- I Have Added All The Data You Need Please Let Me Know If You Need Any More Information 1 (96.9 KiB) Viewed 58 times
- I Have Added All The Data You Need Please Let Me Know If You Need Any More Information 2 (87.9 KiB) Viewed 58 times
- I Have Added All The Data You Need Please Let Me Know If You Need Any More Information 3 (247.22 KiB) Viewed 58 times
- I Have Added All The Data You Need Please Let Me Know If You Need Any More Information 4 (174.32 KiB) Viewed 58 times
- I Have Added All The Data You Need Please Let Me Know If You Need Any More Information 5 (104.45 KiB) Viewed 58 times
- I Have Added All The Data You Need Please Let Me Know If You Need Any More Information 6 (26.52 KiB) Viewed 58 times
- I Have Added All The Data You Need Please Let Me Know If You Need Any More Information 7 (175.49 KiB) Viewed 58 times
12.7.2 Effective Seismic Weight. The effective seismic weight, W, of a structure shall include the dead load, as defined in Section 3.1, above the base and other loads above the base as listed below: 1. In areas used for storage, a minimum of 25% of the floor live load shall be included. EXCEPTIONS: a. Where the inclusion of storage loads adds no more than 5% to the effective seismic weight at that level, it need not be included in the effective seismic weight. b. Floor live load in public garages and open parking structures need not be included. 2. Where provision for partitions is required by Section 4.3.2 in the floor load design, the actual partition weight or a minimum weight of 10 psf (0.48 kN/m²) of floor area, whichever is greater. 3. Total operating weight of permanent equipment. 4. Where the flat roof snow load, Pf, exceeds 30 psf (1.44 kN/m²), 20% of the uniform design snow load, regardless of actual roof slope. 5. Weight of landscaping and other materials at roof gardens and similar areas.
ន S Seismic Force-Resisting System Table 12.2-1 (Continued) Design Coefficients and Factors for Seismic Force-Resisting Systems 5. Steel and concrete composite special concentrically braced frames 6. Steel and concrete composite ordinary braced frames 7. Steel and concrete composite ordinary shear walls 8. Ordinary reinforced concrete shear walls F. SHEAR WALL-FRAME INTERACTIVE SYSTEM WITH ORDINARY REINFORCED CONCRETE MOMENT FRAMES AND ORDINARY REINFORCED CONCRETE SHEAR WALLS G. CANTILEVERED COLUMN SYSTEMS DETAILED TO CONFORM TO THE REQUIREMENTS FOR: 1. Steel special cantilever column systems 2. Steel ordinary cantilever column systems 3. Special reinforced concrete moment frames™ 4. Intermediate reinforced concrete moment frames 5. Ordinary reinforced concrete moment frames 6. Timber frames H. STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE, EXCLUDING CANTILEVER COLUMN SYSTEMS ASCE 7 Section Where Detailing Requirements Are Specified 14.3 14.3 14.3 14.2 12.2.5.8 and 14.2 12.2.5.2 14.1 14.1 12.2.5.5 and 14.2 14.2 14.2 14.5 14.1 Response Modification Coefficient, Rº 5½ 3½ 5 5½ 4½ 2½ 11 2½ 1½ 1 1½ 3 Overstrength Factor, 2½ 2½ 3 2½ 2½ 1¼ 1½ 1¼ 1¼ 1½ 3 Deflection Amplification Factor, Ca 4½ 3 4½ 4½ 4 "NL = Not Limited, and NP = Not Permitted. For metric units, use 30.5 m for 100 ft and use 48.8 m for 160 ft. "See Section 12.2.5.4 for a description of seismic force-resisting systems limited to buildings with a structural height, h, of 240 ft (73.2 m) or less. See Section 12.2.5.4 for seismic force-resisting systems limited to buildings with a structural height, h,,, of 160 ft (48.8 m) or less. "In Section 2.3 of ACI 318. A shear wall is defined as a structural wall. 2½ 1¼ 2½ 1½ 1 1½ 3 Structural System Limitations Including Structural Height, h, (ft) Limits NL NL NL NL 35 35 35 35 35 35 Seismic Design Category NL NP NL NL NL NL NL NP NP 35 35 35 35 NP 35 NL 35 NP 35 NP 160 100 NP NP NP NP NP 35 NP "Response modification coefficient, R, for use throughout the standard. Note that R reduces forces to a strength level, not an allowable stress level. Where the tabulated value of the overstrength factor, 2. is greater than or equal to 2½2, 22, is permitted to be reduced by subtracting the value of 1/2 for structures with flexible diaphragms. Deflection amplification factor, C, for use in Sections 12.8.6, 12.8.7, and 12.9.1.2. 22 2 F NP 2222 2 NP NP NP NP 35 NP NP NP NP NP NP NP 35 35 弓弓弓弓出层出 NP NP "In Section 2.3 of ACI 318. The definition of "special structural wall" includes precast and cast-in-place construction. 'An increase in structural height, h, to 45 ft (13.7 m) is permitted for single-story storage warehouse facilities. Steel ordinary concentrically braced frames are permitted in single-story buildings up to a structural height, h,,, of 60 ft (18.3 m) where the dead load of the roof does not exceed 20 lb/ft² (0.96 kN/m²) and in penthouse structures. See Section 12.2.5.7 for limitations in structures assigned to Seismic Design Categories D, E, or F. See Section 12.2.5.6 for limitations in structures assigned to Seismic Design Categories D, E, or F. "In Section 2.3 of ACI 318. The definition of "special moment frame" includes precast and cast-in-place construction. "Cold-formed steel-special bolted moment frames shall be limited to one story in height in accordance with ANSI/AISI $400. "Alternately, the seismic load effect including overstrength, Eh, is permitted to be based on the expected strength determined in accordance with ANSI/AISI $400. "Ordinary moment frame is permitted to be used in lieu of intermediate moment frame for Seismic Design Categories B or C. ET (powered by Edaptive Technologies) - Guest User 01 - 04/30/2018
Type 1a. 1b. 2. 3. 5. Table 12.3-1 Horizontal Structural Irregularities Description Torsional Irregularity: Torsional irregularity is defined to exist where the maximum story drift, computed including accidental torsion with A, = 1.0, at one end of the structure transverse to an axis is more than 1.2 times the average of the story drifts at the two ends of the structure. Torsional irregularity requirements in the reference sections apply only to structures in which the diaphragms are rigid or semirigid. Extreme Torsional Irregularity: Extreme torsional irregularity is defined to exist where the maximum story drift, computed including accidental torsion with A, = 1.0, at one end of the structure transverse to an axis is more than 1.4 times the average of the story drifts at the two ends of the structure. Extreme torsional irregularity requirements in the reference sections apply only to structures in which the diaphragms are rigid or semirigid. Reentrant Corner Irregularity: Reentrant corner irregularity is defined to exist where both plan projections of the structure beyond a reentrant corner are greater than 15% of the plan dimension of the structure in the given direction. Diaphragm Discontinuity Irregularity: Diaphragm discontinuity irregularity is defined to exist where there is a diaphragm with an abrupt discontinuity or variation in stiffness, including one that has a cutout or open area greater than 50% of the gross enclosed diaphragm area, or a change in effective diaphragm stiffness of more than 50% from one story to the next. Out-of-Plane Offset Irregularity: Out-of-plane offset irregularity is defined to exist where there is a discontinuity in a lateral force-resistance path, such as an out-of-plane offset of at least one of the vertical elements. Nonparallel System Irregularity: Nonparallel system irregularity is defined to exist where vertical lateral force-resisting elements are not parallel to the major orthogonal axes of the seismic force-resisting system. Reference Section 12.3.3.4 12.7.3 12.8.4.3 12.12.1 Table 12.6-1 16.3.4 12.3.3.1 12.3.3.4 12.3.4.2 12.7.3 12.8.4.3 12.12.1 Table 12.6-1 16.3.4 12.3.3.4 Table 12.6-1 12.3.3.4 Table 12.6-1 12.3.3.3 12.3.3.4 12.7.3 Table 12.6-1 16.3.4 12.5.3 12.7.3 Table 12.6-1 16.3.4 Seismic Design Category Application D, E, and F B, C, D, E, and F C, D, E, and F C, D, E, and F D, E, and F B, C, D, E, and F E and F D D B, C, and D C and D C and D D B, C, and D D, E, and F D, E, and F D, E, and F D, E, and F B, C, D, E, and F D, E, and F B, C, D, E, and F D, E, and F B, C, D, E, and F C, D, E, and F B, C, D, E, and F D, E, and F B, C, D, E, and F
12.8.4.2 Accidental Torsion. Where diaphragms are not flexible, the design shall include the inherent torsional moment (M₁) resulting from the location of the structure masses plus the accidental torsional moments (M₁) caused by assumed displacement of the center of mass each way from its actual location by a distance equal to 5% of the dimension of the structure perpendicular to the direction of the applied forces. Where earthquake forces are applied concurrently in two orthogonal directions, the required 5% displacement of the center of mass need not be applied in both of the orthogonal directions at the same time but shall be applied in the direction that produces the greater effect. Accidental torsion shall be applied to all structures for deter- mination if a horizontal irregularity exists as specified in Ta- ble 12.3-1. Accidental torsion moments (M₁) need not be included when determining the seismic forces E in the design of the structure and in the determination of the design story drift in Sections 12.8.6, 12.9.1.2, or Chapter 16, or limits of Sec- tion 12.12.1, except for the following structures: 1. Structures assigned to Seismic Category B with Type 1b horizontal structural irregularity. 2. Structures assigned to Seismic Category C, D, E, and F with Type la or Type 1b horizontal structural irregularity.
the model. 12.9.1.2 Modal Response Parameters. The value for each force-related design parameter of interest, including story drifts, support forces, and individual member forces for each mode of response, shall be computed using the properties of each mode and the response spectra defined in either Section 11.4.6 or 21.2 divided by the quantity R/Ie. The value for displacement and drift quantities shall be multiplied by the quantity Calle.
ANSI Standards Connect ET (powered by Edaptive Technologies) - Guest User 01-04/30/2018 Structure Table 12.12-1 Allowable Story Drift, Ab Structures, other than masonry shear wall structures, four stories or less above the base as defined in Section 11.2, with interior walls, partitions, ceilings, and exterior wall systems that have been designed to accommodate the story drifts Masonry cantilever shear wall structures" Other masonry shear wall structures All other structures Adjacent structures on the same property shall be separated by at least 8MT, determined as follows: V SMT=√(SMI)² + (82)² I or Il Minimum Design Loads and Associated Criteria for Buildings and Other Structures (12.12-2) where 8 and 8M2 are the maximum inelastic response dis- placements of the adjacent structures at their adjacent edges. Where a structure adjoins a property line not common to a public way, the structure shall be set back from the property line by at least the displacement 8 of that structure. EXCEPTION: Smaller separations or property line setbacks are permitted where justified by rational analysis based on inelastic response to design ground motions. 12.12.4 Members Spanning between Structures. Gravity connections supports for members spanning between structures or seismically separate portions of structures shall be designed for the maximum anticipated relative displacements. These displacements shall be calculated as follows: 0.025h 1. Using the deflection calculated at the locations of support, per Eq. (12.8-15) multiplied by 1.5R/Cd 2. Considering additional deflection caused by diaphragm rotation including the torsional amplification factor calcu- lated per Section 12.8.4.3 where either structure is torsion- ally irregular, 0.010 0.007 0.020/ 3. Considering diaphragm deformations, and 4. Assuming that the two structures are moving in opposite directions and using the absolute sum of the displacements. 12.12.5 Deformation Compatibility for Seismic Design Categories D through F. For structures assigned to Seismic Design Category D, E, or F, every structural component not included in the seismic force-resisting system in the direction under consideration shall be designed to be adequate for the Risk Category " is the story height below level x. "For seismic force-resisting systems solely comprising moment frames in Seismic Design Categories D. E, and F. the allowable story drift shall comply with the requirements of Section 12.12.1.1. 11 "There shall be no drift limit for single-story structures with interior walls, partitions, ceilings, and exterior wall systems that have been designed to accommodate the story drifts. The structure separation requirement Section 12.12.3 is not waived. 0.020 "Structures in which the basic structural system consists of masonry shear walls designed as vertical elements cantilevered from their base or foundation support that are so constructed that moment transfer between shear walls (coupling) is negligible. 0.010 0.007 0.015h IV 0.015 0.010 0.007h 0.010h 109 12.13.3 Foundation Load-Deformation Characteristics. Where foundation flexibility is included for the linear analysis procedures in Chapter 12, the load-deformation characteristics of the foundation-soil system shall be modeled in accordance with the requirements of this section. The linear load- deformation behavior of foundations shall be represented by an equivalent linear stiffness using soil properties that are compatible with the soil strain levels associated with the design earthquake motion. The strain-compatible shear modulus, G, and the associated strain-compatible shear wave velocity, vs. needed for the evaluation of equivalent linear stiffness shall be determined using the criteria in Chapter 19 or based on a site- specific study. A 50% increase and decrease in stiffness shall be incorporated in dynamic analyses unless smaller variations can be justified based on field measurements of dynamic soil properties or direct measurements of dynamic foundation stiffness. The largest values of response shall be used in design. 12.13.4 Reduction of Foundation Overturning. Overturning effects at the soil-foundation interface are permitted to be reduced by 25% for foundations of structures that satisfy both of the following conditions: a. The structure is designed in accordance with the equivalent lateral force analysis as set forth in Section 12.8, and b. The structure is not an inverted pendulum or cantilevered column type structure. Overturning effects at the soil-foundation interface are per- mitted to be reduced by 10% for foundations of structures designed in accordance with the modal analysis requirements of Section 12.9. 12.13.5 Strength Design for Foundation Geotechnical Capacity. Where basic combinations for strength design listed in Chapter 2 are used, combinations that include earthquake loads, E, are permitted to include reduction of foundation overturning effects defined in Section 12.13.4. The