|---|---|---|---|---|---|
| . | |||||||||||||
| PULG | |||||||||||||
| 5 | |||||||||||||
| . | |||||||||||||
| PULG | |||||||||||||
| 5 | |||||||||||||
SECCIÓN
| Col1 | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 |
|---|---|---|---|---|---|---|---|---|---|---|
| ESPACIADO DE PERNOS DE ANCLAJE 6 PULG. | ESPACIADO DE PERNOS DE ANCLAJE 6 PULG. | ESPACIADO DE PERNOS DE ANCLAJE 6 PULG. | ESPACIADO DE PERNOS DE ANCLAJE 6 PULG. | |||||||
| AN | AN | |||||||||
DETALLE A – VISTA EN PLANTA
Para SI: 1 mil = 0.0254 mm, 1 pulgada = 25.4 mm, 1 libra-fuerza = 4.448 N.
MADERA 2 × 8 MÍNIMO DE TRAVESAÑO TÍPICO,
3 × 8 DONDE SE REQUIERA SEGÚN TABLA R608.9(1)
| E (pulg) 3 |
tipo de pared |
|---|---|
| 2 / pulg. 4 |
4 pulg. plano |
| 4 / pulg. 3 4 |
6 pulg. plano 6 pulg. rejilla waffle 6 pulg. rejilla pantalla |
| 6 / pulg. 3 4 |
8 pulg. plano 10 pulg. plano 8 pulg. rejilla waffle |
VIGUETA
LIGA DE TENSIÓN
CONCRETO MACIZO DE 4 PULG. DE DIÁMETRO DETRÁS
Y ALINEADO CON EL ÁNGULO
6-156 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTE.
CONSTRUCCIÓN DE PAREDES
| TABLA R608.9(1)—PISO CON ESTRUCTURA DE MADERA AL LADO DE PARED DE CONCRETO, ESTRUCTURA PERPENDICULARa, b | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 |
|---|---|---|---|---|---|---|---|
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE LIGAS DE TENSIÓN (pulgadas) |
VELOCIDAD BÁSICA DEL VIENTO (mph) |
VELOCIDAD BÁSICA DEL VIENTO (mph) |
VELOCIDAD BÁSICA DEL VIENTO (mph) |
VELOCIDAD BÁSICA DEL VIENTO (mph) |
VELOCIDAD BÁSICA DEL VIENTO (mph) |
VELOCIDAD BÁSICA DEL VIENTO (mph) |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE LIGAS DE TENSIÓN (pulgadas) |
115B | 120B | 130B | 140B | 150B | 160B |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE LIGAS DE TENSIÓN (pulgadas) |
** —** | ** —** | ** 110C** | ** 119C** | ** 127C** | ** 136C** |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE LIGAS DE TENSIÓN (pulgadas) |
** —** | ** —** | ** —** | ** 110D** | ** 117D** | ** 125D** |
| 12 | 12 | ||||||
| 12 | 24 | ||||||
| 12 | 36 | ||||||
| 12 | 48 | ||||||
| 16 | 16 | ||||||
| 16 | 32 | ||||||
| 16 | 48 | ||||||
| 19.2 | 19.2 | ||||||
| 19.2 | 38.4 | ||||||
| Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(1). El uso de este detalle está permitido donde la celda no está sombreada y prohibido donde está sombreada. b. Se requiere diseño de pared conforme a otras disposiciones de la Sección R608. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(1). El uso de este detalle está permitido donde la celda no está sombreada y prohibido donde está sombreada. b. Se requiere diseño de pared conforme a otras disposiciones de la Sección R608. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(1). El uso de este detalle está permitido donde la celda no está sombreada y prohibido donde está sombreada. b. Se requiere diseño de pared conforme a otras disposiciones de la Sección R608. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(1). El uso de este detalle está permitido donde la celda no está sombreada y prohibido donde está sombreada. b. Se requiere diseño de pared conforme a otras disposiciones de la Sección R608. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(1). El uso de este detalle está permitido donde la celda no está sombreada y prohibido donde está sombreada. b. Se requiere diseño de pared conforme a otras disposiciones de la Sección R608. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(1). El uso de este detalle está permitido donde la celda no está sombreada y prohibido donde está sombreada. b. Se requiere diseño de pared conforme a otras disposiciones de la Sección R608. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(1). El uso de este detalle está permitido donde la celda no está sombreada y prohibido donde está sombreada. b. Se requiere diseño de pared conforme a otras disposiciones de la Sección R608. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(1). El uso de este detalle está permitido donde la celda no está sombreada y prohibido donde está sombreada. b. Se requiere diseño de pared conforme a otras disposiciones de la Sección R608. |
FIGURA R608.9(2)—PISO CON ESTRUCTURA DE MADERA AL LADO DE PARED DE CONCRETO, ESTRUCTURA PARALELA
B
SECCIÓN
LIBRE
| LIGA DE TENSIÓN. VER TABLA R608.9(2) PARA ESPACIADO. 54 MIL × 2 PULG × 6 PIES - | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 | Col9 | Col10 | Col11 | Col12 |
|---|---|---|---|---|---|---|---|---|---|---|---|
~~REVESTIMIENTO. FIJAR LA CORREA A LOS DOS PRIMEROS BLOQUES CON 12 CLAVOS COMUNES 10d. CLAVOS COMUNES 10d A 6 PULG. EN CENTRO PARA EL RESTO DE LA CORREA. BLOQUEO DE PROFUNDIDAD COMPLETA 2×, DOS BAHÍAS, MADERA 2 × CLAVADO DE LÍMITE DE REVESTIMIENTO. VER TABLA R602.3(1) |
~~REVESTIMIENTO. FIJAR LA CORREA A LOS DOS PRIMEROS BLOQUES CON 12 CLAVOS COMUNES 10d. CLAVOS COMUNES 10d A 6 PULG. EN CENTRO PARA EL RESTO DE LA CORREA. BLOQUEO DE PROFUNDIDAD COMPLETA 2×, DOS BAHÍAS, MADERA 2 × CLAVADO DE LÍMITE DE REVESTIMIENTO. VER TABLA R602.3(1) |
~~REVESTIMIENTO. FIJAR LA CORREA A LOS DOS PRIMEROS BLOQUES CON 12 CLAVOS COMUNES 10d. CLAVOS COMUNES 10d A 6 PULG. EN CENTRO PARA EL RESTO DE LA CORREA. BLOQUEO DE PROFUNDIDAD COMPLETA 2×, DOS BAHÍAS, MADERA 2 × CLAVADO DE LÍMITE DE REVESTIMIENTO. VER TABLA R602.3(1) |
~~REVESTIMIENTO. FIJAR LA CORREA A LOS DOS PRIMEROS BLOQUES CON 12 CLAVOS COMUNES 10d. CLAVOS COMUNES 10d A 6 PULG. EN CENTRO PARA EL RESTO DE LA CORREA. BLOQUEO DE PROFUNDIDAD COMPLETA 2×, DOS BAHÍAS, MADERA 2 × CLAVADO DE LÍMITE DE REVESTIMIENTO. VER TABLA R602.3(1) |
~~REVESTIMIENTO. FIJAR LA CORREA A LOS DOS PRIMEROS BLOQUES CON 12 CLAVOS COMUNES 10d. CLAVOS COMUNES 10d A 6 PULG. EN CENTRO PARA EL RESTO DE LA CORREA. BLOQUEO DE PROFUNDIDAD COMPLETA 2×, DOS BAHÍAS, MADERA 2 × CLAVADO DE LÍMITE DE REVESTIMIENTO. VER TABLA R602.3(1) |
~~REVESTIMIENTO. FIJAR LA CORREA A LOS DOS PRIMEROS BLOQUES CON 12 CLAVOS COMUNES 10d. CLAVOS COMUNES 10d A 6 PULG. EN CENTRO PARA EL RESTO DE LA CORREA. BLOQUEO DE PROFUNDIDAD COMPLETA 2×, DOS BAHÍAS, MADERA 2 × CLAVADO DE LÍMITE DE REVESTIMIENTO. VER TABLA R602.3(1) |
||||||
~~REVESTIMIENTO. FIJAR LA CORREA A LOS DOS PRIMEROS BLOQUES CON 12 CLAVOS COMUNES 10d. CLAVOS COMUNES 10d A 6 PULG. EN CENTRO PARA EL RESTO DE LA CORREA. BLOQUEO DE PROFUNDIDAD COMPLETA 2×, DOS BAHÍAS, MADERA 2 × CLAVADO DE LÍMITE DE REVESTIMIENTO. VER TABLA R602.3(1) |
~~REVESTIMIENTO. FIJAR LA CORREA A LOS DOS PRIMEROS BLOQUES CON 12 CLAVOS COMUNES 10d. CLAVOS COMUNES 10d A 6 PULG. EN CENTRO PARA EL RESTO DE LA CORREA. BLOQUEO DE PROFUNDIDAD COMPLETA 2×, DOS BAHÍAS, MADERA 2 × CLAVADO DE LÍMITE DE REVESTIMIENTO. VER TABLA R602.3(1) |
||||||||||
~~REVESTIMIENTO. FIJAR LA CORREA A LOS DOS PRIMEROS BLOQUES CON 12 CLAVOS COMUNES 10d. CLAVOS COMUNES 10d A 6 PULG. EN CENTRO PARA EL RESTO DE LA CORREA. BLOQUEO DE PROFUNDIDAD COMPLETA 2×, DOS BAHÍAS, MADERA 2 × CLAVADO DE LÍMITE DE REVESTIMIENTO. VER TABLA R602.3(1) |
|||||||||||
| 5 PULG. 5 PULG. |
|||||||||||
| 5 PULG. 5 PULG. |
|||||||||||
| 5 PULG. 5 PULG. |
|||||||||||
| 5 PULG. 5 PULG. |
|||||||||||
| 5 PULG. 5 PULG. |
|||||||||||
| 5 PULG. 5 PULG. |
|||||||||||
| 5 PULG. 5 PULG. |
|||||||||||
| 5 PULG. 5 PULG. |
|||||||||||
| 5 PULG. 5 PULG. |
MÍNIMO
EMBEBIDO “E”
VER TABLA R608.9(2)
FRENTE EN LIGAS DE TENSIÓN.
LIGA DE TENSIÓN. VER TABLA R608.9(2) PARA
ESPACIADO. PROPORCIONE ARANDELA DE PLACA DE ACERO
4 × 4 × ½ PULG. A LA CARA DEL BLOQUEO DEL NERVIO.
PROPORCIONE ÁNGULO DE PLACA DE ACERO DOBLADA DE 4 PULG. × 6 PULG. × 4 PULG. × 43 MIL
MÍNIMO DEBAJO DE LA ARANDELA DE PLACA CON 6 CLAVOS COMUNES 10d × 1½ PULG. A BLOQUEO.
LIGA DE TENSIÓN LRFD
| E (pulg. |
tipo de pared ) |
|---|---|
| pulg. 2¾ |
4 p ulg. plano |
| 4¾ pulg. |
6 pulg. plano 6 pulg. rejilla waffle 6 pulg. rejilla pantalla |
| 6¾ pulg. |
8 pulg. plano 10 pulg. plano 8 pulg. rejilla waffle |
| Col1 | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 |
|---|---|---|---|---|---|---|
DETALLE B – PLANTA
CONCRETO MACIZO DE 4 PULG. DE DIÁMETRO DETRÁS
Y ALINEADO CON EL ÁNGULO
Para SI: 1 mil = 0.0254 mm, 1 pulgada = 25.4 mm, 1 pie = 304.8 mm, 1 libra-fuerza = 4.448 N.
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTE.
CONSTRUCCIÓN DE PAREDES
| TABLA R608.9(2)—PISO CON ESTRUCTURA DE MADERA AL LADO DE MURO DE CONCRETO, ESTRUCTURA PARALELAa, b | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 |
|---|---|---|---|---|---|---|---|
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
115 | 120B | 130B | 140B | 150B | 160B |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
— | — | 110C | 119C | 127C | 136C |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
— | — | — | 110D | 117D | 125D |
| 12 | 12 | ||||||
| 12 | 24 | ||||||
| 12 | 36 | ||||||
| 12 | 48 | ||||||
| 16 | 16 | ||||||
| 16 | 32 | ||||||
| 16 | 48 | ||||||
| 19.2 | 19.2 | ||||||
| 19.2 | 38.4 | ||||||
| 24 | 24 | ||||||
| 24 | 48 | ||||||
| Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(2). El uso de este detalle está permitido donde la celda no está sombreada y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(2). El uso de este detalle está permitido donde la celda no está sombreada y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(2). El uso de este detalle está permitido donde la celda no está sombreada y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(2). El uso de este detalle está permitido donde la celda no está sombreada y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(2). El uso de este detalle está permitido donde la celda no está sombreada y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(2). El uso de este detalle está permitido donde la celda no está sombreada y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(2). El uso de este detalle está permitido donde la celda no está sombreada y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(2). El uso de este detalle está permitido donde la celda no está sombreada y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. |
FIGURA R608.9(3)—PISO CON ESTRUCTURA DE MADERA A TOPE DE MURO DE CONCRETO, ESTRUCTURA PERPENDICULAR
CLAVADO DE LÍMITE DEL ENTABLADO
CLAVOS COMUNES 10d A 6 PULG. EN CENTRO DESDE EL ENTABLADO A LAS VIGAS CON TIRANTES DE TENSIÓN ADJUNTOS.
TIRANTE DE TENSIÓN – VER TABLA R608.9(3) PARA ESPACIADO
VIGA (NO SE PERMITEN VIGAS I)
DINTEL DE MADERA 2 × 6 MÍNIMO TÍPICO, 3 × 6 DONDE SE REQUIERA
PERNO DE ANCLAJE 1/2 PULG. TÍPICO, REQUERIDO. VER TABLA R608.9(3) PARA TAMAÑO Y ESPACIADO.
TIRANTE DE TENSIÓN ÁNGULO DE SUJECIÓN MÍNIMO 4 PULG. × 3 PULG. × 3 PULG. × 43 MIL CADA CARA
VIGA CON 6 CLAVOS COMUNES 10d × 1½ PULG.
EN PATAS VERTICALES Y HORIZONTALES
CAPACIDAD LRFD DEL TIRANTE DE TENSIÓN 1280 LB. PARA AMBOS ÁNGULOS (640 LB POR ÁNGULO)
| CLAVADO DE LÍMITE DEL ENTABLADO VER TABLA R602.3(1) CLAVOS COMUNES 10d DESDE EL ENTABLADO TIRANTE DE TENSIÓN A PULG. PLACA CONTINUA CON 3 G PARA COINCIDIR CON LÍMITE G. VER TABLA R602.3(1) VIGA (NO SE PERMITEN VIGAS I) MADERA 2 × 6 PULG. MÍN. TÍPICO, 3 × 8 PULG. MÍNIMO SEGÚN TABLA R6 7 CON NÚCLEO MATERIAL REMOVIDO PERNO DE ANCLAJE 1/2 PULG. DONDE SE REQUIERA R608.9(3) PARA SECCIÓN VIGA TÍP. PULG. 3 TIRANTE DE TENSIÓN CLIP MÍNIMO ANCLA ¼O ×R 3B ×O 3L T S W TEIT EH L 4 PULG. J NO AI ES LT S W EN PATAS VERTICALES PLACA DE ARANDELA TIRANTE DE TENSIÓN PARA AMBOS IGUAL DETALLE A – VISTA EN PLANTA |
Col2 |
|---|---|
PLACA CONTINUA CON G PARA COINCIDIR CON LÍMITE G. VER TABLA R602.3(1) 8 PULG. MÍNIMO CON NÚCLEO MATERIAL REMOVIDO 3 PULG. 7 PULG. MÍN. 3 PULG. 4 PULG. PERNO DE ANCLAJE CON PLACA DE ARANDELA DE ACERO ¼ × 3 × 3 IGUAL SECCIÓN DETALLE A – VISTA EN PLANTA CLAVADO DE LÍMITE DEL ENTABLADO VER TABLA R602.3(1) CLAVOS COMUNES 10d DESDE EL ENTABLADO TIRANTE DE TENSIÓN VIGA (NO SE PERMITEN VIGAS I) MADERA 2 × 6 TÍPICO, 3 × PERNO DE ANCLAJE 1/2 PULG. ~~R608.9(~~3) PARA SEGÚN TABLA R6 VIGA TÍP. TIRANTE DE TENSIÓN CLIP MÍNIMO VIGA CON CLAVOS EN V TIRANTE DE TENSIÓN PARA AMBOS |
PULG. VIGA (NO SE PERMITEN VIGAS I) MADERA 2 × 6 TÍPICO, 3 × PERNO DE ANCLAJE 1/2 PULG. ~~R608.9(~~3) PARA SEGÚN TABLA R6 VIGA TÍP. TIRANTE DE TENSIÓN CLIP MÍNIMO VIGA CON CLAVOS EN V TIRANTE DE TENSIÓN PARA AMBOS |
| DETALLE A – VISTA EN PLANTA |
DETALLE A – VISTA EN PLANTA |
Para SI: 1 mil = 0.0254 mm, 1 pulgada = 25.4 mm, 1 libra-fuerza = 4.448 N.
6-158 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTE.
CONSTRUCCIÓN DE MUROS
| TABLA R608.9(3)—PISO CON ESTRUCTURA DE MADERA A TOPE DE MURO DE CONCRETO, ESTRUCTURA PERPENDICULARa, b, c, d, e | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 |
|---|---|---|---|---|---|---|---|
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
115B | 120B | 130B | 140B | 150B | 160B |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
— | — | 110C | 119C | 127C | 136C |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
— | — | — | 110D | 117D | 125D |
| 12 | 12 | 6 | |||||
| 12 | 24 | 6 | 6 | ||||
| 12 | 36 | 6 | 6 | ||||
| 12 | 48 | 6 | 6 | 6 | |||
| 16 | 16 | 6 | 6A | ||||
| 16 | 32 | 6 | 6 | 6A | |||
| 16 | 48 | 6 | 6 | 6 | 6A | ||
| 19.2 | 19.2 | 6A | 6A | 6B | |||
| 19.2 | 38.4 | 6 | 6A | 6A | 6B | ||
| 24 | 24 | 6A | 6B | 6B | 6B | ||
| 24 | 48 | 6 | 6A | 6B | 6B | 8B | |
| Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(3). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(3). Para el resto del muro, ver Nota b. e. La letra “A” indica que se requiere un dintel nominal mínimo de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y un dintel nominal mínimo de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(3). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(3). Para el resto del muro, ver Nota b. e. La letra “A” indica que se requiere un dintel nominal mínimo de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y un dintel nominal mínimo de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(3). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(3). Para el resto del muro, ver Nota b. e. La letra “A” indica que se requiere un dintel nominal mínimo de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y un dintel nominal mínimo de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(3). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(3). Para el resto del muro, ver Nota b. e. La letra “A” indica que se requiere un dintel nominal mínimo de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y un dintel nominal mínimo de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(3). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(3). Para el resto del muro, ver Nota b. e. La letra “A” indica que se requiere un dintel nominal mínimo de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y un dintel nominal mínimo de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(3). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(3). Para el resto del muro, ver Nota b. e. La letra “A” indica que se requiere un dintel nominal mínimo de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y un dintel nominal mínimo de 3 × 6. |
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTE.
CONSTRUCCIÓN DE MUROS
FIGURA R608.9(4)—PISO CON ESTRUCTURA DE MADERA A TOPE DE MURO DE CONCRETO, ESTRUCTURA PARALELA
Para SI: 1 mil = 0.0254 mm, 1 pulgada = 25.4 mm, 1 pie = 304.8 mm, 1 libra-fuerza = 4.448 N.
6-160 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTE.
CONSTRUCCIÓN DE MUROS
| TABLA R608.9(4)—PISO CON ESTRUCTURA DE MADERA A TOPE DE MURO DE CONCRETO, ESTRUCTURA PARALELa, b, c, d, e | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 |
|---|---|---|---|---|---|---|---|
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
115B | 120B | 130B | 140B | 150B | 160B |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
— | — | 110C | 119C | 127C | 136C |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
— | — | — | 110D | 117D | 125D |
| 12 | 12 | 6 | |||||
| 12 | 24 | 6 | 6 | ||||
| 12 | 36 | 6 | 6 | ||||
| 12 | 48 | 6 | 6 | 6 | |||
| 16 | 16 | 6 | 6A | ||||
| 16 | 32 | 6 | 6 | 6A | |||
| 16 | 48 | 6 | 6 | 6 | 6A | ||
| 19.2 | 19.2 | 6A | 6A | 6B | |||
| 19.2 | 38.4 | 6 | 6A | 6A | 6B | ||
| 24 | 24 | 6A | 6B | 6B | 6B | ||
| 24 | 48 | 6 | 6A | 6B | 6B | 8B | |
| Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(4). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(4). Para el resto del muro, ver Nota b. e. La letra “A” indica que se requiere un dintel nominal mínimo de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y un dintel nominal mínimo de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(4). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(4). Para el resto del muro, ver Nota b. e. La letra “A” indica que se requiere un dintel nominal mínimo de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y un dintel nominal mínimo de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(4). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(4). Para el resto del muro, ver Nota b. e. La letra “A” indica que se requiere un dintel nominal mínimo de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y un dintel nominal mínimo de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(4). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(4). Para el resto del muro, ver Nota b. e. La letra “A” indica que se requiere un dintel nominal mínimo de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y un dintel nominal mínimo de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(4). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(4). Para el resto del muro, ver Nota b. e. La letra “A” indica que se requiere un dintel nominal mínimo de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y un dintel nominal mínimo de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(4). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(4). Para el resto del muro, ver Nota b. e. La letra “A” indica que se requiere un dintel nominal mínimo de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y un dintel nominal mínimo de 3 × 6. |
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTE.
CONSTRUCCIÓN DE MUROS
FIGURA R608.9(5)—PISO DE ACERO FORMADO EN FRÍO AL LADO DE MURO DE CONCRETO, ESTRUCTURA PERPENDICULAR
Para SI: 1 mil = 0.0254 mm, 1 pulgada = 25.4 mm, 1 libra-fuerza = 4.448 N.
6-162 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de julio de 2025 11:14 AM (CDT) BAJO ESTE.
CONSTRUCCIÓN DE MUROS
| TABLA R608.9(5)—PISO CON ESTRUCTURA DE ACERO FORMADO EN FRÍO AL LADO DE MURO DE CONCRETO, ESTRUCTURA PERPENDICULARa, b, c | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 |
|---|---|---|---|---|---|---|---|
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
115B | 120B | 130B | 140B | 150B | 160B |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
** —** | ** —** | 110C | 119C | 127C | 136C |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
** —** | ** —** | ** —** | 110D | 117D | 125D |
| 12 | 12 | ||||||
| 12 | 24 | ||||||
| 12 | 36 | ||||||
| 12 | 48 | ||||||
| 16 | 16 | ||||||
| 16 | 32 | ||||||
| 16 | 48 | ||||||
| 19.2 | 19.2 | ||||||
| 19.2 | 38.4 | ||||||
| 24 | 24 | ||||||
| 24 | 48 | ||||||
| Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.4470 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(5). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.4470 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(5). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.4470 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(5). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.4470 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(5). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.4470 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(5). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.4470 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(5). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.4470 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(5). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.4470 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(5). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. |
FIGURA R608.9(6)—PISO CON ESTRUCTURA DE ACERO FORMADO EN FRÍO AL LADO DE MURO DE CONCRETO, ESTRUCTURA PARALELA
Para SI: 1 mil = 0.0254 mm, 1 pulgada = 25.4 mm, 1 libra-fuerza = 4.448 N.
CONSTRUCCIÓN DE MUROS
| TABLA R608.9(6)—PISO CON ESTRUCTURA DE ACERO FORMADO EN FRÍO AL LADO DE MURO DE CONCRETO, ESTRUCTURA PARALELAa, b, c | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 |
|---|---|---|---|---|---|---|---|
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
115B | 120B | 130B | 140B | 150B | 160B |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
** —** | ** —** | 110C | 119C | 127C | 136C |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
** —** | ** —** | ** —** | 110D | 117D | 125D |
| 12 | 12 | ||||||
| 12 | 24 | ||||||
| 12 | 36 | ||||||
| 12 | 48 | ||||||
| 16 | 16 | ||||||
| 16 | 32 | ||||||
| 16 | 48 | ||||||
| 19.2 | 19.2 | ||||||
| 19.2 | 38.4 | ||||||
| 24 | 24 | ||||||
| 24 | 48 | ||||||
| Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(6). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(6). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(6). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(6). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(6). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(6). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(6). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(6). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. |
FIGURA R608.9(7)—PISO CON ESTRUCTURA DE ACERO FORMADO EN FRÍO EN LA PARTE SUPERIOR DE MURO DE CONCRETO, ESTRUCTURA PERPENDICULAR
Para SI: 1 mil = 0.0254 mm, 1 pulgada = 25.4 mm, 1 libra-fuerza = 4.448 N.
CONSTRUCCIÓN DE MUROS
| TABLA R608.9(7)—PISO CON ESTRUCTURA DE ACERO FORMADO EN FRÍO EN LA PARTE SUPERIOR DE MURO DE CONCRETO, ESTRUCTURA PERPENDICULARa, b, c, d, e | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 |
|---|---|---|---|---|---|---|---|
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
VELOCIDAD BÁSICA DEL VIENTO Y CATEGORÍA DE EXPOSICIÓN (mph) | VELOCIDAD BÁSICA DEL VIENTO Y CATEGORÍA DE EXPOSICIÓN (mph) | VELOCIDAD BÁSICA DEL VIENTO Y CATEGORÍA DE EXPOSICIÓN (mph) | VELOCIDAD BÁSICA DEL VIENTO Y CATEGORÍA DE EXPOSICIÓN (mph) | VELOCIDAD BÁSICA DEL VIENTO Y CATEGORÍA DE EXPOSICIÓN (mph) | VELOCIDAD BÁSICA DEL VIENTO Y CATEGORÍA DE EXPOSICIÓN (mph) |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
115B | 120B | 130B | 140B | 150B | 160B |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
** —** | ** —** | 110C | 119C | 127C | 136C |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
** —** | ** —** | ** —** | 110D | 117D | 125D |
| 12 | 12 | 6 | |||||
| 12 | 24 | 6 | 6 | ||||
| 16 | 16 | 6 | 6A | ||||
| 16 | 32 | 6 | 6 | 6A | |||
| 19.2 | 19.2 | 6A | 6A | 6B | |||
| 19.2 | 38.4 | 6 | 6A | 6A | 6B | ||
| 24 | 24 | 6A | 6B | 6B | 6B | ||
| Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(7). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado en cruz en la Figura R608.9(7). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(7). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado en cruz en la Figura R608.9(7). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(7). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado en cruz en la Figura R608.9(7). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(7). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado en cruz en la Figura R608.9(7). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(7). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado en cruz en la Figura R608.9(7). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(7). El uso de este detalle está permitido donde una celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado en cruz en la Figura R608.9(7). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
FIGURA R608.9(8)—PISO CON ESTRUCTURA DE ACERO FORMADO EN FRÍO EN LA PARTE SUPERIOR DE MURO DE CONCRETO, ESTRUCTURA PARALELA
Para SI: 1 mil = 0.0254 mm, 1 pulgada = 25.4 mm, 1 libra-fuerza = 4.448 N.
CONSTRUCCIÓN DE MUROS
| TABLA R608.9(8)—PISO CON ESTRUCTURA DE ACERO FORMADO EN FRÍO A TOPE DE MURO DE CONCRETO, ESTRUCTURA PARALELAa, b, c, d, e | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 |
|---|---|---|---|---|---|---|---|
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
VELOCIDAD BÁSICA DEL VIENTO Y CATEGORÍA DE EXPOSICIÓN AL VIENTO (mph) |
VELOCIDAD BÁSICA DEL VIENTO Y CATEGORÍA DE EXPOSICIÓN AL VIENTO (mph) |
VELOCIDAD BÁSICA DEL VIENTO Y CATEGORÍA DE EXPOSICIÓN AL VIENTO (mph) |
VELOCIDAD BÁSICA DEL VIENTO Y CATEGORÍA DE EXPOSICIÓN AL VIENTO (mph) |
VELOCIDAD BÁSICA DEL VIENTO Y CATEGORÍA DE EXPOSICIÓN AL VIENTO (mph) |
VELOCIDAD BÁSICA DEL VIENTO Y CATEGORÍA DE EXPOSICIÓN AL VIENTO (mph) |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
115B | 120B | 130B | 140B | 150B | 160B |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
** —** | ** —** | 110C | 119C | 127C | 136C |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
** —** | ** —** | ** —** | 110D | 117D | 125D |
| 12 | 12 | 6 | |||||
| 12 | 24 | 6 | 6 | ||||
| 16 | 16 | 6 | 6A | ||||
| 16 | 32 | 6 | 6 | 6A | |||
| 19.2 | 19.2 | 6A | 6A | 6B | |||
| 19.2 | 38.4 | 6 | 6A | 6A | 6B | ||
| 24 | 24 | 6A | 6B | 6B | 6B | ||
| Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(8). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(8). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 de pulgada de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(8). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(8). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 de pulgada de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(8). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(8). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 de pulgada de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(8). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(8). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 de pulgada de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(8). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(8). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 de pulgada de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(8). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(8). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 de pulgada de diámetro y una placa de umbral nominal mínima de 3 × 6. |
FIGURA R608.9(9)—TECHO CON ESTRUCTURA DE MADERA A TOPE DE MURO DE CONCRETO, ESTRUCTURA PERPENDICULAR
Para SI: 1 mil = 0.0254 mm, 1 pulgada = 25.4 mm, 1 libra-fuerza = 4.448 N.
6-166 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
a las 11:14 AM (CDT) del 18 de julio de 2025 BAJO ESTE.
CONSTRUCCIÓN DE MUROS
| TABLA R608.9(9)—TECHO CON ESTRUCTURA DE MADERA A TOPE DE MURO DE CONCRETO, ESTRUCTURA PERPENDICULARa, b, c, d, e | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 |
|---|---|---|---|---|---|---|---|
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
115B | 120B | 130B | 140B | 150B | 160B |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
** —** | ** —** | 110C | 119C | 127C | 136C |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
** —** | ** —** | ** —** | 110D | 117D | 125D |
| 12 | 12 | 6 | |||||
| 12 | 24 | 6 | |||||
| 12 | 36 | 6 | 6 | ||||
| 12 | 48 | 6 | 6 | 6 | |||
| 16 | 16 | 6 | 6 | ||||
| 16 | 32 | 6 | 6 | ||||
| 16 | 48 | 6 | 6 | 6 | |||
| 19.2 | 19.2 | 6 | 6 | ||||
| 19.2 | 38.4 | 6 | 6 | ||||
| 24 | 24 | 6 | |||||
| 24 | 48 | 6 | 8B | ||||
| Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(9). El uso de este detalle está permitido donde la celda no está sombreada, y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(9). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 de pulgada de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(9). El uso de este detalle está permitido donde la celda no está sombreada, y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(9). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 de pulgada de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(9). El uso de este detalle está permitido donde la celda no está sombreada, y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(9). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 de pulgada de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(9). El uso de este detalle está permitido donde la celda no está sombreada, y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(9). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 de pulgada de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(9). El uso de este detalle está permitido donde la celda no está sombreada, y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(9). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 de pulgada de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(9). El uso de este detalle está permitido donde la celda no está sombreada, y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(9). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 de pulgada de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(9). El uso de este detalle está permitido donde la celda no está sombreada, y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño contra viento, se permite muro nominal mínimo de 4 pulgadas en celdas no sombreadas que no contienen un número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal debe ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(9). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 de pulgada de diámetro y una placa de umbral nominal mínima de 3 × 6. |
FIGURA R608.9(10)—TECHO CON ESTRUCTURA DE MADERA A TOPE DE MURO DE CONCRETO, ESTRUCTURA PARALELA
Para SI: 1 mil = 0.0254 mm, 1 pulgada = 25.4 mm, 1 libra-fuerza = 4.448 N.
a las 11:14 AM (CDT) del 18 de julio de 2025 BAJO ESTE.
CONSTRUCCIÓN DE MUROS
| TABLA R608.9(10)—TECHO DE ESTRUCTURA DE MADERA A LA PARTE SUPERIOR DE MURO DE CONCRETO, ESTRUCTURA PARALELAa, b, c, d, e | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 |
|---|---|---|---|---|---|---|---|
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
115B | 120B | 130B | 140B | 150B | 160B |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
** —** | ** —** | 110C | 119C | 127C | 136C |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
** —** | ** —** | ** —** | 110D | 117D | 125D |
| 12 | 12 | 6 | |||||
| 12 | 24 | 6 | |||||
| 12 | 36 | 6 | 6 | ||||
| 12 | 48 | 6 | 6 | 6 | |||
| 16 | 16 | 6 | 6 | ||||
| 16 | 32 | 6 | 6 | ||||
| 16 | 48 | 6 | 6 | 6 | |||
| 19.2 | 19.2 | 6 | 6 | ||||
| 19.2 | 38.4 | 6 | 6 | ||||
| 24 | 24 | 6 | |||||
| 24 | 48 | 6 | 8B | ||||
| Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(10). El uso de este detalle está permitido donde la celda no está sombreada, y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas que no contienen un número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(10). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(10). El uso de este detalle está permitido donde la celda no está sombreada, y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas que no contienen un número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(10). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(10). El uso de este detalle está permitido donde la celda no está sombreada, y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas que no contienen un número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(10). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(10). El uso de este detalle está permitido donde la celda no está sombreada, y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas que no contienen un número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(10). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(10). El uso de este detalle está permitido donde la celda no está sombreada, y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas que no contienen un número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(10). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(10). El uso de este detalle está permitido donde la celda no está sombreada, y prohibido donde está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas que no contienen un número. d. Los números 6 y 8 indican el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(10). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
6-168 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de jul de 2025 11:14 AM (CDT) BAJO ESTO.
CONSTRUCCIÓN DE MUROS
FIGURA R608.9(11)—TECHO DE ACERO FORMADO EN FRÍO A LA PARTE SUPERIOR DE MURO DE CONCRETO, ESTRUCTURA PERPENDICULAR
Para SI: 1 mil = 0.0254 mm, 1 pulgada = 25.4 mm, 1 pie = 304.8 mm, 1 libra-fuerza = 4.448 N.
el 18 de jul de 2025 11:14 AM (CDT) BAJO ESTO.
CONSTRUCCIÓN DE MUROS
| TABLA R608.9(11)—TECHO DE ACERO FORMADO EN FRÍO A LA PARTE SUPERIOR DE MURO DE CONCRETO, ESTRUCTURA PERPENDICULARa, b, c, d, e | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 |
|---|---|---|---|---|---|---|---|
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
115B | 120B | 130B | 140B | 150B | 160B |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
** —** | ** —** | 110C | 119C | 127C | 136C |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
** —** | ** —** | ** —** | 110D | 117D | 125D |
| 12 | 12 | 6 | |||||
| 12 | 24 | 6 | |||||
| 16 | 16 | 6 | 6 | ||||
| 16 | 32 | 6 | 6 | ||||
| 19.2 | 19.2 | 6 | 6 | ||||
| 19.2 | 38.4 | 6 | 6 | 6 | |||
| 24 | 24 | 6 | 6A | 6B | |||
| Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(11). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas sin sombrear que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(11). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(11). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas sin sombrear que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(11). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(11). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas sin sombrear que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(11). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(11). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas sin sombrear que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(11). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(11). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas sin sombrear que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(11). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(11). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas sin sombrear que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(11). Para el resto del muro, véase la Nota b. e. La letra “A” indica que se requiere una placa de umbral nominal mínima de 3 × 6. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro y una placa de umbral nominal mínima de 3 × 6. |
FIGURA R608.9(12)—TECHO DE ACERO FORMADO EN FRÍO A LA PARTE SUPERIOR DE MURO DE CONCRETO, ESTRUCTURA PARALELa, b, c, d, e
Para SI: 1 mil = 0.0254 mm, 1 pulgada = 25.4 mm, 1 libra-fuerza = 4.448 N.
6-170 CÓDIGO RESIDENCIAL DE CALIFORNIA 2025
el 18 de jul de 2025 11:14 AM (CDT) BAJO ESTO.
CONSTRUCCIÓN DE MUROS
| TABLA R608.9(12)—TECHO DE ACERO FORMADO EN FRÍO A LA PARTE SUPERIOR DE MURO DE CONCRETO, ESTRUCTURA PARALELa, b, c, d, e | Col2 | Col3 | Col4 | Col5 | Col6 | Col7 | Col8 |
|---|---|---|---|---|---|---|---|
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO | VELOCIDAD BÁSICA DEL VIENTO (mph) Y CATEGORÍA DE EXPOSICIÓN AL VIENTO |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
115B | 120B | 130B | 140B | 150B | 160B |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
** —** | ** —** | 110C | 119C | 127C | 136C |
| ESPACIADO DE PERNOS DE ANCLAJE (pulgadas) |
ESPACIADO DE TIRANTES DE TENSIÓN (pulgadas) |
** —** | ** —** | ** —** | 110D | 117D | 125D |
| 12 | 12 | 6 | |||||
| 12 | 24 | 6 | |||||
| 16 | 16 | 6 | 6 | ||||
| 16 | 32 | 6 | 6 | ||||
| 19.2 | 19.2 | 6 | 6 | ||||
| 19.2 | 38.4 | 6 | 6 | 6 | |||
| 24 | 24 | 6 | 6 | 6B | |||
| Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(12). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(12). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(12). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(12). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(12). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(12). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(12). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(12). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(12). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(12). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(12). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(12). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro. |
Para SI: 1 pulgada = 25.4 mm, 1 milla por hora = 0.447 m/s. a. Esta tabla es para usarse con el detalle en la Figura R608.9(12). El uso de este detalle está permitido donde la celda no está sombreada. b. Se requiere diseño del muro conforme a otras disposiciones de la Sección R608. c. Para diseño por viento, se permite muro nominal mínimo de 4 pulgadas en celdas que no contienen un número. d. El número 6 indica el espesor nominal mínimo permitido del muro en pulgadas necesario para desarrollar la resistencia requerida (capacidad) de la conexión. Como mínimo, este espesor nominal deberá ocurrir en la porción del muro indicada por el sombreado cruzado en la Figura R608.9(12). Para el resto del muro, véase la Nota b. e. La letra “B” indica que se requiere un perno de anclaje de 5/8 pulgadas de diámetro. |
R608.9.1 Conexiones entre muros de concreto y sistemas de piso, techo y cubierta de estructura ligera. Las conexiones entre muros de concreto y sistemas de piso, techo y cubierta de estructura ligera que usen los detalles prescriptivos de las Figuras R608.9(1) a R608.9(12) deberán cumplir con esta sección y con las Secciones R608.9.2 y R608.9.3.
R608.9.1.1 Pernos de anclaje. Los pernos de anclaje utilizados para conectar sistemas de piso, techo y cubierta de estructura ligera a muros de concreto, de acuerdo con las Figuras R608.9(1) a R608.9(12), deberán tener cabezas, o deberán ser varillas con roscas en ambos extremos con una tuerca hexagonal o cuadrada en el extremo embebido en el concreto. Los pernos y varillas roscadas deberán cumplir con la Sección R608.5.2.2. No se deberán usar pernos de anclaje con ganchos en J o L cuando se utilicen los detalles de conexión en estas figuras.
R608.9.1.2 Remoción del material de encofrado permanente en los pernos. Los orificios en los encofrados permanentes para la instalación de pernos para sujetar tablones de madera montados en la cara al muro deberán tener un diámetro no menor a 4 pulgadas (102 mm) para encofrados con un espesor no mayor a 1 1/2 pulgadas (38 mm), incrementándose 1 pulgada (25 mm) en diámetro por cada aumento de 1/2 pulgada (12.7 mm) en el espesor del encofrado. Los orificios en los encofrados permanentes para la instalación de pernos para sujetar rieles de acero conformado en frío montados en la cara al muro deberán tener un tamaño no menor a 4 pulgadas (102 mm) cuadradas. El tablón de madera o el riel de acero deberán estar en contacto directo con el concreto en cada ubicación del perno.
Excepción: Se permite instalar un retardador de vapor u otro material con un espesor menor o igual a 1/16 de pulgada (1.6 mm) entre el tablón de madera o el riel conformado en frío y el concreto.
R608.9.2 Conexiones entre muros de concreto y sistemas de piso de estructura ligera. Las conexiones entre muros de concreto y sistemas de piso de estructura ligera deberán cumplir con una de las siguientes opciones:
- Para sistemas de piso de construcción con estructura de madera, las disposiciones de la Sección R608.9.1 y los detalles prescriptivos de las Figuras R608.9(1) a R608.9(4), cuando estén permitidos por las tablas que acompañan dichas figuras. Las partes de las conexiones de sistemas de piso con estructura de madera no indicadas en las figuras deberán cumplir con la Sección R502, o con el AWC WFCM, si aplica. Los elementos estructurales de madera deberán ser de una especie con gravedad específica igual o mayor a 0.42.
- Para sistemas de piso de construcción con acero conformado en frío, las disposiciones de la Sección R608.9.1 y los detalles prescriptivos de las Figuras R608.9(5) a R608.9(8), cuando estén permitidos por las tablas que acompañan dichas figuras. Las partes de las conexiones de sistemas de piso con estructura de acero conformado en frío no indicadas en las figuras deberán cumplir con la Sección R505, o con el AISI S230, si aplica.
- Conectores patentados seleccionados para resistir cargas y combinaciones de carga de acuerdo con el Apéndice A (ASD) o Apéndice B (LRFD) del PCA 100.
- Un diseño ingenieril utilizando cargas y combinaciones de carga de acuerdo con el Apéndice A (ASD) o Apéndice B (LRFD) del PCA 100.
- Un diseño ingenieril utilizando cargas y disposiciones de diseño de materiales conforme a este código, o conforme a ASCE 7, ACI 318 y AWC NDS para construcción con estructura de madera, o AISI S100 para construcción con estructura de acero conformado en frío.
R608.9.3 Conexiones entre muros de concreto y sistemas de techo y cubierta de estructura ligera. Las conexiones entre muros de concreto y sistemas de techo y cubierta de estructura ligera deberán cumplir con una de las siguientes opciones:
- Para sistemas de techo y cubierta de construcción con estructura de madera, las disposiciones de la Sección R608.9.1 y los detalles prescriptivos de las Figuras R608.9(9) y R608.9(10), cuando estén permitidos por las tablas que acompañan dichas figuras. Las partes de las conexiones de sistemas de techo y cubierta con estructura de madera no indicadas en las figuras deberán cumplir con la Sección R802, o con el AWC WFCM, si aplica. Los elementos estructurales de madera deberán ser de una especie con gravedad específica igual o mayor a 0.42.
- Para sistemas de techo y cubierta de construcción con acero conformado en frío, las disposiciones de la Sección R608.9.1 y los detalles prescriptivos de las Figuras R608.9(11) y R608.9(12), cuando estén permitidos por las tablas que acompañan dichas figuras. Las partes de las conexiones de sistemas de techo y cubierta con estructura de acero conformado en frío no indicadas en las figuras deberán cumplir con la Sección R804, o con el AISI S230, si aplica.
- Conectores patentados seleccionados para resistir cargas y combinaciones de carga de acuerdo con el Apéndice A (ASD) o Apéndice B (LRFD) del PCA 100.
- Un diseño ingenieril utilizando cargas y combinaciones de carga de acuerdo con el Apéndice A (ASD) o Apéndice B (LRFD) del PCA 100.
- Un diseño ingenieril utilizando cargas y disposiciones de diseño de materiales conforme a este código, o conforme a ASCE 7, ACI 318 y AWC NDS para construcción con estructura de madera, o AISI S100 para construcción con estructura de acero conformado en frío.