"IBC2003E" --- IBC 2003 SEISMIC ANALYSIS PROGRAM Program Description: "IBC2003E" is a spreadsheet program written in MS-Excel for the purpose of seismic loading a buildings and various nonbuilding structures, as well as architectural, mechanical, and elec per the IBC 2003 and ASCE 7-02 Codes. Specifically, the total base seismic shear for buildi structures is calculated. For Multi-Level Buildings, the vertical distribution of the total determined, and a drift analysis can also be performed.. The seismic restraint force for va also calculated. This program is a workbook consisting of ten (10) worksheets, described as follows: Worksheet Name Description Doc This documentation sheet Single-Level Bldg. Seismic base shear for single-level buildings Multi-Level Bldg. mic base shear and vertical shear distribution for multi-level Multi-Level Bldg. (Drift) Seismic story drift analysis for multi-level buildings Steel Vert. Tank or Vessel smic base shear and overturning moment for vertical steel tank Nonbldg. Struct. Seismic base shear and overturning moment for nonbuilding stru Arch. Components Seismic force for architectural components M & E Components Seismic force for mechanical and electrical components 996 NEHRP (USGS) maps for 0.2 sec. spectral acceleration with 996 NEHRP (USGS) maps for 1.0 sec. spectral acceleration with Program Assumptions and Limitations: 1. For buildings, the program assumes the use of the equivalent lateral-force method for an Section 1617.4, which defers to ASCE 7-02 Section 9.5.5. For nonbuilding structures, to ASCE 7-02 Section 9.14 which is followed. For architectural, mechanical, and electr Section 1621 defers to ASCE 7-02 Section 9.6 which is followed. The "simplified" metho 1617.5, is not used in any of the calculation worksheets. 2. The program assumes "regular" buildings and structures, with plan and vertical irregular considered. Refer to Section 1616.5 for building configuration, and plan and vertical 3. Worksheets for Multi-Level Buildings are applicable for buildings and structures up to 2 4. This program does not include the provisions for nonbuilding structures that are support structures as per Section 1622.1.1. 5. Worksheets calculate for "gross" seismic shear force, and do not reflect the use of any Section 1605.2 and 1605.3 for applicable loads factors for LRFD or strength design as w 6. The NEHRP (USGS) Maps for the short term 0.2 sec. spectral acceleration (SA) with 2% Pro and 1615(2) from the IBC 2003. Peak gravitational acceleration, PGA, is what is experi the ground. Response spectral acceleration, SA, is what is approximately experienced b modeled by a particle on a massless vertical rod having the same natural period of vibr The SA values shown in the USGS maps as well as the IBC Figures 1615(1) through 1615(10 as a percentage of "g", the acceleration due to gravity. Their numerical values should convert them into decimal form for use in the Code formulas and calculations.) Note t maps of various portions of continental U.S. included as well. These can be seen by sc (Note: while the USGS does have later, 2002 gridded design values for Ss and S1 availab the user is cautioned in their use as they are NOT officially adopted for use by IBC 20 Maps for Ss Maps for S1 up to 15 levels. (Story deflections are to be determined from separate elastic 2D or 3 Exceedance in 50 years, Ss, as well as the 1.0 sec. spectral acceleration (SA) with 2% Exceedance in 50 years, S1, are included. These maps are the 1996 "color versions" of
TABLE 1604.5 CLASSIFICATION OF BUILDINGS AND OTHER STRUCTURES FOR IMPORTANCE FACTORS SEISMIC IMPORTANCE Category(a) Nature of Occupancy FACTOR, IE I Buildings and structures that represent a low hazard to human life in the event of failure including, but not limited to: - Agriculture Facilities 1.00 - Certain Temporary Facilities - Minor Storage Facilities II Buildings and other structures except those listed in Categories I, III and IV 1.00 III Buildings and other structures that represent a substantial hazard to human life in the event of failure including, but not limited to: - Buildings and other structures where more than 300 people congregate in one area - Elementary, secondary or day-care facilities with a capacity greater than 250 - Colleges & adult education facilities with a capacity greater than 500 - Health care facilities with a capacity greater than 50 resident patients but not 1.25 having surgery or emergency treatment facilities - Jails and detention facilities - Any other occupancy with an occupant load greater than 5000 - Power generating stations, water-treatment for potable water, wastewater treatment facilities and other public utility facilities not included in Category IV - Buildings and structures not included in Category IV containing sufficient quantities of toxic or explosive substances known to be dangerous to the public if released IV Bldgs. and other structures designated as essential facilities including, but not limited to: - Hospitals and health care facilities having surgery or emergency treatment facilities - Fire, rescue and police stations and emergency vehicle garages - Designated earthquake, hurricane or other emergency shelters - Designated emergency preparedness, communication, and operation centers and other facilities required for emergency response - Power-generating stations and other public utility facilities required as emergency 1.50 back-up facilities for Category IV structures - Structures containing highly toxic materials as defined by Section 307 where the quantity of the material exceeds the exempt amounts of Table 307.7(2). - Aviation control towers, air traffic control centers and emergency aircraft hangars - Buildings and other structures having critical national defense functions - Water treatment facilities required to maintain water pressure for fire suppression (a) - For the purpose of Section 1616.2, Categories I and II are considered Seismic Use Group I, and Category III is considered Seismic Use Group II, and Category IV is equivalent to Seismic Use Group III.
C10
TABLE 1615.1.1 SITE CLASS DEFINITIONS Average Properties in Top 100 feet, as Per Section 1615.1.5 SITE SOIL PROFILE Soil Shear Wave Standard Penetration Soil Undrained CLASS NAME Velocity, vs, (ft/s) Resistance, N Shear Strength ,su, (psf) A Hard Rock vs > 5000 Not Applicable Not Applicable B Rock 2500 < vs < 5000 Not Applicable Not Applicable C Very Dense Soil & Soft Rock 1200 < vs < 2500 N > 50 su > 2000 D Stiff Soil Profile 600 < vs < 1200 15 < N < 50 1000 < su < 2000 E Soft Soil Profile vs < 600 N < 15 su < 1000 E --- Any profile with more than 10 feet of soil having the following characteristics: 1. Plasticity Index, PL > 20 2. Moisture Content, w >= 40% and. 3. Undrained shear strength, su < 500 psf F --- Any profile containing soils having one or more of the following characteristics: 1. Soils vulnerable to potential failure or collapse under seismic loading such as liquifiable soils, quick and highly sensitive clays, collapsible weakly cemented soils. 2. Peats and/or highly organic clays (H>10 feet of peat and/or highly organic clay where H = thickness of soil) 3. Very high plasticity clays (H>25 feet with plasticity index, PL>75). 4. Very thick soft/medium stiff clays (H>120 feet)
C15
'W' = The effective seismic weight of the structure, including the total dead load and other loads listed below: 1. In areas used for storage, a minimum of 25% of the reduced floor live load (floor live load in public garages and open parking structures need not be included). 2. Where an allowance for partition load is included in the floor load design, the actual partition weight or a minimum weight of 10 psf of floor area, whichever is greater. 3. Total operating weight of permanent equipment. 4. 20% of flat roof snow load where flat roof snow load > 30 psf.
C22
TABLE 1615.1.2(1) VALUES OF SITE COEFFICIENT, Fa, AS A FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS (Ss)(a) SITE MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS CLASS Ss<=0.25g Ss=0.50g Ss=0.75g Ss=1.00g Ss>=1.25g A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F Note (b) Note (b) Note (b) Note (b) Note (b) (a) - Use straight line interpolation for intermediate values of mapped spectral acceleration at short period, Ss. (b) - Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values.
C23
TABLE 1615.1.2(2) VALUES OF SITE COEFFICIENT, Fv, AS A FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELERATION AT 1 SECOND PERIOD (S1)(a) SITE MAPPED SPECTRAL RESPONSE ACCELERATION AT 1 SECOND PERIOD CLASS S1<=0.1g S1=0.2g S1=0.3g S1=0.4g S1>=0.5g A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F Note (b) Note (b) Note (b) Note (b) Note (b) (a) - Use straight line interpolation for intermediate values of mapped spectral acceleration at 1-second period, S1. (b) - Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values.
C26
'SMS' is the maximum considered earthquake spectral response accelerations for short period as determined from Section 1615.1.2.
C27
'SM1' is the maximum considered earthquake spectral response accelerations for 1-second period as determined from Section 1615.1.2.
C30
'SDS' is the design spectral response acceleration at short periods as determined in Section 1615.1.3.
C31
'SD1' is the design spectral response acceleration at 1-second period as determined in Section 1615.1.3.
C34
TABLE 1616.3(1) SEISMIC DESIGN CATEGORY BASED ON SHORT PERIOD RESPONSE ACCELERATIONS SEISMIC USE GROUP VALUE OF SDS I II III SDS < 0.167g A A A 0.167g <= SDS < 0.33g B B C 0.33g <= SDS < 0.50g C C D 0.50g <= SDS D(a) D(a) D(a) (a) - Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1-second period, S1, equal to or greater than 0.75g, shall be assigned to Seismic Design Category E, and Seismic Group III structures located on such sites shall be assigned to Seismic Design Category F.
C35
TABLE 1616.3(2) SEISMIC DESIGN CATEGORY BASED ON 1 SECOND PERIOD RESPONSE ACCELERATION SEISMIC USE GROUP VALUE OF SD1 I II III SD1 < 0.067g A A A 0.067g <= SD1 < 0.133g B B C 0.133g <= SD1 < 0.20g C C D 0.20g <= SD1 D(a) D(a) D(a) (a) - Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1-second period, S1, equal to or greater than 0.75g, shall be assigned to Seismic Design Category E, and Seismic Group III structures located on such sites shall be assigned to Seismic Design Category F.
C36
Seismic Design Category to be used shall be the the highest (most ctitical) category as determined from Table 1613.3(1) using 'SDS' and Table 1613.3(2) using 'SD1'.
C39
'CT' is the building period coefficient, and is dependent on the type of seismic-force-resisting system that is used: CT = 0.028 for moment-resisting frames of steel CT = 0.016 for moment-resisting frame systems of reinforced concrete CT = 0.030 for eccentrically braced steel frames CT = 0.020 for all other building systems
C40
'x' is the building period formula exponent, and is dependent on the type of seismic-force-resisting system that is used: x = 0.80 for moment-resisting frames of steel x = 0.90 for moment-resisting frame systems of reinforced concrete x = 0.75 for eccentrically braced steel frames x = 0.75 for all other building systems
C41
'Ta' is the approximate fundamental period of the building, in seconds.
C42
ASCE 7-02 TABLE 9.5.5.3.1 COEFFICIENT FOR UPPER LIMIT ON CALCULATED PERIOD Design Spectral Response Acceleration at 1 Second Period, SD1 Coefficient, Cu >=0.4 1.4 0.3 1.4 0.2 1.5 0.15 1.6 0.1 1.7 <=0.05 1.7
C47
The Seismic Response Modifier, "R", is determined from Table 1617.6.2
C48
The System Overstrength Factor, "Wo", is determined from Table 1617.6.2
C49
The Deflection Amplification Factor, "Cd", is determined from Table 1617.6.2
C50
'CS' is the seismic response coefficient.
"IBC2003E.xls" ProgramVersion 1.7
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V = 486.18 3G3H
kips, V = CS*W, ASCE 7-02 Section 9.5.5.2, Eqn. 9.5.5.2-1
C56
'V' is the total Seismic Base Shear, and it may be minimized by any of the following means: 1. Using a seismic-force-resisting system with a larger Response Modification Factor, 'R'. The total Seismic Base Shear, 'V', is inversely proportional to the the value of 'R'. 2. Using a lower site class if possible 3. Minimizing the weight of the structure.
"IBC2003E.xls" ProgramVersion 1.7
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SEISMIC BASE SHEAR AND VERTICAL SHEAR DISTRIBUTIONPer IBC 2003 and ASCE 7-02 Specifications
Using Equivalent Lateral Force Procedure for Regular Multi-Level Building/Structural SystemsJob Name: Subject: II
Job Number: Originator: Checker: IIIIV
Input Data: ###Occupancy Category = I Seismic Use Group I ,Table 1604.5 ###
1.00 IBC Table 1604.5, page 272Soil Site Class = D IBC Table 1615.1.1, page 322
Location Zip Code = 296070.352 IBC Figure 1615(1) or USGS0.106 IBC Figure 1615(2) or USGS36.000 ft.
Seismic Resist. System = 2D
Structure Weight Distribution: ###No. of Seismic Levels = 3 ###
TABLE 1604.5 CLASSIFICATION OF BUILDINGS AND OTHER STRUCTURES FOR IMPORTANCE FACTORS SEISMIC IMPORTANCE Category(a) Nature of Occupancy FACTOR, IE I Buildings and structures that represent a low hazard to human life in the event of failure including, but not limited to: - Agriculture Facilities 1.00 - Certain Temporary Facilities - Minor Storage Facilities II Buildings and other structures except those listed in Categories I, III and IV 1.00 III Buildings and other structures that represent a substantial hazard to human life in the event of failure including, but not limited to: - Buildings and other structures where more than 300 people congregate in one area - Elementary, secondary or day-care facilities with a capacity greater than 250 - Colleges & adult education facilities with a capacity greater than 500 - Health care facilities with a capacity greater than 50 resident patients but not 1.25 having surgery or emergency treatment facilities - Jails and detention facilities - Any other occupancy with an occupant load greater than 5000 - Power generating stations, water-treatment for potable water, wastewater treatment facilities and other public utility facilities not included in Category IV - Buildings and structures not included in Category IV containing sufficient quantities of toxic or explosive substances known to be dangerous to the public if released IV Bldgs. and other structures designated as essential facilities including, but not limited to: - Hospitals and health care facilities having surgery or emergency treatment facilities - Fire, rescue and police stations and emergency vehicle garages - Designated earthquake, hurricane or other emergency shelters - Designated emergency preparedness, communication, and operation centers and other facilities required for emergency response - Power-generating stations and other public utility facilities required as emergency 1.50 back-up facilities for Category IV structures - Structures containing highly toxic materials as defined by Section 307 where the quantity of the material exceeds the exempt amounts of Table 307.7(2). - Aviation control towers, air traffic control centers and emergency aircraft hangars - Buildings and other structures having critical national defense functions - Water treatment facilities required to maintain water pressure for fire suppression (a) - For the purpose of Section 1616.2, Categories I and II are considered Seismic Use Group I, and Category III is considered Seismic Use Group II, and Category IV is equivalent to Seismic Use Group III.
C10
TABLE 1615.1.1 SITE CLASS DEFINITIONS Average Properties in Top 100 feet, as Per Section 1615.1.5 SITE SOIL PROFILE Soil Shear Wave Standard Penetration Soil Undrained CLASS NAME Velocity, vs, (ft/s) Resistance, N Shear Strength ,su, (psf) A Hard Rock vs > 5000 Not Applicable Not Applicable B Rock 2500 < vs < 5000 Not Applicable Not Applicable C Very Dense Soil & Soft Rock 1200 < vs < 2500 N > 50 su > 2000 D Stiff Soil Profile 600 < vs < 1200 15 < N < 50 1000 < su < 2000 E Soft Soil Profile vs < 600 N < 15 su < 1000 E --- Any profile with more than 10 feet of soil having the following characteristics: 1. Plasticity Index, PL > 20 2. Moisture Content, w >= 40% and. 3. Undrained shear strength, su < 500 psf F --- Any profile containing soils having one or more of the following characteristics: 1. Soils vulnerable to potential failure or collapse under seismic loading such as liquifiable soils, quick and highly sensitive clays, collapsible weakly cemented soils. 2. Peats and/or highly organic clays (H>10 feet of peat and/or highly organic clay where H = thickness of soil) 3. Very high plasticity clays (H>25 feet with plasticity index, PL>75). 4. Very thick soft/medium stiff clays (H>120 feet)
D22
'Wx' is the portion of the total gravity load of the building, 'W', located or assigned to Level x.
D40
'W' = The effective seismic weight of the structure, including the total dead load and other loads listed below: 1. In areas used for storage, a minimum of 25% of the reduced floor live load (floor live load in public garages and open parking structures need not be included). 2. Where an allowance for partition load is included in the floor load design, the actual partition weight or a minimum weight of 10 psf of floor area, whichever is greater. 3. Total operating weight of permanent equipment.
C44
TABLE 1615.1.2(1) VALUES OF SITE COEFFICIENT, Fa, AS A FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS (Ss)(a) SITE MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS CLASS Ss<=0.25g Ss=0.50g Ss=0.75g Ss=1.00g Ss>=1.25g A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F Note (b) Note (b) Note (b) Note (b) Note (b) (a) - Use straight line interpolation for intermediate values of mapped spectral acceleration at short period, Ss. (b) - Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values.
C45
TABLE 1615.1.2(2) VALUES OF SITE COEFFICIENT, Fv, AS A FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELERATION AT 1 SECOND PERIOD (S1)(a) SITE MAPPED SPECTRAL RESPONSE ACCELERATION AT 1 SECOND PERIOD CLASS S1<=0.1g S1=0.2g S1=0.3g S1=0.4g S1>=0.5g A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F Note (b) Note (b) Note (b) Note (b) Note (b) (a) - Use straight line interpolation for intermediate values of mapped spectral acceleration at 1-second period, S1. (b) - Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values.
C48
'SMS' is the maximum considered earthquake spectral response accelerations for short period as determined from Section 1615.1.2.
C49
'SM1' is the maximum considered earthquake spectral response accelerations for 1-second period as determined from Section 1615.1.2.
C52
'SDS' is the design spectral response acceleration at short periods as determined in Section 1615.1.3.
"IBC2003E.xls" ProgramVersion 1.7
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0.168 2J(continued:)
SD1 = SD1 = 2*SM1/3, IBC Eqn. 16-41, page 322
C53
'SD1' is the design spectral response acceleration at 1-second period as determined in Section 1615.1.3.
TABLE 1616.3(1) SEISMIC DESIGN CATEGORY BASED ON SHORT PERIOD RESPONSE ACCELERATIONS SEISMIC USE GROUP VALUE OF SDS I II III SDS < 0.167g A A A 0.167g <= SDS < 0.33g B B C 0.33g <= SDS < 0.50g C C D 0.50g <= SDS D(a) D(a) D(a) (a) - Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1-second period, S1, equal to or greater than 0.75g, shall be assigned to Seismic Design Category E, and Seismic Group III structures located on such sites shall be assigned to Seismic Design Category F.
C58
TABLE 1616.3(2) SEISMIC DESIGN CATEGORY BASED ON 1 SECOND PERIOD RESPONSE ACCELERATION SEISMIC USE GROUP VALUE OF SD1 I II III SD1 < 0.067g A A A 0.067g <= SD1 < 0.133g B B C 0.133g <= SD1 < 0.20g C C D 0.20g <= SD1 D(a) D(a) D(a) (a) - Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1-second period, S1, equal to or greater than 0.75g, shall be assigned to Seismic Design Category E, and Seismic Group III structures located on such sites shall be assigned to Seismic Design Category F.
C59
Seismic Design Category to be used shall be the the highest (most ctitical) category as determined from Table 1613.3(1) using 'SDS' and Table 1613.3(2) using 'SD1'.
C62
'CT' is the building period coefficient, and is dependent on the type of seismic-force-resisting system that is used: CT = 0.028 for moment-resisting frames of steel CT = 0.016 for moment-resisting frame systems of reinforced concrete CT = 0.030 for eccentrically braced steel frames CT = 0.020 for all other building systems
C63
'x' is the building period formula exponent, and is dependent on the type of seismic-force-resisting system that is used: x = 0.80 for moment-resisting frames of steel x = 0.90 for moment-resisting frame systems of reinforced concrete x = 0.75 for eccentrically braced steel frames x = 0.75 for all other building systems
C64
'Ta' is the approximate fundamental period of the building, in seconds.
C65
ASCE 7-02 TABLE 9.5.5.3.1 COEFFICIENT FOR UPPER LIMIT ON CALCULATED PERIOD Design Spectral Response Acceleration at 1 Second Period, SD1 Coefficient, Cu >=0.4 1.4 0.3 1.4 0.2 1.5 0.15 1.6 0.1 1.7 <=0.05 1.7
C70
The Seismic Response Modifier, "R", is determined from Table 1617.6.2
C71
The System Overstrength Factor, "Wo", is determined from Table 1617.6.2
C72
The Deflection Amplification Factor, "Cd", is determined from Table 1617.6.2
C73
'CS' is the seismic response coefficient.
C79
'V' is the total Seismic Base Shear, and it may be minimized by any of the following means: 1. Using a seismic-force-resisting system with a larger Response Modification Factor, 'R'. The total Seismic Base Shear, 'V', is inversely proportional to the the value of 'R'. 2. Using a lower site class if possible 3. Minimizing the weight of the structure.
D82
'K' is the distribution exponent related to the building period.
"IBC2003E.xls" ProgramVersion 1.7
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"IBC2003E.xls" ProgramVersion 1.7
11 of 30 04/08/2023 06:19:42
SEISMIC STORY DRIFT ANALYSISPer IBC 2003 and ASCE 7-02 Specifications
Using Equivalent Lateral Force Procedure for Regular Multi-Level Building/Structural SystemsJob Name: Subject: II
Job Number: Originator: Checker: IIIIV
Input Data: ###Occupancy Category = I Seismic Use Group I ,Table 1604.5 ###
1.00 IBC Table 1604.5, page 272Soil Site Class = D IBC Table 1615.1.1, page 322
Location Zip Code = 296070.352 IBC Figure 1615(1) or USGS0.106 IBC Figure 1615(2) or USGS36.000 ft.
Seismic Resist. System = 2D
Structure Story Deflections: ###No. of Seismic Levels = 3 ###
TABLE 1604.5 CLASSIFICATION OF BUILDINGS AND OTHER STRUCTURES FOR IMPORTANCE FACTORS SEISMIC IMPORTANCE Category(a) Nature of Occupancy FACTOR, IE I Buildings and structures that represent a low hazard to human life in the event of failure including, but not limited to: - Agriculture Facilities 1.00 - Certain Temporary Facilities - Minor Storage Facilities II Buildings and other structures except those listed in Categories I, III and IV 1.00 III Buildings and other structures that represent a substantial hazard to human life in the event of failure including, but not limited to: - Buildings and other structures where more than 300 people congregate in one area - Elementary, secondary or day-care facilities with a capacity greater than 250 - Colleges & adult education facilities with a capacity greater than 500 - Health care facilities with a capacity greater than 50 resident patients but not 1.25 having surgery or emergency treatment facilities - Jails and detention facilities - Any other occupancy with an occupant load greater than 5000 - Power generating stations, water-treatment for potable water, wastewater treatment facilities and other public utility facilities not included in Category IV - Buildings and structures not included in Category IV containing sufficient quantities of toxic or explosive substances known to be dangerous to the public if released IV Bldgs. and other structures designated as essential facilities including, but not limited to: - Hospitals and health care facilities having surgery or emergency treatment facilities - Fire, rescue and police stations and emergency vehicle garages - Designated earthquake, hurricane or other emergency shelters - Designated emergency preparedness, communication, and operation centers and other facilities required for emergency response - Power-generating stations and other public utility facilities required as emergency 1.50 back-up facilities for Category IV structures - Structures containing highly toxic materials as defined by Section 307 where the quantity of the material exceeds the exempt amounts of Table 307.7(2). - Aviation control towers, air traffic control centers and emergency aircraft hangars - Buildings and other structures having critical national defense functions - Water treatment facilities required to maintain water pressure for fire suppression (a) - For the purpose of Section 1616.2, Categories I and II are considered Seismic Use Group I, and Category III is considered Seismic Use Group II, and Category IV is equivalent to Seismic Use Group III.
C10
TABLE 1615.1.1 SITE CLASS DEFINITIONS Average Properties in Top 100 feet, as Per Section 1615.1.5 SITE SOIL PROFILE Soil Shear Wave Standard Penetration Soil Undrained CLASS NAME Velocity, vs, (ft/s) Resistance, N Shear Strength ,su, (psf) A Hard Rock vs > 5000 Not Applicable Not Applicable B Rock 2500 < vs < 5000 Not Applicable Not Applicable C Very Dense Soil & Soft Rock 1200 < vs < 2500 N > 50 su > 2000 D Stiff Soil Profile 600 < vs < 1200 15 < N < 50 1000 < su < 2000 E Soft Soil Profile vs < 600 N < 15 su < 1000 E --- Any profile with more than 10 feet of soil having the following characteristics: 1. Plasticity Index, PL > 20 2. Moisture Content, w >= 40% and. 3. Undrained shear strength, su < 500 psf F --- Any profile containing soils having one or more of the following characteristics: 1. Soils vulnerable to potential failure or collapse under seismic loading such as liquifiable soils, quick and highly sensitive clays, collapsible weakly cemented soils. 2. Peats and/or highly organic clays (H>10 feet of peat and/or highly organic clay where H = thickness of soil) 3. Very high plasticity clays (H>25 feet with plasticity index, PL>75). 4. Very thick soft/medium stiff clays (H>120 feet)
D22
'dxe' is the total horizontal deflection at Level x as determined by separate 2D or 3D elastic frame analysis, exclusive of this worksheet.
C43
TABLE 1615.1.2(1) VALUES OF SITE COEFFICIENT, Fa, AS A FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS (Ss)(a) SITE MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS CLASS Ss<=0.25g Ss=0.50g Ss=0.75g Ss=1.00g Ss>=1.25g A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F Note (b) Note (b) Note (b) Note (b) Note (b) (a) - Use straight line interpolation for intermediate values of mapped spectral acceleration at short period, Ss. (b) - Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values.
C44
TABLE 1615.1.2(2) VALUES OF SITE COEFFICIENT, Fv, AS A FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELERATION AT 1 SECOND PERIOD (S1)(a) SITE MAPPED SPECTRAL RESPONSE ACCELERATION AT 1 SECOND PERIOD CLASS S1<=0.1g S1=0.2g S1=0.3g S1=0.4g S1>=0.5g A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F Note (b) Note (b) Note (b) Note (b) Note (b) (a) - Use straight line interpolation for intermediate values of mapped spectral acceleration at 1-second period, S1. (b) - Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values.
C47
'SMS' is the maximum considered earthquake spectral response accelerations for short period as determined from Section 1615.1.2.
C48
'SM1' is the maximum considered earthquake spectral response accelerations for 1-second period as determined from Section 1615.1.2.
C51
'SDS' is the design spectral response acceleration at short periods as determined in Section 1615.1.3.
C52
'SD1' is the design spectral response acceleration at 1-second period as determined in Section 1615.1.3.
TABLE 1616.3(1) SEISMIC DESIGN CATEGORY BASED ON SHORT PERIOD RESPONSE ACCELERATIONS SEISMIC USE GROUP VALUE OF SDS I II III SDS < 0.167g A A A 0.167g <= SDS < 0.33g B B C 0.33g <= SDS < 0.50g C C D 0.50g <= SDS D(a) D(a) D(a) (a) - Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1-second period, S1, equal to or greater than 0.75g, shall be assigned to Seismic Design Category E, and Seismic Group III structures located on such sites shall be assigned to Seismic Design Category F.
C58
TABLE 1616.3(2) SEISMIC DESIGN CATEGORY BASED ON 1 SECOND PERIOD RESPONSE ACCELERATION SEISMIC USE GROUP VALUE OF SD1 I II III SD1 < 0.067g A A A 0.067g <= SD1 < 0.133g B B C 0.133g <= SD1 < 0.20g C C D 0.20g <= SD1 D(a) D(a) D(a) (a) - Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1-second period, S1, equal to or greater than 0.75g, shall be assigned to Seismic Design Category E, and Seismic Group III structures located on such sites shall be assigned to Seismic Design Category F.
C59
Seismic Design Category to be used shall be the the highest (most ctitical) category as determined from Table 1613.3(1) using 'SDS' and Table 1613.3(2) using 'SD1'.
C62
The Deflection Amplification Factor, "Cd", is determined from Table 1617.6.2
E69
Actual amplified story drift is determined as follows: 1. Amplified story deflection at story "x": dxn = Cd*dxe/I 2. Amplified story deflection at story below, "x-1": d(x-1) = Cd*d(x-1)e/I 3. Actual amplified drift at story "x": Dx = dx - d(x-1)
F69
Actual amplified drift ratio is determined as follows: D.R. = Dx/(hsx*12)
G69
ASCE 7-02 - TABLE 9.5.2.8 ALLOWABLE STORY DRIFT, Da (inches) Structure Seismic Use Group I II III Structures, other than masonry shear wall or masonry wall frame structures, 0.025*hsx 0.020*hsx 0.015*hsx <= 4 stories designed to accommodate (Not Used) (Not Used) (Not Used) the story drifts Masonry cantilever shear wall structures 0.010*hsx 0.010*hsx 0.010*hsx Other masonry shear wall structures 0.007*hsx 0.007*hsx 0.007*hsx Masonry wall frame structures 0.013*hsx 0.013*hsx 0.010*hsx All other structures 0.020*hsx 0.015*hsx 0.010*hsx hsx = story height below Level x. Note: allowable story drift parameters for the first category of structures listed above is NOT used by this worksheet.
H69
Allowable amplified drift ratio is determined as follows: D.R. = Da/(hsx*12) where: Da = allowable drift from ASCE 7-02 Table 9.5.2.8
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8A
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SEISMIC BASE SHEAR AND OVERTURNING MOMENTPer IBC 2003 and ASCE 7-02 Specifications
For Ground Supported Vertical Cylindrical Steel Tanks, Vessels, and StacksJob Name: Subject: II
Job Number: Originator: Checker: IIIIV
Input Data: ###Occupancy Category = IV Seismic Use Group III ,Table 1604.5 ###
1.25 ASCE 7-02 Table 9.14.5.1.2, p. 192 ###Soil Site Class = D IBC Table 1615.1.1, page 322 A
Location Zip Code = 29607 F0.352 IBC Figure 1615(1) or USGS C0.106 IBC Figure 1615(2) or USGS h D30.000 ft. E
Diameter, d = 4.000 ft. 2*h/3Wall Thickness, t = 0.3750 in. 7a
T = sec., T = 0.00000765*(h/d)^2*(W*1000/h*d/(t/12))^(1/2)
Overstrength Factor, Wo =Defl. Amplif. Factor, Cd =
W
d
V = Cs*W
C8
TABLE 1604.5 CLASSIFICATION OF BUILDINGS AND OTHER STRUCTURES FOR IMPORTANCE FACTORS SEISMIC IMPORTANCE Category(a) Nature of Occupancy FACTOR, IE I Buildings and structures that represent a low hazard to human life in the event of failure including, but not limited to: - Agriculture Facilities 1.00 - Certain Temporary Facilities - Minor Storage Facilities II Buildings and other structures except those listed in Categories I, III and IV 1.00 III Buildings and other structures that represent a substantial hazard to human life in the event of failure including, but not limited to: - Buildings and other structures where more than 300 people congregate in one area - Elementary, secondary or day-care facilities with a capacity greater than 250 - Colleges & adult education facilities with a capacity greater than 500 - Health care facilities with a capacity greater than 50 resident patients but not 1.25 having surgery or emergency treatment facilities - Jails and detention facilities - Any other occupancy with an occupant load greater than 5000 - Power generating stations, water-treatment for potable water, wastewater treatment facilities and other public utility facilities not included in Category IV - Buildings and structures not included in Category IV containing sufficient quantities of toxic or explosive substances known to be dangerous to the public if released IV Bldgs. and other structures designated as essential facilities including, but not limited to: - Hospitals and health care facilities having surgery or emergency treatment facilities - Fire, rescue and police stations and emergency vehicle garages - Designated earthquake, hurricane or other emergency shelters - Designated emergency preparedness, communication, and operation centers and other facilities required for emergency response - Power-generating stations and other public utility facilities required as emergency 1.50 back-up facilities for Category IV structures - Structures containing highly toxic materials as defined by Section 307 where the quantity of the material exceeds the exempt amounts of Table 307.7(2). - Aviation control towers, air traffic control centers and emergency aircraft hangars - Buildings and other structures having critical national defense functions - Water treatment facilities required to maintain water pressure for fire suppression (a) - For the purpose of Section 1616.2, Categories I and II are considered Seismic Use Group I, and Category III is considered Seismic Use Group II, and Category IV is equivalent to Seismic Use Group III.
C9
ASCE 7-02 TABLE 9.14.5.1.2 IMPORTANCE FACTOR (I) AND SEISMIC USE GROUP CLASSIFICATION FOR NONBUILDING STRUCTURES IMPORTANCE FACTOR I = 1.0 I = 1.25 I = 1.5 Seismic Use Group I II III Hazard H-I H-II H-III Function F-I F-II F-III H-I = The nonbuilding structures that are not assigned to H-II or H-III. H-II = The nonbuilding structures containing hazardous materials and classified as a Category III structure in ASCE 7-02 Table 1-1 (IBC 2003 Table 1604.5). H-III = The nonbuilding structures containing extremely hazardous materials and classafied as a Category IV structure in ASCE 7-02 Table 1-1 (IBC 2003 Table 1604.5). F-I = Nonbuilding structures not classified as F-II or F-III. F-II = Nonbuilding structures classified as Category III structures in ASCE 7-02 Table 1-1 (IBC 2003 Table 1604.5). F-III = The nonbuilding structures classified as Category IV structures (essential facilities) in ASCE 7-02 Table 1-1 (IBC 2003 Table 1604.5).
C10
TABLE 1615.1.1 SITE CLASS DEFINITIONS Average Properties in Top 100 feet, as Per Section 1615.1.5 SITE SOIL PROFILE Soil Shear Wave Standard Penetration Soil Undrained CLASS NAME Velocity, vs, (ft/s) Resistance, N Shear Strength ,su, (psf) A Hard Rock vs > 5000 Not Applicable Not Applicable B Rock 2500 < vs < 5000 Not Applicable Not Applicable C Very Dense Soil & Soft Rock 1200 < vs < 2500 N > 50 su > 2000 D Stiff Soil Profile 600 < vs < 1200 15 < N < 50 1000 < su < 2000 E Soft Soil Profile vs < 600 N < 15 su < 1000 E --- Any profile with more than 10 feet of soil having the following characteristics: 1. Plasticity Index, PL > 20 2. Moisture Content, w >= 40% and. 3. Undrained shear strength, su < 500 psf F --- Any profile containing soils having one or more of the following characteristics: 1. Soils vulnerable to potential failure or collapse under seismic loading such as liquifiable soils, quick and highly sensitive clays, collapsible weakly cemented soils. 2. Peats and/or highly organic clays (H>10 feet of peat and/or highly organic clay where H = thickness of soil) 3. Very high plasticity clays (H>25 feet with plasticity index, PL>75). 4. Very thick soft/medium stiff clays (H>120 feet)
C18
'Wt' = The nonbuilding structure operating weight, including the total dead load and other loads listed per IBC Section 9.5.5.2. 'Wt' shall also include all normal operating contents for items such as tanks, vessels, bins, hoppers, and the contents of piping. 'Wt' shall include snow and ice loads when these loads constitute 25% or more of 'Wt' or when required by the building official based on local environmental chararcteristics.
C27
TABLE 1615.1.2(1) VALUES OF SITE COEFFICIENT, Fa, AS A FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS (Ss)(a) SITE MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS CLASS Ss<=0.25g Ss=0.50g Ss=0.75g Ss=1.00g Ss>=1.25g A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F Note (b) Note (b) Note (b) Note (b) Note (b) (a) - Use straight line interpolation for intermediate values of mapped spectral acceleration at short period, Ss. (b) - Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values.
C28
TABLE 1615.1.2(2) VALUES OF SITE COEFFICIENT, Fv, AS A FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELERATION AT 1 SECOND PERIOD (S1)(a) SITE MAPPED SPECTRAL RESPONSE ACCELERATION AT 1 SECOND PERIOD CLASS S1<=0.1g S1=0.2g S1=0.3g S1=0.4g S1>=0.5g A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F Note (b) Note (b) Note (b) Note (b) Note (b) (a) - Use straight line interpolation for intermediate values of mapped spectral acceleration at 1-second period, S1. (b) - Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values.
C31
'SMS' is the maximum considered earthquake spectral response accelerations for short period as determined from Section 1615.1.2.
C32
'SM1' is the maximum considered earthquake spectral response accelerations for 1-second period as determined from Section 1615.1.2.
C35
'SDS' is the design spectral response acceleration at short periods as determined in Section 1615.1.3.
C36
'SD1' is the design spectral response acceleration at 1-second period as determined in Section 1615.1.3.
C39
TABLE 1616.3(1) SEISMIC DESIGN CATEGORY BASED ON SHORT PERIOD RESPONSE ACCELERATIONS SEISMIC USE GROUP VALUE OF SDS I II III SDS < 0.167g A A A 0.167g <= SDS < 0.33g B B C 0.33g <= SDS < 0.50g C C D 0.50g <= SDS D(a) D(a) D(a) (a) - Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1-second period, S1, equal to or greater than 0.75g, shall be assigned to Seismic Design Category E, and Seismic Group III structures located on such sites shall be assigned to Seismic Design Category F.
C40
TABLE 1616.3(2) SEISMIC DESIGN CATEGORY BASED ON 1 SECOND PERIOD RESPONSE ACCELERATION SEISMIC USE GROUP VALUE OF SD1 I II III SD1 < 0.067g A A A 0.067g <= SD1 < 0.133g B B C 0.133g <= SD1 < 0.20g C C D 0.20g <= SD1 D(a) D(a) D(a) (a) - Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1-second period, S1, equal to or greater than 0.75g, shall be assigned to Seismic Design Category E, and Seismic Group III structures located on such sites shall be assigned to Seismic Design Category F.
C41
Seismic Design Category to be used shall be the the highest (most ctitical) category as determined from Table 1613.3(1) using 'SDS' and Table 1613.3(2) using 'SD1'.
C44
The formula for the period of a thin-walled cantilever vessel is: T = 0.00000765*(h/d)^2*(W*1000/h*d/(t/12))^1/2 Reference: 2000 IBC Structural/Seismic Design Manual - Vol. 1: Code Application Examples (by SEAOC), pages 208 - 209.
C48
The Seismic Response Modifier, "R", is determined from ASCE 7-02 Table 9.14.5.1.1. (See designated worksheet for reference.)
C49
The System Overstrength Factor, "Wo", is determined from ASCE 7-02 Table 9.14.5.1.1. (See designated worksheet for reference.)
C50
The Deflection Amplification Factor, "Cd", is determined from ASCE 7-02 Table 9.14.5.1.1. (See designated worksheet for reference.)
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<= 0.05Seismic Base Shear: (using ASCE 7-02 procedure "a" or "c", page 196)
0.149 Use: Cu =0.1190.062 CS(min) = 0.14*SDS*I, ASCE 7-02 Sect. 9.14.5.1, Eqn. 9.14.5.1-10.119 Loading Factors from: API 650 Figure L-2
Seismic Base Shear, V = 52.41 for Flexible: V = CS*W, ASCE 7-02 Eqn. 9.5.5.2-1 D / H = d / h
###
Seismic Shear Vertical Distribution: (using ASCE 7-02 procedure "a" or "c", page 196) ###
Assume triangular force distribution, with resultant acting at 2*h/3 ###
1.0 ###
Force at 2*h/3, F = 52.41 ###
###
Overturning Moment at Base: (using ASCE 7-02 procedure "a" or "c", page 196) ###
1048.18 ###
###
###
Seismic Base Shear: (ASCE 7-02 procedure "b", page 196, and API 650 Appendix E) ###
N.A. ###
N.A. ###
N.A. ###
N.A. Sai = SDS, for Ti <= Ts, ASCE 7-02 Eqn. 9.14.7.3.6.1-4 ###
Wi = N.A. Wi = 0.973*W (for W1 from API 650, Fig. E-2) ###
N.A. Wc = 0.032*W (for W2 from API 650, Fig. E-2)Ci = N.A. ###
N.A. ###
Cc = N.A. Use:N.A.
Seismic Base Shear, V = N.A.Tank/vessel ground supported (7a or 7b)?
Overturning Moment at Base: (using ASCE 7-02 procedure "b", page 196, and API 650 Appendix E)Liquid contents?Xs = N.A. Occupancy Catergory = IV (SUG = III)?Xi = N.A. Xi = 0.479*h (for X1 from API 650, Appendix E Fig. E-3)Tank/vessel d >20'?
Xc = N.A. Xc = 0.96*h (for X2 from API 650, Appendix E Fig. E-3)sloshing calc's. per ASCE 7-02 procedure "b"?N.A.
kips, V = Vi + Vc, ASCE Eqn. 7-02 9.14.7.3.6.1-1, page 197
ft., Xs = h/2 (assumed)ft.,ft.,
Mo = ft-kips, Mo = Ci*We*Xs + Ci*Wi*Xi + Cc*Wc*Xc, API 650 Sect. E.3.1
C55
'CS' is the seismic response coefficient.
C59
V = Cs*W for flexible (T >= 0.06 sec.) nonbuilding structure (ASCE 7-02 Eqn. 9.5.5.2-1). V = 0.30*SDS*W*I for rigid (T < 0.06 sec.) nonbuilding structure (ASCE 7-02 Eqn. 9.14.5.2). 'V' is the total Seismic Base Shear, and it may be minimized by any of the following means: 1. Using a seismic-force-resisting system with a larger Response Modification Factor, 'R'. The total Seismic Base Shear, 'V', is inversely proportional to the the value of 'R'. 2. Using a lower site class if possible 3. Minimizing the weight of the structure.
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SEISMIC BASE SHEARPer IBC 2003 and ASCE 7-02 Specifications
For All Nonbuilding Structures Job Name: Subject: II
Job Number: Originator: Checker: IIIIV
Input Data: ###Occupancy Category = II Seismic Use Group I ,IBC Table 1604.5 ###
1.25 ASCE 7-02 Table 9.14.5.1.2, page 192 ###Soil Site Class = D IBC Table 1615.1.1, page 322 A
Location Zip Code = 29607 B0.352 Figure 1615(1) or USGS Info. C0.106 Figure 1615(2) or USGS Info. D
10.000 ft. ETotal Weight, W = 20.00 F Structure Type = 5a
Results:2b
Site Coefficients: 2c1.518 Table 1615.1.2(1), page 323 2d2.375 Table 1615.1.2(2), page 323 2e
3aMaximum Spectral Response Accelerations: 4a
0.535 4b0.252 4c
4dDesign Spectral Response Accelerations for Short and 1-Second Periods : 4e
TABLE 1604.5 CLASSIFICATION OF BUILDINGS AND OTHER STRUCTURES FOR IMPORTANCE FACTORS SEISMIC IMPORTANCE Category(a) Nature of Occupancy FACTOR, IE I Buildings and structures that represent a low hazard to human life in the event of failure including, but not limited to: - Agriculture Facilities 1.00 - Certain Temporary Facilities - Minor Storage Facilities II Buildings and other structures except those listed in Categories I, III and IV 1.00 III Buildings and other structures that represent a substantial hazard to human life in the event of failure including, but not limited to: - Buildings and other structures where more than 300 people congregate in one area - Elementary, secondary or day-care facilities with a capacity greater than 250 - Colleges & adult education facilities with a capacity greater than 500 - Health care facilities with a capacity greater than 50 resident patients but not 1.25 having surgery or emergency treatment facilities - Jails and detention facilities - Any other occupancy with an occupant load greater than 5000 - Power generating stations, water-treatment for potable water, wastewater treatment facilities and other public utility facilities not included in Category IV - Buildings and structures not included in Category IV containing sufficient quantities of toxic or explosive substances known to be dangerous to the public if released IV Bldgs. and other structures designated as essential facilities including, but not limited to: - Hospitals and health care facilities having surgery or emergency treatment facilities - Fire, rescue and police stations and emergency vehicle garages - Designated earthquake, hurricane or other emergency shelters - Designated emergency preparedness, communication, and operation centers and other facilities required for emergency response - Power-generating stations and other public utility facilities required as emergency 1.50 back-up facilities for Category IV structures - Structures containing highly toxic materials as defined by Section 307 where the quantity of the material exceeds the exempt amounts of Table 307.7(2). - Aviation control towers, air traffic control centers and emergency aircraft hangars - Buildings and other structures having critical national defense functions - Water treatment facilities required to maintain water pressure for fire suppression (a) - For the purpose of Section 1616.2, Categories I and II are considered Seismic Use Group I, and Category III is considered Seismic Use Group II, and Category IV is equivalent to Seismic Use Group III.
C9
ASCE 7-02 TABLE 9.14.5.1.2 IMPORTANCE FACTOR (I) AND SEISMIC USE GROUP CLASSIFICATION FOR NONBUILDING STRUCTURES IMPORTANCE FACTOR I = 1.0 I = 1.25 I = 1.5 Seismic Use Group I II III Hazard H-I H-II H-III Function F-I F-II F-III H-I = The nonbuilding structures that are not assigned to H-II or H-III. H-II = The nonbuilding structures containing hazardous materials and classified as a Category III structure in ASCE 7-02 Table 1-1 (IBC 2003 Table 1604.5). H-III = The nonbuilding structures containing extremely hazardous materials and classafied as a Category IV structure in ASCE 7-02 Table 1-1 (IBC 2003 Table 1604.5). F-I = Nonbuilding structures not classified as F-II or F-III. F-II = Nonbuilding structures classified as Category III structures in ASCE 7-02 Table 1-1 (IBC 2003 Table 1604.5). F-III = The nonbuilding structures classified as Category IV structures (essential facilities) in ASCE 7-02 Table 1-1 (IBC 2003 Table 1604.5).
C10
TABLE 1615.1.1 SITE CLASS DEFINITIONS Average Properties in Top 100 feet, as Per Section 1615.1.5 SITE SOIL PROFILE Soil Shear Wave Standard Penetration Soil Undrained CLASS NAME Velocity, vs, (ft/s) Resistance, N Shear Strength ,su, (psf) A Hard Rock vs > 5000 Not Applicable Not Applicable B Rock 2500 < vs < 5000 Not Applicable Not Applicable C Very Dense Soil & Soft Rock 1200 < vs < 2500 N > 50 su > 2000 D Stiff Soil Profile 600 < vs < 1200 15 < N < 50 1000 < su < 2000 E Soft Soil Profile vs < 600 N < 15 su < 1000 E --- Any profile with more than 10 feet of soil having the following characteristics: 1. Plasticity Index, PL > 20 2. Moisture Content, w >= 40% and. 3. Undrained shear strength, su < 500 psf F --- Any profile containing soils having one or more of the following characteristics: 1. Soils vulnerable to potential failure or collapse under seismic loading such as liquifiable soils, quick and highly sensitive clays, collapsible weakly cemented soils. 2. Peats and/or highly organic clays (H>10 feet of peat and/or highly organic clay where H = thickness of soil) 3. Very high plasticity clays (H>25 feet with plasticity index, PL>75). 4. Very thick soft/medium stiff clays (H>120 feet)
C15
'W' = The nonbuilding structure operating weight, including the total dead load and other loads listed per IBC Section 9.5.5.2. 'W' shall also include all normal operating contents for items such as tanks, vessels, bins, hoppers, and the contents of piping. 'W' shall include snow and ice loads when these loads constitute 25% or more of 'W' or when required by the building official based on local environmental chararcteristics.
C21
TABLE 1615.1.2(1) VALUES OF SITE COEFFICIENT, Fa, AS A FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS (Ss)(a) SITE MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS CLASS Ss<=0.25g Ss=0.50g Ss=0.75g Ss=1.00g Ss>=1.25g A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F Note (b) Note (b) Note (b) Note (b) Note (b) (a) - Use straight line interpolation for intermediate values of mapped spectral acceleration at short period, Ss. (b) - Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values.
C22
TABLE 1615.1.2(2) VALUES OF SITE COEFFICIENT, Fv, AS A FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELERATION AT 1 SECOND PERIOD (S1)(a) SITE MAPPED SPECTRAL RESPONSE ACCELERATION AT 1 SECOND PERIOD CLASS S1<=0.1g S1=0.2g S1=0.3g S1=0.4g S1>=0.5g A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F Note (b) Note (b) Note (b) Note (b) Note (b) (a) - Use straight line interpolation for intermediate values of mapped spectral acceleration at 1-second period, S1. (b) - Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values.
C25
'SMS' is the maximum considered earthquake spectral response accelerations for short period as determined from Section 1615.1.2.
C26
'SM1' is the maximum considered earthquake spectral response accelerations for 1-second period as determined from Section 1615.1.2.
C29
'SDS' is the design spectral response acceleration at short periods as determined in Section 1615.1.3.
C30
'SD1' is the design spectral response acceleration at 1-second period as determined in Section 1615.1.3.
C33
TABLE 1616.3(1) SEISMIC DESIGN CATEGORY BASED ON SHORT PERIOD RESPONSE ACCELERATIONS SEISMIC USE GROUP VALUE OF SDS I II III SDS < 0.167g A A A 0.167g <= SDS < 0.33g B B C 0.33g <= SDS < 0.50g C C D 0.50g <= SDS D(a) D(a) D(a) (a) - Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1-second period, S1, equal to or greater than 0.75g, shall be assigned to Seismic Design Category E, and Seismic Group III structures located on such sites shall be assigned to Seismic Design Category F.
C34
TABLE 1616.3(2) SEISMIC DESIGN CATEGORY BASED ON 1 SECOND PERIOD RESPONSE ACCELERATION SEISMIC USE GROUP VALUE OF SD1 I II III SD1 < 0.067g A A A 0.067g <= SD1 < 0.133g B B C 0.133g <= SD1 < 0.20g C C D 0.20g <= SD1 D(a) D(a) D(a) (a) - Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1-second period, S1, equal to or greater than 0.75g, shall be assigned to Seismic Design Category E, and Seismic Group III structures located on such sites shall be assigned to Seismic Design Category F.
C35
Seismic Design Category to be used shall be the the highest (most ctitical) category as determined from Table 1613.3(1) using 'SDS' and Table 1613.3(2) using 'SD1'.
C38
'CT' is the building period coefficient, and is assumed = 0.020 for nonbuilding structures.
C39
'x' is the building period formula exponent, and is assumed = 0.75 for nonbuilding structures.
C40
'Ta' is the approximate fundamental period of the building, in seconds.
C41
ASCE 7-02 TABLE 9.5.5.3.1 COEFFICIENT FOR UPPER LIMIT ON CALCULATED PERIOD Design Spectral Response Acceleration at 1 Second Period, SD1 Coefficient, Cu >=0.4 1.4 0.3 1.4 0.2 1.5 0.15 1.6 0.1 1.7 <=0.05 1.7
C47
The Seismic Response Modifier, "R", is determined from ASCE 7-02 Table 9.14.5.1.1. (See designated worksheet for reference.)
C48
The System Overstrength Factor, "Wo", is determined from ASCE 7-02 Table 9.14.5.1.1. (See designated worksheet for reference.)
C49
The Deflection Amplification Factor, "Cd", is determined from ASCE 7-02 Table 9.14.5.1.1. (See designated worksheet for reference.)
C50
'CS' is the seismic response coefficient.
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V = 2.97 for Flexible: V = CS*W, ASCE 7-02 Eqn. 9.5.5.2-1kips,
C56
V = Cs*W for flexible (T >= 0.06 sec.) nonbuilding structure (ASCE 7-02 Eqn. 9.5.5.2-1). V = 0.30*SDS*W*I for rigid (T < 0.06 sec.) nonbuilding structure (ASCE 7-02 Eqn. 9.14.5.2). 'V' is the total Seismic Base Shear, and it may be minimized by any of the following means: 1. Using a seismic-force-resisting system with a larger Response Modification Factor, 'R'. The total Seismic Base Shear, 'V', is inversely proportional to the the value of 'R'. 2. Using a lower site class if possible 3. Minimizing the weight of the structure.
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SEISMIC FORCE FOR COMPONENTSPer IBC 2003 and ASCE 7-02 Specifications
For Architectural Components Job Name: Subject: II
Job Number: Originator: Checker: IIIIV
Input Data: ###Occupancy Category = II Seismic Use Group I ,IBC Table 1604.5 ###
Soil Site Class = D IBC Table 1615.1.1, page 322 ###Location Zip Code = 29607 A
0.352 IBC Figure 1615(1) or USGS B0.106 IBC Figure 1615(2) or USGS C
Average Roof Height, h = 20.000 ft. DHeight of attachment, z = 20.000 ft. E
Use: Fp = lbs. Note: Fp is to be applied in both transverse and longitudinal directions relative to seismic restraint.
C8
TABLE 1604.5 CLASSIFICATION OF BUILDINGS AND OTHER STRUCTURES FOR IMPORTANCE FACTORS SEISMIC IMPORTANCE Category(a) Nature of Occupancy FACTOR, IE I Buildings and structures that represent a low hazard to human life in the event of failure including, but not limited to: - Agriculture Facilities 1.00 - Certain Temporary Facilities - Minor Storage Facilities II Buildings and other structures except those listed in Categories I, III and IV 1.00 III Buildings and other structures that represent a substantial hazard to human life in the event of failure including, but not limited to: - Buildings and other structures where more than 300 people congregate in one area - Elementary, secondary or day-care facilities with a capacity greater than 250 - Colleges & adult education facilities with a capacity greater than 500 - Health care facilities with a capacity greater than 50 resident patients but not 1.25 having surgery or emergency treatment facilities - Jails and detention facilities - Any other occupancy with an occupant load greater than 5000 - Power generating stations, water-treatment for potable water, wastewater treatment facilities and other public utility facilities not included in Category IV - Buildings and structures not included in Category IV containing sufficient quantities of toxic or explosive substances known to be dangerous to the public if released IV Bldgs. and other structures designated as essential facilities including, but not limited to: - Hospitals and health care facilities having surgery or emergency treatment facilities - Fire, rescue and police stations and emergency vehicle garages - Designated earthquake, hurricane or other emergency shelters - Designated emergency preparedness, communication, and operation centers and other facilities required for emergency response - Power-generating stations and other public utility facilities required as emergency 1.50 back-up facilities for Category IV structures - Structures containing highly toxic materials as defined by Section 307 where the quantity of the material exceeds the exempt amounts of Table 307.7(2). - Aviation control towers, air traffic control centers and emergency aircraft hangars - Buildings and other structures having critical national defense functions - Water treatment facilities required to maintain water pressure for fire suppression (a) - For the purpose of Section 1616.2, Categories I and II are considered Seismic Use Group I, and Category III is considered Seismic Use Group II, and Category IV is equivalent to Seismic Use Group III.
C9
TABLE 1615.1.1 SITE CLASS DEFINITIONS Average Properties in Top 100 feet, as Per Section 1615.1.5 SITE SOIL PROFILE Soil Shear Wave Standard Penetration Soil Undrained CLASS NAME Velocity, vs, (ft/s) Resistance, N Shear Strength ,su, (psf) A Hard Rock vs > 5000 Not Applicable Not Applicable B Rock 2500 < vs < 5000 Not Applicable Not Applicable C Very Dense Soil & Soft Rock 1200 < vs < 2500 N > 50 su > 2000 D Stiff Soil Profile 600 < vs < 1200 15 < N < 50 1000 < su < 2000 E Soft Soil Profile vs < 600 N < 15 su < 1000 E --- Any profile with more than 10 feet of soil having the following characteristics: 1. Plasticity Index, PL > 20 2. Moisture Content, w >= 40% and. 3. Undrained shear strength, su < 500 psf F --- Any profile containing soils having one or more of the following characteristics: 1. Soils vulnerable to potential failure or collapse under seismic loading such as liquifiable soils, quick and highly sensitive clays, collapsible weakly cemented soils. 2. Peats and/or highly organic clays (H>10 feet of peat and/or highly organic clay where H = thickness of soil) 3. Very high plasticity clays (H>25 feet with plasticity index, PL>75). 4. Very thick soft/medium stiff clays (H>120 feet)
C15
Component Importance Factor, "Ip", is as follows (ASCE 7-02 Section 9.6.1.5): Ip = 1.5 life safety component required to function after an earthquake (e.g., fire protection sprinkler system) Ip = 1.5 component that contains hazardous content Ip = 1.5 for storage racks in structures open to the public (e.g., warehouse retail stores) Ip = 1.0 all other components In addition, for structures in Seismic Use Group III: Ip = 1.5 all components needed for continued operation of the facility or whose failure could impair the continued operation of the facility.
C22
TABLE 1615.1.2(1) VALUES OF SITE COEFFICIENT, Fa, AS A FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS (Ss)(a) SITE MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS CLASS Ss<=0.25g Ss=0.50g Ss=0.75g Ss=1.00g Ss>=1.25g A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F Note (b) Note (b) Note (b) Note (b) Note (b) (a) - Use straight line interpolation for intermediate values of mapped spectral acceleration at short period, Ss. (b) - Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values.
C23
TABLE 1615.1.2(2) VALUES OF SITE COEFFICIENT, Fv, AS A FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELERATION AT 1 SECOND PERIOD (S1)(a) SITE MAPPED SPECTRAL RESPONSE ACCELERATION AT 1 SECOND PERIOD CLASS S1<=0.1g S1=0.2g S1=0.3g S1=0.4g S1>=0.5g A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F Note (b) Note (b) Note (b) Note (b) Note (b) (a) - Use straight line interpolation for intermediate values of mapped spectral acceleration at 1-second period, S1. (b) - Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values.
C26
'SMS' is the maximum considered earthquake spectral response accelerations for short period as determined from Section 1615.1.2.
C27
'SM1' is the maximum considered earthquake spectral response accelerations for 1-second period as determined from Section 1615.1.2.
C30
'SDS' is the design spectral response acceleration at short periods as determined in Section 1615.1.3.
C31
'SD1' is the design spectral response acceleration at 1-second period as determined in Section 1615.1.3.
C34
TABLE 1616.3(1) SEISMIC DESIGN CATEGORY BASED ON SHORT PERIOD RESPONSE ACCELERATIONS SEISMIC USE GROUP VALUE OF SDS I II III SDS < 0.167g A A A 0.167g <= SDS < 0.33g B B C 0.33g <= SDS < 0.50g C C D 0.50g <= SDS D(a) D(a) D(a) (a) - Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1-second period, S1, equal to or greater than 0.75g, shall be assigned to Seismic Design Category E, and Seismic Group III structures located on such sites shall be assigned to Seismic Design Category F.
C35
TABLE 1616.3(2) SEISMIC DESIGN CATEGORY BASED ON 1 SECOND PERIOD RESPONSE ACCELERATION SEISMIC USE GROUP VALUE OF SD1 I II III SD1 < 0.067g A A A 0.067g <= SD1 < 0.133g B B C 0.133g <= SD1 < 0.20g C C D 0.20g <= SD1 D(a) D(a) D(a) (a) - Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1-second period, S1, equal to or greater than 0.75g, shall be assigned to Seismic Design Category E, and Seismic Group III structures located on such sites shall be assigned to Seismic Design Category F.
C36
Seismic Design Category to be used shall be the the highest (most ctitical) category as determined from Table 1613.3(1) using 'SDS' and Table 1613.3(2) using 'SD1'.
C39
The Component Amplification Factor, "ap", is determined from ASCE 7-02 Table 9.6.2.2. (See designated worksheet for reference.)
C40
The Component Seismic Response Modifier, "Rp", is determined from ASCE 7-02 Table 9.6.2.2. (See designated worksheet for reference.)
"IBC2003E.xls" ProgramVersion 1.7
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"IBC2003E.xls" ProgramVersion 1.7
21 of 30 04/08/2023 06:19:42
SEISMIC FORCE FOR COMPONENTSPer IBC 2003 and ASCE 7-02 SpecificationsFor Mechanical and Electrical Components
Job Name: Subject: IIJob Number: Originator: Checker: III
IVInput Data: ###
Occupancy Category = II Seismic Use Group I ,IBC Table 1604.5 ###Soil Site Class = D IBC Table 1615.1.1, page 322 ###
Location Zip Code = 29607 A0.352 IBC Figure 1615(1) or USGS B0.106 IBC Figure 1615(2) or USGS C
Average Roof Height, h = 20.000 ft. DHeight of attachment, z = 20.000 ft. E
Use: Fp = lbs. Note: Fp is to be applied in both transverse and longitudinal directions relative to seismic restraint.
C8
TABLE 1604.5 CLASSIFICATION OF BUILDINGS AND OTHER STRUCTURES FOR IMPORTANCE FACTORS SEISMIC IMPORTANCE Category(a) Nature of Occupancy FACTOR, IE I Buildings and structures that represent a low hazard to human life in the event of failure including, but not limited to: - Agriculture Facilities 1.00 - Certain Temporary Facilities - Minor Storage Facilities II Buildings and other structures except those listed in Categories I, III and IV 1.00 III Buildings and other structures that represent a substantial hazard to human life in the event of failure including, but not limited to: - Buildings and other structures where more than 300 people congregate in one area - Elementary, secondary or day-care facilities with a capacity greater than 250 - Colleges & adult education facilities with a capacity greater than 500 - Health care facilities with a capacity greater than 50 resident patients but not 1.25 having surgery or emergency treatment facilities - Jails and detention facilities - Any other occupancy with an occupant load greater than 5000 - Power generating stations, water-treatment for potable water, wastewater treatment facilities and other public utility facilities not included in Category IV - Buildings and structures not included in Category IV containing sufficient quantities of toxic or explosive substances known to be dangerous to the public if released IV Bldgs. and other structures designated as essential facilities including, but not limited to: - Hospitals and health care facilities having surgery or emergency treatment facilities - Fire, rescue and police stations and emergency vehicle garages - Designated earthquake, hurricane or other emergency shelters - Designated emergency preparedness, communication, and operation centers and other facilities required for emergency response - Power-generating stations and other public utility facilities required as emergency 1.50 back-up facilities for Category IV structures - Structures containing highly toxic materials as defined by Section 307 where the quantity of the material exceeds the exempt amounts of Table 307.7(2). - Aviation control towers, air traffic control centers and emergency aircraft hangars - Buildings and other structures having critical national defense functions - Water treatment facilities required to maintain water pressure for fire suppression (a) - For the purpose of Section 1616.2, Categories I and II are considered Seismic Use Group I, and Category III is considered Seismic Use Group II, and Category IV is equivalent to Seismic Use Group III.
C9
TABLE 1615.1.1 SITE CLASS DEFINITIONS Average Properties in Top 100 feet, as Per Section 1615.1.5 SITE SOIL PROFILE Soil Shear Wave Standard Penetration Soil Undrained CLASS NAME Velocity, vs, (ft/s) Resistance, N Shear Strength ,su, (psf) A Hard Rock vs > 5000 Not Applicable Not Applicable B Rock 2500 < vs < 5000 Not Applicable Not Applicable C Very Dense Soil & Soft Rock 1200 < vs < 2500 N > 50 su > 2000 D Stiff Soil Profile 600 < vs < 1200 15 < N < 50 1000 < su < 2000 E Soft Soil Profile vs < 600 N < 15 su < 1000 E --- Any profile with more than 10 feet of soil having the following characteristics: 1. Plasticity Index, PL > 20 2. Moisture Content, w >= 40% and. 3. Undrained shear strength, su < 500 psf F --- Any profile containing soils having one or more of the following characteristics: 1. Soils vulnerable to potential failure or collapse under seismic loading such as liquifiable soils, quick and highly sensitive clays, collapsible weakly cemented soils. 2. Peats and/or highly organic clays (H>10 feet of peat and/or highly organic clay where H = thickness of soil) 3. Very high plasticity clays (H>25 feet with plasticity index, PL>75). 4. Very thick soft/medium stiff clays (H>120 feet)
C15
Component Importance Factor, "Ip", is as follows (ASCE 7-02 Section 9.6.1.5): Ip = 1.5 life safety component required to function after an earthquake (e.g., fire protection sprinkler system) Ip = 1.5 component that contains hazardous content Ip = 1.5 for storage racks in structures open to the public (e.g., warehouse retail stores) Ip = 1.0 all other components In addition, for structures in Seismic Use Group III: Ip = 1.5 all components needed for continued operation of the facility or whose failure could impair the continued operation of the facility.
C22
TABLE 1615.1.2(1) VALUES OF SITE COEFFICIENT, Fa, AS A FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS (Ss)(a) SITE MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS CLASS Ss<=0.25g Ss=0.50g Ss=0.75g Ss=1.00g Ss>=1.25g A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F Note (b) Note (b) Note (b) Note (b) Note (b) (a) - Use straight line interpolation for intermediate values of mapped spectral acceleration at short period, Ss. (b) - Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values.
C23
TABLE 1615.1.2(2) VALUES OF SITE COEFFICIENT, Fv, AS A FUNCTION OF SITE CLASS AND MAPPED SPECTRAL RESPONSE ACCELERATION AT 1 SECOND PERIOD (S1)(a) SITE MAPPED SPECTRAL RESPONSE ACCELERATION AT 1 SECOND PERIOD CLASS S1<=0.1g S1=0.2g S1=0.3g S1=0.4g S1>=0.5g A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F Note (b) Note (b) Note (b) Note (b) Note (b) (a) - Use straight line interpolation for intermediate values of mapped spectral acceleration at 1-second period, S1. (b) - Site-specific geotechnical investigation and dynamic site response analyses shall be performed to determine appropriate values.
C26
'SMS' is the maximum considered earthquake spectral response accelerations for short period as determined from Section 1615.1.2.
C27
'SM1' is the maximum considered earthquake spectral response accelerations for 1-second period as determined from Section 1615.1.2.
C30
'SDS' is the design spectral response acceleration at short periods as determined in Section 1615.1.3.
C31
'SD1' is the design spectral response acceleration at 1-second period as determined in Section 1615.1.3.
C34
TABLE 1616.3(1) SEISMIC DESIGN CATEGORY BASED ON SHORT PERIOD RESPONSE ACCELERATIONS SEISMIC USE GROUP VALUE OF SDS I II III SDS < 0.167g A A A 0.167g <= SDS < 0.33g B B C 0.33g <= SDS < 0.50g C C D 0.50g <= SDS D(a) D(a) D(a) (a) - Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1-second period, S1, equal to or greater than 0.75g, shall be assigned to Seismic Design Category E, and Seismic Group III structures located on such sites shall be assigned to Seismic Design Category F.
C35
TABLE 1616.3(2) SEISMIC DESIGN CATEGORY BASED ON 1 SECOND PERIOD RESPONSE ACCELERATION SEISMIC USE GROUP VALUE OF SD1 I II III SD1 < 0.067g A A A 0.067g <= SD1 < 0.133g B B C 0.133g <= SD1 < 0.20g C C D 0.20g <= SD1 D(a) D(a) D(a) (a) - Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1-second period, S1, equal to or greater than 0.75g, shall be assigned to Seismic Design Category E, and Seismic Group III structures located on such sites shall be assigned to Seismic Design Category F.
C36
Seismic Design Category to be used shall be the the highest (most ctitical) category as determined from Table 1613.3(1) using 'SDS' and Table 1613.3(2) using 'SD1'.
C39
The Component Amplification Factor, "ap", is determined from ASCE 7-02 Table 9.6.3.2. (See designated worksheet for reference.)
C40
The Component Seismic Response Modifier, "Rp", is determined from ASCE 7-02 Table 9.6.3.2. (See designated worksheet for reference.)
