Jonathan R. Torch Senior Thesis Final Report Columbia University. Appendix A. Structural Depth Appendix (with Commentary)
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1 Appendix A Structural Depth Appendix (with Commentary) Columbia University Northwest Science Building Broadway & 120 th Street, New York, NY Pennsylvania State University Page 69 of 122
2 evation This Structural Depth Appendix Section will provide commentary along with some of the tables, graphs, images, and figures. The commentary is intended to give the reader a better understanding of the process in which the lateral system was analyzed and redesigned. Pennsylvania State University Page 70 of 122
3 evation The following tables provide excel spreadsheet calculations for determining the wind forces acting upon the building in Miami, FL. These calculations conclude with story forces, story shear, and overturning moment values. Table 4A: Wind North-South Direction Level Height (Feet) Tributary Area(Feet) K z q z = K z K zt K d V 2 I K h q h = K h K zt K d V 2 I Roof(15) M M M M M M M M M Ground(1) Pennsylvania State University Page 71 of 122
4 Table 4B: Wind North-South Direction Continued Level Windward(psf) Leeward(psf) Total(psf) StoryForce (kips) StoryShear (kips) Overturning Moment(ftkips) Roof(15) M M M M M M M M M Ground(1) Pennsylvania State University Page 72 of 122
5 Table 5A: Wind East-West Direction Level Height (Feet) Tributary Area(Feet) K z q z = K z K zt K d V 2 I K h q h = K h K zt K d V 2 I Roof(15) M M M M M M M M M Ground(1) Pennsylvania State University Page 73 of 122
6 Table 5B: Wind East-West Direction Continued Windward(psf) Leeward(psf) Total(psf) StoryForce (kips) StoryShear (kips) Overturning Moment(ftkips) evation Pennsylvania State University Page 74 of 122
7 evation Table 6: Un-factored Story Forces for ETABS Deflection Wind Analysis XDirectionStoryForces(kips) YDirectionStoryForces(kips) Level Level Roof(15) Roof(15) M M M M M M M M M M M M M M M M M M Pennsylvania State University Page 75 of 122
8 evation Before the calculated wind forces are inputted into ETABS and analyzed, the author wanted to make sure the structure s lateral system was modeled accurately using ETABS software. An accurate modeled structure will consist of the proper connections, mass, member sizes, member properties, and geometric inputs. The structure is very complex, and it is suspected by the author that it will not be modeled 100% accurate. However, to confirm the validity of the model, the main period of the building will be checked. Below shows the comparison of an estimated code calculation yielding 1.75 seconds, and the ETABS analysis yielding 2.11 seconds. These values are relatively close to one another, ensuring the author that the ETABS model inputs are accurate enough for this thesis study. Pennsylvania State University Page 76 of 122
9 Table 9: East-West Direction Wind Serviceability Checks (Existing Design) Grid1Wind(ServicabilityChecks) Grid2Wind(ServicabilityChecks) Grid3Wind(ServicabilityChecks) STORY DISPX(IN) STORYDRIFT(IN) STORY DISPX(IN) STORYDRIFT(IN) STORY DISPX(IN) STORYDRIFT(IN) LEVEL LEVEL LEVEL LEVEL14M LEVEL14M LEVEL14M LEVEL LEVEL LEVEL LEVEL13M LEVEL13M LEVEL13M LEVEL LEVEL LEVEL LEVEL12M LEVEL12M LEVEL12M LEVEL LEVEL LEVEL LEVEL11M LEVEL11M LEVEL11M LEVEL LEVEL LEVEL LEVEL10M 9.19 LEVEL10M 9.20 LEVEL10M LEVEL LEVEL LEVEL LEVEL9M 8.33 LEVEL9M 8.32 LEVEL9M LEVEL LEVEL LEVEL LEVEL8M 7.08 LEVEL8M 7.12 LEVEL8M LEVEL LEVEL LEVEL LEVEL7M 5.12 LEVEL7M 5.16 LEVEL7M LEVEL LEVEL LEVEL LEVEL6M 3.46 LEVEL6M 3.57 LEVEL6M LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL Grid4Wind(ServicabilityChecks) Grid10Wind(ServicabilityChecks) STORY DISPX(IN) STORYDRIFT(IN) STORY DISPX(IN) STORYDRIFT(IN) LEVEL LEVEL LEVEL14M LEVEL14M LEVEL LEVEL LEVEL13M LEVEL13M LEVEL LEVEL LEVEL12M LEVEL12M LEVEL LEVEL LEVEL11M LEVEL11M LEVEL LEVEL LEVEL10M 9.23 LEVEL10M LEVEL LEVEL LEVEL9M 8.36 LEVEL9M LEVEL LEVEL LEVEL8M 7.13 LEVEL8M LEVEL LEVEL LEVEL7M 5.29 LEVEL7M LEVEL LEVEL LEVEL6M 3.79 LEVEL6M LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL evation Above is ETABS analysis output data for drift and story drift checks. This output data was obtained by loading the lateral system in the East-West direction using unfactored loads (for serviceability checks). As shown above the existing design is deflecting a great amount due to the increase wind loads of Miami, FL. This occurrence is similar to the North-South direction existing analysis. (Table can be found on the following page.) Pennsylvania State University Page 77 of 122
10 Table 10: North-South Direction Wind Serviceability Checks (Existing Design) GridAWind(ServicabilityChecks) GridCWind(ServicabilityChecks) STORY DISPY(IN) STORYDRIFT(IN) STORY DISPY(IN) STORYDRIFT(IN) LEVEL LEVEL LEVEL14M LEVEL14M LEVEL LEVEL LEVEL13M 2.25 LEVEL13M LEVEL LEVEL LEVEL12M 1.94 LEVEL12M LEVEL LEVEL LEVEL11M 1.61 LEVEL11M LEVEL LEVEL LEVEL10M 1.37 LEVEL10M LEVEL LEVEL LEVEL9M 1.14 LEVEL9M LEVEL LEVEL LEVEL8M 0.95 LEVEL8M LEVEL LEVEL LEVEL7M 0.73 LEVEL7M LEVEL LEVEL LEVEL6M 0.59 LEVEL6M LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL GridDWind(ServicabilityChecks) STORY DISPY(IN) STORYDRIFT(IN) LEVEL LEVEL14M LEVEL LEVEL13M LEVEL12M LEVEL11M LEVEL10M LEVEL9M LEVEL8M LEVEL7M LEVEL6M LEVEL5 LEVEL LEVEL13 LEVEL12 LEVEL11 LEVEL10 LEVEL9 LEVEL8 LEVEL7 LEVEL6 LEVEL4 LEVEL Pennsylvania State University Page 78 of 122
11 Table 14: East-West Direction Wind Serviceability Checks (Redesign System) Grid1Wind(ServicabilityChecks) Grid2Wind(ServicabilityChecks) Grid3Wind(ServicabilityChecks) STORY DISPX(IN) STORYDRIFT(IN) STORY DISPX(IN) STORYDRIFT(IN) STORY DISPX(IN) STORYDRIFT(IN) LEVEL LEVEL LEVEL LEVEL14M LEVEL14M LEVEL14M LEVEL LEVEL LEVEL LEVEL13M 6.47 LEVEL13M 6.43 LEVEL13M LEVEL LEVEL LEVEL LEVEL12M 5.78 LEVEL12M 5.91 LEVEL12M LEVEL LEVEL LEVEL LEVEL11M 5.10 LEVEL11M 5.22 LEVEL11M LEVEL LEVEL LEVEL LEVEL10M 4.42 LEVEL10M 4.36 LEVEL10M LEVEL LEVEL LEVEL LEVEL9M 3.65 LEVEL9M 3.74 LEVEL9M LEVEL LEVEL LEVEL LEVEL8M 2.93 LEVEL8M 3.05 LEVEL8M LEVEL LEVEL LEVEL LEVEL7M 2.26 LEVEL7M 2.26 LEVEL7M LEVEL LEVEL LEVEL LEVEL6M 1.59 LEVEL6M 1.63 LEVEL6M LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL Grid4Wind(ServicabilityChecks) Grid10Wind(ServicabilityChecks) STORY DISPX(IN) STORYDRIFT(IN) STORY DISPX(IN) STORYDRIFT(IN) LEVEL LEVEL LEVEL14M LEVEL14M LEVEL LEVEL LEVEL13M 6.46 LEVEL13M LEVEL LEVEL LEVEL12M 5.91 LEVEL12M LEVEL LEVEL LEVEL11M 5.13 LEVEL11M LEVEL LEVEL LEVEL10M 4.30 LEVEL10M LEVEL LEVEL LEVEL9M 3.70 LEVEL9M LEVEL LEVEL LEVEL8M 2.97 LEVEL8M LEVEL LEVEL LEVEL7M 2.24 LEVEL7M LEVEL LEVEL LEVEL6M 1.61 LEVEL6M LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL evation Above is ETABS analysis output data for drift and story drift checks. This output data was obtained by loading the lateral system in the East-West direction using unfactored loads (for serviceability checks). As shown above the redesign lateral system now meets serviceability requirements under Miami, FL wind loading. This holds true for the North-South direction redesigned system analysis. (Table can be found on following page.) Pennsylvania State University Page 79 of 122
12 Table 15: North-South Direction Wind Serviceability Checks (Redesigned System) GridAWind(ServicabilityChecks) GridCWind(ServicabilityChecks) STORY DISPY(IN) STORYDRIFT(IN) STORY DISPY(IN) STORYDRIFT(IN) LEVEL LEVEL LEVEL14M LEVEL14M LEVEL LEVEL LEVEL13M 1.14 LEVEL13M LEVEL LEVEL LEVEL12M 1.09 LEVEL12M LEVEL LEVEL LEVEL11M 1.01 LEVEL11M LEVEL LEVEL LEVEL10M 0.91 LEVEL10M LEVEL LEVEL LEVEL9M 0.80 LEVEL9M LEVEL LEVEL LEVEL8M 0.71 LEVEL8M LEVEL LEVEL LEVEL7M 0.64 LEVEL7M LEVEL LEVEL LEVEL6M 0.60 LEVEL6M LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL LEVEL GridDWind(ServicabilityChecks) STORY DISPY(IN) STORYDRIFT(IN) LEVEL LEVEL14M LEVEL LEVEL13M LEVEL12M LEVEL11M LEVEL10M LEVEL9M LEVEL8M LEVEL7M LEVEL6M LEVEL5 LEVEL LEVEL13 LEVEL12 LEVEL11 LEVEL10 LEVEL9 LEVEL8 LEVEL7 LEVEL6 LEVEL4 LEVEL Pennsylvania State University Page 80 of 122
13 A strength check of the existing structure for Miami, FL wind forces is provided below. This strength check yields a failed member. This failure is one example of several occurrences throughout the existing lateral system. Pennsylvania State University Page 81 of 122
14 Below is an ETABS printout of axial forces in Grid A for its controlling wind force case. These members were checked by the author and redesign appropriately if a larger section was needed for tension or compression requirements. Pennsylvania State University Page 82 of 122
15 Below is an ETABS printout of mainly compressive forces in Grid A. Grid A is in the North-South direction of the lateral system. Grids A, C, & D have lateral members that are loaded under both wind and dead load forces. Combinations of these forces are analyzed to check the design of column and brace frame members. Pennsylvania State University Page 83 of 122
16 Below is example hand calculation checks performed for Grid A. Pennsylvania State University Page 84 of 122
17 Analysis and preliminary design of Grid C followed the same process as shown previously for Grid A. Pennsylvania State University Page 85 of 122
18 Pennsylvania State University Page 86 of 122
19 The East-West direction preliminary design came next. This redesign was extensive and did not just involve checking existing member s sizes, which was performed in the North-South direction grids. Pennsylvania State University Page 87 of 122
20 Below is a preliminary design of Grid 1 bracing members. The members were treated as concentric (axial loaded) members. Member sizes were chosen appropriately using the LRFD (Load & Resistance Factor Design) manual. Pennsylvania State University Page 88 of 122
21 After member changes were performed, the ETABS model was analyzed, once again. Members that did not meet capacity demands were noted and redesign appropriately. This process continued until a sufficient design was attainable. Pennsylvania State University Page 89 of 122
22 Additional hand calculated checks (Grid 1) were performed to provide validity of the ETABS analysis. Pennsylvania State University Page 90 of 122
23 Analysis and redesign of Grid 4 followed similarly to Grid 1. Take notice that Grid 4 is an interior grid and therefore contains one bay chevron bracing to fulfill architectural spatial needs. Pennsylvania State University Page 91 of 122
24 Preliminary sizing of Grid 4 members is shown below. Pennsylvania State University Page 92 of 122
25 Capacity check of Grid 4 is shown below. Highlighted members did not meet capacity demands and were redesigned once again. Pennsylvania State University Page 93 of 122
26 Hand calculated checks of Grid 4 redesign is shown below and on the following page. Pennsylvania State University Page 94 of 122
27 Pennsylvania State University Page 95 of 122
28 Analysis and redesign of Grid 10 followed similarly to Grids 1 & 4. Pennsylvania State University Page 96 of 122
29 Capacity check of Grid 10 is shown below. Highlighted members did not meet capacity demands and were redesigned once again. Pennsylvania State University Page 97 of 122
30 Hand calculated checks of Grid 10 redesign is shown below. Pennsylvania State University Page 98 of 122
31 Finalized Member Sizes: evation The following pages provide images of all the participating grids of the redesigned lateral system. These images provide finalized member sizes for each grid. Please note that these member sizes were determined through a repetitive analysis process, which is explained in the following paragraph. This process utilized ETABS software to analyze each grid under its governing wind case. Forces and stresses were found using the calculated wind forces and ETABS analysis. From these forces and stresses, member sizes could be chosen appropriately. When several member sizes were designed, the stiffness of a participating grid would change relative to the entire lateral system. This would cause a redistribution of lateral forces to each grid. This is why the lateral system was designed using a repetitive process, until distribution of lateral forces to grids remained relatively constant. The finalized grid designs of the lateral system were obtained only after each passed drift, story drift, and strength requirements. Pennsylvania State University Page 99 of 122
32 Grid 1 Finalized Member Sizes Pennsylvania State University Page 100 of 122
33 Grid 4 Finalized Member Sizes Pennsylvania State University Page 101 of 122
34 Grid 10 Finalized Member Sizes Pennsylvania State University Page 102 of 122
35 Grid A Finalized Member Sizes Pennsylvania State University Page 103 of 122
36 Grid C Finalized Member Sizes Pennsylvania State University Page 104 of 122
37 Grid D Finalized Member Sizes Pennsylvania State University Page 105 of 122
38 Appendix B Existing Plans, Elevations, & Sections Columbia University Northwest Science Building Broadway & 120 th Street, New York, NY Pennsylvania State University Page 106 of 122
39 Lateral System Frame Elevations GRID 1 GRIDS 2-4 GRID 10 Pennsylvania State University Page 107 of 122
40 Typical Floor Plan Pennsylvania State University Page 108 of 122
41 North Building Elevation West Building Elevation Pennsylvania State University Page 109 of 122
42 South Building Elevation East Building Elevation Pennsylvania State University Page 110 of 122
43 Appendix C Cost Analyses Calculations & Data Columbia University Northwest Science Building Broadway & 120 th Street, New York, NY Pennsylvania State University Page 111 of 122
44 The following two pages provide a cost analysis for the Building Enclosure Breadth s Study. This study was able to reduce the insulation layer of the building enclosure from 4 to 2.5. Pennsylvania State University Page 112 of 122
45 Pennsylvania State University Page 113 of 122
46 Appendix D Thesis Presentation Slides Columbia University Northwest Science Building Broadway & 120 th Street, New York, NY Pennsylvania State University Page 114 of 122
47 Pennsylvania State University Page 115 of 122
48 Pennsylvania State University Page 116 of 122
49 Pennsylvania State University Page 117 of 122
50 Pennsylvania State University Page 118 of 122
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