Description A cruise ship company is developing a pier in Long Beach, California, to service ocean liners. The pier will be accessible by the general public. The pier contains a large warehouse owned by the cruise ship company. In the north-south direction, the pier is tied directly to an abutment structure supported on grade. In the east-west direction, the pier resists seismic forces using moment frames. Calculations for the abutment are not included in this example, but it is assumed to be much stiffer than the moment frames. The design live load for warehouse storage is 1,000 psf. Figure 17-5 Pier plan and elevation (1.0 ft = 0.3048 m) Parameters Provisions Risk Category (Standard Sec. 1.5.1) = II (The pier serves cruise ships that carry no hazardous materials.) Importance Factor, (Standard 1.5-2) = 1.0 Ie Table Site Class (Standard Chapter 20) = D (dense sand) Design Spectral Acceleration Response Parameters = 1.167 SDS = 0.60 SD1 Seismic Design Category (Standard Sec. 11.6) = D Seismic Force-resisting System (Standard Table 15.4-1) = Intermediate concrete moment frame with permitted height increase Response Modification Coefficient, = 3 R System Overstrength Factor, = 2 Ω0 Deflection Amplification Factor, = 2.5 Cd Height Limit (Standard Table 15.4-1) = 50 ft If the structure was classified as a building, an intermediate reinforced concrete moment frame would not be permitted in Seismic Design Category D. Design of the System 17.5.3.1 Seismic response coefficient. Using Equation 12.8-2: Standard
Description A cruise ship company is developing a pier in Long Beach, California, to service ocean liners. The pier will be accessible by the general public. The pier contains a large warehouse owned by the cruise ship company. In the north-south direction, the pier is tied directly to an abutment structure supported on grade. In the east-west direction, the pier resists seismic forces using moment frames. Calculations for the abutment are not included in this example, but it is assumed to be much stiffer than the moment frames. The design live load for warehouse storage is 1,000 psf. Figure 17-5 Pier plan and elevation (1.0 ft = 0.3048 m) Provisions Parameters Risk Category (Standard Sec. 1.5.1) = II (The pier serves cruise ships that carry no hazardous materials.) Importance Factor, Ie (Standard Table 1.5-2) = 1.0 Site Class (Standard Chapter 20) = D (dense sand) Design Spectral Acceleration Response Parameters SDS = 1.167 SD1 = 0.60 Seismic Design Category (Standard Sec. 11.6) = D Seismic Force-resisting System (Standard Table 15.4-1) = Intermediate concrete moment frame with permitted height increase Response Modification Coefficient, R = 3 System Overstrength Factor, Ω0 = 2 Deflection Amplification Factor, Cd = 2.5 Height Limit (Standard Table 15.4-1) = 50 ft If the structure was classified as a building, an intermediate reinforced concrete moment frame would not be permitted in Seismic Design Category D. Design of the System 17.5.3.1 Seismic response coefficient. Using Standard Equation 12.8-2:
121715_DesignExamples_15-18.docx