Maximum Span Deflections

Concrete s modulus , f elasticity Ec 3605.00 ksi Creep factor K 2.uC lef fective 'Igross . . . < > due to cracking) K 1. 00 Where stresses exceed 6(fc'-l 2 cracking of section is allowed for. Values m parentheses are span max deflection* ratios < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > SPAN DL DLi-PT DL* PT + CREEP LL DL + PT-'LL- -CREEP

Conclusions

Significant cost savings can be realized by conducting the more rigorous Equivalent Lateral Force procedure for structures allowed to be analyzed by the Simplified procedure. 2. The Simplified procedure is not worthwhile in practice due to use restrictions and over-conservative base shear values. 3. Negligible cost savings is realized by conducting the more rigorous Modal Response Spectra procedure for structures less than five stories. 4. The Modal Response Spectra procedure will not result in...

Info

The design of the parking deck frame involved an eight step process. First, architectural and city transportation engineer requirements had to be considered. These requirements led to some non-standard engineering features such as columns being pulled in from the perimeter of the building to allow traffic line-of-site. The column locations led to several cantilevered beams. Additionally, in this same region, the pay booths and islands could not be located in line with major column lines causing...

International Building Code Seismic Analysis Requirements

The purpose of this section is to provide a basic understanding of the general design considerations and requirements that the International Building Code outlines for seismic design. Section 2.1 reviews overarching design process and takes the reader to the point of determining the method of analysis to be undertaken. The methods of analysis are covered in Sections 2.2 to 2.5. The International Building Code outlines four design principles that must be considered in all structural designs....

Case Study Discussion

The same general outline is used during the project discussion section of this thesis. The project discussion begins with a brief description of the project. Second, the project discussion focuses on the site conditions and results of the geotechnical report. Third, the project discussion walks through the steps of determining the Seismic Design Category as delineated in the code requirements section. Fourth, the discussion moves to seismic base shear, V, calculations and the lateral force at...

Case Study Telephone Coop Office Building

The first structure is a single-story office building with sloped metal standing seam roofs. The roofs bear front and back at differing elevations and slope to approximately the center of the building at differing slopes forming a vertical face where clerestory windows are located indirectly lighting select offices. Figures 3.1 through 3.4. Figure 3.5 shows an architectural cross section of the building depicting the roof slopes and the clerestory windows. Figure 3.6 shows an architectural...

Information To Users

This manuscript has been reproduced from the microfilm master. UMI films the text directly from the original or copy submitted. Thus, some thesis and dissertation copies are in typewriter face, while others may be from any type of computer printer. The quality of this reproduction is dependent upon the quality of the copy submitted. Broken or indistinct print, colored or poor quality illustrations and photographs, print bleedthrough, substandard margins, and improper alignment can adversely...

List Of Tables

2.1 Site Class Definitions 16 2.2 Values of Site Coefficient, Fa 18 2.3 Values of Site Coefficient, Fv 18 2.5 Seismic Design Category for Short Period Response Accelerations 22 2.6 Seismic Design Category for 1 Second Period Response Accelerations 22 2.7 Design Coefficients and Factors for Seismic-Force-Resisting Systems 25 2.8 Plan Structural Irregularities 27 2.9 Vertical Structural Irregularities 28 2.10 Analysis Procedures for Seismic Design Categories D, E or F 28 2.11 Coefficient for...

Chapter

OBJECTIVE, INTRODUCTION AND BACKGROUND The International Building Code is quickly becoming the definitive standard for construction throughout the United States. This code is replacing regional codes, being used in most federal construction, and is being adopted for state construction projects and projects in numerous municipalities. Due to the fact that the International Building Code typically produces significantly higher seismic forces than the Southern Building Code (SBC) or the Uniform...

Table Of Contents

OBJECTIVE, INTRODUCTION AND BACKGROUND 2. INTERNATIONAL BUILDING CODE SEISMIC ANALYSIS REQUIREMENTS 14 2.1 Determination of Seismic Design Category 15 2.2 Code Procedure for Seismic Design Category A 23 2.3 Code Procedure for Simplified Analysis Method 24 2.4 Code Procedure for Equivalent Lateral Force Procedure 27 2.5 Code Procedure for Modal Response Spectra Analysis Procedure 32 3. CASE STUDY DISCUSSION 36 3.1 Case Study 1 Telephone Co-op Office Building 37 3.2 Case Study 2 Psychiatric...

Code Procedure for Seismic Design Category A

Structures determined to be in Seismic Design Category (SDC) A are required to comply only with the provisions of Section 1616.4 1 . There are five exceptions to this rule. First, detached Group R-3 dwellings in SDC A, B, and C are exempt from the general seismic provisions. Detached one- and two-family dwellings and multiple single-family dwellings (townhouses) not more than three stories high with separate means of egress and their accessory structures shall comply with the International...

Huntsville Alabama Base Shear Calculations

The Seismic Design Category is determined using the six steps outlined in the code requirements section. First, the site class was determined to be Site Class E for reasons discussed in the preceeding paragraph. Second, the Ground Motion Accelerations were determined from the coefficient maps. The project location fell between contour lines and the value of the higher contour was used as the Code allows. The values are as follows Ss 0.30 and 5, 0.13. Third, the Site Coefficients were determined...

Tdv

This structure is allowed to be analyzed using the Simplified Analysis procedure. This building is not light-framed, thus it falls into all other construction types and is therefore limited to two stories. This building is a single-story structure and is Seismic Use Group I. So, as discussed in the beginning of this chapter, the seismic base shear is calculated using the Simplified procedure and subsequently using the Equivalent Lateral Force procedure. The base shears from these two methods...