Simplified Shear Design of Structural Concrete Members: Appendixes (2005)

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I-1 Appendix I: Utilization of the Process 12-50 I.1 Application of the Process 12-50 to the Design Database The Process 12-50 is a standardized pre-/post- process that can be used to generate inputs for various computational processes (CPs) (programs, spreadsheets, etc) and to compare the results of the CPs by importing them into a common viewer (e.g. NCHRP Viewer). To apply the Process 12-50 to the completion of the NCHRP 12-61 project, the Design Databases were stored in the tables of Microsoft Access Database files so that the NCHRP Viewer could display them immediately on its window. The Non Automated Comparison procedure in the NCHRP 12-50 final report was adopted. The data flow and processing procedures are summarized in Fig. I-1; First, input data was generated including member dimensions, number of strands or conventional reinforcing bars, span length, etc. For this step, a spreadsheet was used to aid in member selection and satisfaction of flexural design requirements that extreme fiber stresses should not exceed the allowable stress limits for transfer and service states. Second, computations were performed. The input data obtained in the first step were copied and pasted into a spreadsheet to calculate the amount of required shear reinforcement in accordance with the selected approaches. Conventional methods were used to generate the outputs for RESPONSE 2000 program. Third, an ASCII output was generated in a standardized format. The NCHRP Viewer requires an output of 8 tables designated as POI (Point-Of-Interest), ReportIDs, Results, SpecArticles, SpecVersion, SubReport, tblProcesses, and Units. Among these tables, a user can generate or modify several tables, such as the POI and Results tables, depending on the user’s objectives. The POI table, shown as box five in Fig. I-1 contains information about each point of interest. For box four of Fig. I-1 the first column indicates the Bridge ID. The second column, the Process ID, indicates a shear design approach that is associated with a computational process in the original NCHRP 12-50 test cases. Table I-1 includes the Process ID numbers and the corresponding design approaches. The third column in box four, ReportID, indicates the type of data reported. The Report IDs differ from those in the NCHRP 12-50 final report. The Report IDs are summarized in Table I-3. The sixth column, SubdomainID, indicates the test suite for which the results were created. Table I-2 contains the descriptions of the subdomains and the number of Design Database cases. The Results table contains information about computational outputs. Fifth, the Microsoft Access program is opened and the tables newly produced imported. For this step, the tblProcesses table was modified with the information of the shear design approaches as summarized in Table I-4. Results are saved as **.mdb and the Access program closed. Finally, the NCHRP Viewer is run by opening the **.mdb file and selecting the Process (Design Approach) ID of interest. I.2 Installation of Program and Copy of Database Detailed information about the members used in the Design Database can be viewed using the enclosed program NCHRP Viewer. Instructions for the installation of this program are provided below: (1) Copy all files under the directory of D:\NCHRP12-61\Design_database\NCHRP Data Viewer\ to your hard disk. (2) Double Click setup.exe. (3) Copy all files under the directory of D:\NCHRP12-61\Design_database\Database\ to your hard disk. (4) Run NCHRP Viewer.

I-2 I.3 How to View Design Database Using NCHRP Viewer The Design Database results are stored in two mdb files; i.e., DesignDatabaseI.mdb and DesignDatabaseII.mdb. The former contains results for simply-supported members and the latter contains results for continuous members. The following is an explanation of how to view the Design Database results using the NCHRP Viewer. (1) Open the NCHRP Viewer. (2) Click File/Open on the menu bar on the left top corner. (3) Double-click DesignDatabaseI.mdb or DesignDatabaseII.mdb for simply-supported members or continuous members, respectively. (4) Click on the desired process and then on the click OK button. Processes (1) through (5) will show the amount of required shear reinforcement calculated in accordance with each stated design approach. Make a multiple choice among these. For comparisons of the five approaches, click (1) through (5). Process (6) will show all necessary information of the design sections for shear design such as beam dimensions, number of strands, effective prestressing force after all loss, etc. To view this item, click (6) only. (5) Make a choice in the scrolls such as ReportID, SubdomainID, BridgeID, etc. (6) Finally, click ‘View Data’ button on the upper and right side of the screen to display the data in tabular form Fig. I-2 is a screen shot of the NCHRP Viewer window showing the required amounts of shear reinforcement calculated in accordance with the 2004 AASHTO LRFD Specifications, the AASHTO Standard Specifications, the proposed simplified method, the 2004 CSA method, and the RESPONSE 2000 program. In Fig. I-2, the different components of the NCHRP Viewer are designated by letters A through D. The four components are as follows: A. A dropdown list used to select the database that is displayed. The user can specify the Report ID, the Subdomain ID and the Bridge ID for the desired graph. B. View Data Buttons. The ‘Copy to Clipboard’ button allows the user to copy the current graph appearing on the screen to the clipboard. The ‘View Data’ button opens another window and tabulates the graph data. C. Graph window. D. Specification information grid. This grid displays the specification numbers and descriptions as related to the Report ID currently showing on the screen. This option has not been implemented for the Design Database. NCHRP 12-50 Glossary: Subdomain – A subset of the entire test suite, so subdivided to create a more manageable set of data. The subdomain contains a set of data in the test suite representing a specific area of the specifications. (e.g., distribution factor subdomain, dead load, HL 93 load effects, stresses, etc.) Bridge ID – A unique numerical value used to reference (tag) a specific bridge. Computational Process (CP) – a unique method of computation. CPs can be software, hand calculations, or a set of examples from a published source. Process ID – A unique numerical value used to reference a computational process that created a result. Unique Process ID’s will be provided for different versions of the same computer program.

I-3 Report ID – A unique numerical value used to reference (tag) a single computational result, which may be from analysis, resistance computations, loads, or a specification value, and is a potential output item from one or more processes as defined above. Location – Physical location along the structure. Value – Value of the data. Location ID – This field defines the type of point at Location

I-4 Table I-1. Process ID Table (Design Approaches) Table I-2 NCHRP 12-61 Subdomain Content Subdomain ID Description No. of members in Subdomain Test Suite 100 Composite Prestressed I-Sections 22 Simple span 101 Composite Prestressed Bulb T Sections 35 Simple span 102 Composite Reinforced Concrete Sections 9 Simple span 103 Non-Composite Reinforced Concrete Sections 9 Simple span 104 Non-Composite Reinforced Concrete Sections 9 Continuous span 105 Non-Composite Post-tensioned Box Sections 9 Continuous span Process ID Design Approaches Version 1 AASHTO Standard Specifications 2000 Interim 2 AASHTO LRFD Specifications 2004 3 Canadian Code 2004 CSA A23.3 4 Proposal 2004 5 RESPONSE 2000 1.0.5

I-5 Table I-3 NCHRP 12-61 ReportIDs ReportID Stage Description 1 Description 2 Description 3 Description 4 Description 5 Unit 60000 sectional height h in Composite 60001 web width bw in 60002 moment of inertia Ig in4 Beam only 60003 distance from centroidal axis of gross section neglecting reinforcement to extreme fiber in tension yt in Beam only 60004 gross area of section Ag in2 Beam only 60005 effective width beff in 60006 flange thickness tf in slab thickness 60007 area of nonprestressed tension reinforcement As in2 60008 distance from extreme compression fiber to centroid of prestressed reinforcement ds in 60009 area of prestressed reinforcement in tension zone Ap in2 60010 area of total prestressed reinforcement Apa in2 60011 distance from extreme compression fiber to centroid of prestressed reinforcement in tension zone dp in 60012 distance from extreme compression fiber to centroid of total prestressed reinforcement dps in 60013 effective steel prestress after losses fse ksi 60014 specified compressive strength of concrete fcp ksi Beam only 60015 specified compressive strength of concrete fcp_s ksi Slab

I-6 ReportID Stage Description 1 Description 2 Description 3 Description 4 Description 5 Unit 60016 factored axial load normal to cross section occurring simultaneously with Vu Nu kips 60017 factored shear force at section Vu kips 60018 shear force at section due to unfactored dead load Vd kips 60019 vertical component of effective prestress force at section Vp kips 60020 factored moment at section Mu k-ft 60021 moment due to dead load Md k-ft 60022 distance from end support x ft 60023 span length L ft 60024 angle of inclination of diagonal compressive stresses to the longitudinal axis of the member theta deg 60025 factor accounting for shear resistance of cracked concrete beta - 65001 N/A location ft 65002 N/A Span ft 65003 effective depth or distance from the top fiber to the centroid of tension steel including prestressed steel de in 65004 effective shear depth taken as the greater of 0.9d or 0.72h dv in 65005 distance from extreme compression fiber to centroid of longitudinal tension reinforcement but need not be less than 0.8h for circular sections and pre-stressed members d in 65006 distance from bottom fiber to center of gravity of the section yb in

I-7 ReportID Stage Description 1 Description 2 Description 3 Description 4 Description 5 Unit 65007 gross area of section Agc in2 Composite 65008 moment of inertia of gross composite section Igc in4 Composite 65009 distance from bottom fiber to center of gravity of the composite section ybc in Composite 65010 eccentricity of design load or prestressing force parallel to axis measured from the centroid of the section e in Beam only 65011 distance of composite section centroid from the centroid of precast unit c in Composite 65012 area of concrete on flexural tension side of member Act in2 65013 N/A dcr in 65014 N/A UncrA in2 65015 modulus of elasticity of concrete Ec in4 65016 N/A rho_s - 65017 specified yield strength of nonprestressed reinforcement fy psi 65018 modulus of elasticity of nonprestressed reinforcement Es ksi 65019 specified tensile strength of prestressing tendons fpu ksi 65020 specified yield strength of prestressing tendons fpy ksi 65021 modulus of elasticity of prestressing reinforcement Ep ksi 65022 stress in the prestressing steel when the stress in the surrounding concrete is zero fpo ksi 65023 effective stress in the prestressing steel after losses fpe ksi 65024 compressive stress in concrete at centroid of cross section fpc ksi

I-8 ReportID Stage Description 1 Description 2 Description 3 Description 4 Description 5 Unit resisting externally applied loads or at junction of web and flange when the centroid lies within the flange 65025 stress due to unfactored dead load at extreme fiber of section where tensile stress is caused by externally applied loads fd ksi 65026 effective prestressing force Pe kips 65027 maximum aggregate size ag in 65028 equivalent value of sz which allows for influence of aggregate size sze in 65029 crack spacing parameter sz in 65030 factored shear force at section due to externally applied loads occurring simultaneously with Mmax Vi kips 65031 maximum factored moment at section due to externally applied loads Mmax kip-ft 65032 factored shear stress v psi 65033 N/A v/f'c - 65034 N/A theta deg 65035 N/A beta - 65036 N/A ex in/in 65037 N/A fpc ksi 70000 N/A x ft 70001 N/A dv in 70002 N/A Vu k 70003 N/A vu ksi

I-9 ReportID Stage Description 1 Description 2 Description 3 Description 4 Description 5 Unit 70004 cracking moment Mcr k_ft 70005 N/A Mu k_ft 70006 nominal shear strength provided by concrete when diagonal cracking results from combined shear and moment Vci_std k AASHTO STANDARD 70007 nominal shear strength provided by concrete when diagonal cracking results from excessive principal tensile stress in web Vcw_std k AASHTO STANDARD 70008 amount of required shear reinforcement pvfy_std psi AASHTO STANDARD 70009 nominal shear resistance provided by tensile stresses in the concrete Vc_lrfd k AASHTO LRFD 70010 amount of required shear reinforcement pvfy_lrfd psi AASHTO LRFD 70011 angle of inclination of diagonal compressive stresses to the longitudinal axis of the member theta_lrfd deg AASHTO LRFD 70012 nominal shear strength provided by concrete Vc_p k Proposal 70013 amount of required shear reinforcement pvfy_p psi Proposal 70014 angle of inclination of diagonal compressive stresses to the longitudinal axis of the member theta_p deg Proposal 70015 nominal shear strength provided by concrete Vc_csa k CSA 70016 amount of required shear reinforcement pvfy_csa psi CSA 70017 angle of inclination of diagonal compressive stresses to the longitudinal axis of the member theta_csa deg CSA 70018 shear strength when the first shear or flexure crack occurs Vcr_r2k k R2K

I-10 ReportID Stage Description 1 Description 2 Description 3 Description 4 Description 5 Unit 70019 amount of required shear reinforcement pvfy_r2k psi R2K 80000 amount of required shear reinforcement psi

I-11 Table I-4 tblTable Content ProcessID ProcessName ExecutableName ProcessAbbrev Comments Version LegendText SpecVersionID 1 AASHTO STANDARD Standard ST Amount of required shear reinforcement 2 AASHTO LRFD LRFD LR Amount of required shear reinforcement 3 Proposal Proposal PR Amount of required shear reinforcement 4 CSA CSA CS Amount of required shear reinforcement 5 RESPONSE2000 R2K R2 Amnt of required shear reinforcement 6 All Information Spreadsheet SS For all information choose this only

I-12 Figure I-1 Data Flow and Processing Start Preprocessing; Generate Input data for Database Calculate the required amount of shear reinforcement using spreadsheets or RESPONSE 2000 program Generate ASCII output (or comma delimited output) using Matlab (or any other computer language) and save it as Results in the format given in NCHRP 12-50; See below. Bridge ID, Process ID, Report ID, Location, Value, Subdomain, Location ID, Auxiliary ID 1, 1, 60000, 2.9, 791, 100, 1, 0 1, 2, 60000, 2.9, 665, 100, 1, 0 1, 3, 60000, 2.9, 877, 100, 1, 0 Generate POI (Point of Interest) output using Matlab or other code; See below. LocationID,BridgeID,ProcessID,SpanNo,SpanPercent,SubDomain,boolTWENTH,… 1, 1, 1, 1, 16.1, 100, 0,… 1, 1, 2, 1, 16.1, 100, 0,… 1, 1, 3, 1, 16.1, 100, 0,… Open Microsoft Access program: Importing tables, e.g. POI, ReportIDs, Results, SpecArticles, SpecVersion, SubReport, tblProcesses, Units. Modify tblProcesses table. Save and Close as **.mdb. Open NCHRP Viewer: Open the mdb file. Select Processes (Design Approaches). END

I-13 Figure I-2 NCHRP Viewer Window