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The plans & elevations are for a five-story office building with a full basement. The fifth-floor main interior room is a double height space that is column free - except at the elevator/stair core. There is a girder along column line 4 that spans 135 ft. Determine the loads as required and design the following: Calculate the loads on the Main Girder along column line 4. Include the beam self-weight. Provide enough beam depth so that deflection is not an issue. Use a girder width b=36". Ignore the stair and elevator bulkhead loads. Design Column A4 as a 20" x 20" square column, supporting the Main Girder. Provide a detail(s) showing column reinforcing including ties. Using ACI Moment Coefficients, design slab S1 at the Roof for negative moment over the support beams, and positive moment at mid span. Do not forget temperature & shrinkage steel. All slabs are 6 inches thick. Assume beams are 12" wide. Provide a detail(s) showing slab reinforcing. Using ACI Moment Coefficients, design Lobby Floor Beams FB1, FB2, FB3, FB4, FB 5 for negative & positive bending. Assume a beam width b=12" and determine a beam depth so that deflection is not an issue. Assume the girders are 16" wide. Provide a detail(s) showing beam reinforcing Design Lobby Floor Beam FB3 for shear. Provide details showing shear reinforcing in section & elevation. Design Column D2 (a square column) for the cumulative load at its lowest level - First Floor to Basement Design a square column with +/- 3% steel. Provide a detail(s) showing column reinforcing including ties. Please note that the load takedown for column D2 has no roof load. For load take down purposes, assume all beams are 12" X 18", all girders are 16" x 22", and the column self-weight is 6 kips per level Design the Spread Footing at D2. Provide a detail(s). REMINDER: To size the footing footprint you will need to use the service loads, so for the column load takedown you will need to calculate ultimate and service loads. Use tributary areas. Given: f'c = 4000 psi fy = 60 ksi qa = 6 tsf = 12 ksf High Roof Low Roof Floors 2 through 5 Floor 1 Green Roof with Office Lobby Planting Medium Superimposed Dead Load 360 PSF 10 PSF 20 PSF 20 PSF Partitions 10 PSF Live Load 40 PSF 40 PSF 50 PSF 100 PSF All Concrete Normal weight at 150 PCF O o @ >>> 97- 27-0" 27-0" 27-0" 27-c + FL -X OF FOOTING D2 DESIGN SIZE - 3-4 BASEMENT 2-0" 14 D D - - D 27-42 3 4 6 27-0" 27-0 A 27-07 D 0 27-01 D DAU 21-0 D 27-0" D PLAN FLOOR 2 TO 4 27-4 4 6 6 27-0" 27-1 A 27-07 D O D 0.1 21-09 D PLAN FLOOR 2 TO 4 hi ca 3 07-0 e 27-0" 5 09 27- T-0 27-01 B CONC GIRDER ABOVE 27-01 C 2T- D 2 27-0 0 + PLAN FLOOR 5 & LOW ROOF 1 0 @ 0 27-09 V IS HIGH ROOF PLAN o MAIN GIRDER 0 0 270 162 21- 27-4 2 ( 10-12 B- T00 C 27 0 27-! E1 D-2 D ) BULKHEAD ROOF D D D B A 27-01 27-07 27-01 27-1 27-1 CLEAR SPAN GIRDER 25 STH FL 4TH FL 3RD FL 2ND FL SECTION 1 LOBBY TOP OF SLAB 2 3) (4) 5 6 27-0" 21-0 27-0" 21-0 27-01 BESIGN COLUMN A4 SECTION 2 DESIGN COLUMN AND FOOTING The plans & elevations are for a five-story office building with a full basement. The fifth-floor main interior room is a double height space that is column free - except at the elevator/stair core. There is a girder along column line 4 that spans 135 ft. Determine the loads as required and design the following: Calculate the loads on the Main Girder along column line 4. Include the beam self-weight. Provide enough beam depth so that deflection is not an issue. Use a girder width b=36". Ignore the stair and elevator bulkhead loads. Design Column A4 as a 20" x 20" square column, supporting the Main Girder. Provide a detail(s) showing column reinforcing including ties. Using ACI Moment Coefficients, design slab S1 at the Roof for negative moment over the support beams, and positive moment at mid span. Do not forget temperature & shrinkage steel. All slabs are 6 inches thick. Assume beams are 12" wide. Provide a detail(s) showing slab reinforcing. Using ACI Moment Coefficients, design Lobby Floor Beams FB1, FB2, FB3, FB4, FB 5 for negative & positive bending. Assume a beam width b=12" and determine a beam depth so that deflection is not an issue. Assume the girders are 16" wide. Provide a detail(s) showing beam reinforcing Design Lobby Floor Beam FB3 for shear. Provide details showing shear reinforcing in section & elevation. Design Column D2 (a square column) for the cumulative load at its lowest level - First Floor to Basement Design a square column with +/- 3% steel. Provide a detail(s) showing column reinforcing including ties. Please note that the load takedown for column D2 has no roof load. For load take down purposes, assume all beams are 12" X 18", all girders are 16" x 22", and the column self-weight is 6 kips per level Design the Spread Footing at D2. Provide a detail(s). REMINDER: To size the footing footprint you will need to use the service loads, so for the column load takedown you will need to calculate ultimate and service loads. Use tributary areas. Given: f'c = 4000 psi fy = 60 ksi qa = 6 tsf = 12 ksf High Roof Low Roof Floors 2 through 5 Floor 1 Green Roof with Office Lobby Planting Medium Superimposed Dead Load 360 PSF 10 PSF 20 PSF 20 PSF Partitions 10 PSF Live Load 40 PSF 40 PSF 50 PSF 100 PSF All Concrete Normal weight at 150 PCF O o @ >>> 97- 27-0" 27-0" 27-0" 27-c + FL -X OF FOOTING D2 DESIGN SIZE - 3-4 BASEMENT 2-0" 14 D D - - D 27-42 3 4 6 27-0" 27-0 A 27-07 D 0 27-01 D DAU 21-0 D 27-0" D PLAN FLOOR 2 TO 4 27-4 4 6 6 27-0" 27-1 A 27-07 D O D 0.1 21-09 D PLAN FLOOR 2 TO 4 hi ca 3 07-0 e 27-0" 5 09 27- T-0 27-01 B CONC GIRDER ABOVE 27-01 C 2T- D 2 27-0 0 + PLAN FLOOR 5 & LOW ROOF 1 0 @ 0 27-09 V IS HIGH ROOF PLAN o MAIN GIRDER 0 0 270 162 21- 27-4 2 ( 10-12 B- T00 C 27 0 27-! E1 D-2 D ) BULKHEAD ROOF D D D B A 27-01 27-07 27-01 27-1 27-1 CLEAR SPAN GIRDER 25 STH FL 4TH FL 3RD FL 2ND FL SECTION 1 LOBBY TOP OF SLAB 2 3) (4) 5 6 27-0" 21-0 27-0" 21-0 27-01 BESIGN COLUMN A4 SECTION 2 DESIGN COLUMN AND FOOTING
