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BrassPier-3.7-UserManual

1. SOLID SHAFT PIER DOUBLE BEARING FIX EXP WITH SKIRTWALLS 267 0 Sra 2 2 7 625 4 4 15 2 30 12 26 4 3 5 9 13 1 3 6 5 8 23 20 Typ Fixed a Exp rocker B ack on Line BRASS PIER 2 97 8 24 BRASS PIER 9 PIER LOADS This component will apply the following AASHTO loads to a pier DEAD LOAD LIVE LOAD WIND LOAD CENTRIFUGAL FORCE LONGITUDINAL FORCE DUE TO LL BUOYANCY STREAM FLOW ICE PRESSURE EARTHQUAKE SHRINKAGE TEMPERATURE The dead load of the pier will be calculated and applied based on the dimensions of the pier and the unit weight of the concrete input by the user For a solid shaft pier the dead load of the pier is applied as an axial load and a moment about the x x axis for a pier with non identical cantilevers For a frame pier the dead load of the crossbeam is applied as a uniform load or a non uniform load if there are haunches to the frame and the dead load of the columns are applied as axial loads If a double bearing pier has a step the weight of the step is applied as an axial load to a solid shaft pier and is applied as a uniform load to a frame pier If the unit weight of the concrete is input as zero the dead load of the pier will not be applied The dead load and live load of the superstructure are applied to a pier as point loads at the locations of the girder bearings The dead load reactions a
2. BRASS PIER COMMAND NAME BUOYANCY COMMAND DESCRIPTION This command defines the buoyancy force to be applied to the pier The user may either input the force parameters 1 and 2 or input the data necessary to calculate the force parameter 3 3 COMMAND PARAMETERS Be If the buoyancy force is to be input enter the buoyancy force for column design in kips Uplift is positive If the buoyancy force is to be input enter the buoyancy force for footing design in kips Uplift is positive Dy If the buoyancy force is to be calculated by the program enter the water depth in feet 7 98 9 47 BRASS PIER PURPOSE EXAMPLE Buoyancy force input BUY 15 6 9 5 Depth of water input BUY 5 5 NOTES Frame pier water depth for buoyancy stream flow and wind if applicable is measured from column 1 Water surface and top of pier cap assumed level Buoyancy force for the footing includes the buoyancy force for the column Buoyancy ofthe soil on the footing is also accounted for 2 97 9 48 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME STREAM FLOW This command defines the stream flow force to be applied to the pier PURPOSE The user may either input the stream flow force parameters 1 and 2 or input the data necessary to calculate the force parameters 3 4 5 and 6 6COMMANDPARAMETERS COMMAND PARAMETERS If the stream flow force is t
3. 209 7 ft kips Vx 10 5 kips M 156 1 ft kips and 9 85 kips code FSV 108 6 209 7 10 5 156 1 9 85 FIGURES NOTES 7 99 12 28 BRASS PIER 800 BRASS PIER COMMAND DESCRIPTION COMMAND NAME FOOTING ULTIM This command defines combined ultimate loads to be applied to the footing This command may be repeated as needed to defined up to 25 load cases PURPOSE DO NOT USE THIS COMMAND IF THE FOOTING COMMAND IS PRECEDED IN THE COMMAND SET BY THE PIER COMMAND 5 COMMAND PARAMETERS P Enter the factored axial load in kips Enter the factored moment about the x x axis in foot kips Mx Ns Enter the factored shear at the top ofthe footing that is applied with the moment about the x x axis in kips M Enter the factored moment about the y y axis in foot kips Vy Enter the factored shear at the top ofthe footing that is applied with the moment about the y y axis in kips 7 99 12 29 BRASS PIER EXAMPLE For ultimate footing loads P 50 12 kips 207 6 ft kips 21 35 kips My 512 7 ft kips and V 22 25 kips code FUL 50 12 2076 2135 512 7 2225 FIGURES 7 99 12 30 BRASS PIER DESCRIPTION OF OUTPUT The Footing Design Loads will contain seven maximum load cases used in footing analysis design process These seven load cases produce The maximum soil stress or pile reaction MAX P1 The maximum transverse moment in the footin
4. Enter the dimension parallel to the x x axis for a rectangular cross section or the diameter for a circular cross section IN INCHES DEFAULTS Solid shaft pier or Frame pier w circular columns Column Type 1 B COLDIA Solid shaft pier or Frame pier w rectangular columns Column Type 3 B COLDPT See Pages 8 12 and 8 13 Continued 8 03 11 7 BRASS PIER COMMAND PARAMETERS Cont T For a rectangular cross section enter the dimension parallel to the y y axis IN INCHES DEFAULTS Solid shaft pier or Frame pier w circular columns Column Type 1 T COLDIA Solid shaft pier or Frame pier w rectangular columns Column Type 3 T COLWDT See Page 8 12 Design Column For a frame pier this command preceded by the PIER command enter the number of the design column If this entry is left blank one of three processes will occur based on the column properties See Note 1 For a solid shaft pier or when a column design only is requested this command is not preceded by the PIER command enter 1 Default 1 See Page 11 4 IOX Enter 1 if interaction information is requested about the x x axis investigation only otherwise leave blank See Note 2 IOY Enter 1 if interaction information 1s requested about the y y axis investigation only otherwise leave blank See Note 2 8 03 11 8 BRASS PIER EXAMPLE For 30 diameter round member design column 2 IOX 1 and IOY 1 code PCA 1 1 30 1 1
5. Wyoming Department of Transportation Bridge Pier Analysis System BRASS PIER Version 3 7 User Manual July 2015 Copyright 1987 2015 Wyoming Department of Transportation Disclaimer Portions of the contents of this system were developed cooperatively by the Federal Highway Administration and the Wyoming Department of Transportation Bridge Program The Wyoming Department of Transportation and the Federal Highway Administration assume no liability or responsibility for and make no representations or warranties as to applicability or suitability of this computer system Anyone making use thereof or relying thereon assumes all responsibility and liability arising from such use or reliance This software is a tool for the design or analysis of structures The engineer using this software is responsible for verification of the reasonableness of the results produced by BRASS PIER AASHTO Specification The BRASS PIER program is current with the AASHTO LFD Standard Specifications for Highway Bridges 17th Edition 2002 How To Use This Manual The first four sections of this manual are designed to act as a self help guide for the novice user and as a reference guide for the more experienced user To the Novice Recommended reading is Sections 1 and 2 Introduction and General followed by a brief look through Section 4 Typical Command Sets Next thirty minutes or more reviewing the rest of the manual section by secti
6. BRASS PIER COMMAND DESCRIPTION COMMAND NAME GROUP CONTROL PURPOSE This command controls the combination of loads as per AASHTO 3 22 2 COMMAND PARAMETERS Design Type Enter a code to specify the design type Code Type 1 Load Factor 2 Service Load Print Option Enter 1 to print a report of the input values for each load case 2 97 10 2 BRASS PIER EXAMPLE To combine loads as per Load Factor criteria with no report code GRP 1 0 FIGURES NOTES 2 97 10 3 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME This is the first in a series of three commands to define the various PURPOSE loads to be combined as per AASHTO 3 22 This series of commands may be repeated as required to define up to 99 load cases f Enter the earth pressure coefficient Bo Enter the dead load coefficient I Enter the Impact Factor Enter the dead load force See notes Enter the live load force See notes Enter the centrifugal force See notes 7 99 10 4 BRASS PIER EXAMPLE GRA 13 75 1 255 100 6 190 5 30 7 FIGURES NOTES All loads in the same load case must have the same units 2 97 10 5 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME PURPOSE This is the second in a series of three commands to define the various loads to be combined as per AASHTO 3 22 Enter the earth pressure force See notes B Enter the buoyancy for
7. COMMAND NAME SYSTEM 2 This command turns on traces of intermediate values from one or more BRASS PIER components The command may be repeated PURPOSE if more than 6 components are to be traced This command is optional 6 COMMAND PARAMETERS First Component Number Enter the number of the BRASS PIER Component to be traced See notes and the Systems Manual for a description of the Components Second Component Enter the number of the BRASS PIER Component to be traced Number See notes and the Systems Manual for a description of the Components Third Component Enter the number of the BRASS PIER Component to be traced Number See notes and the Systems Manual for a description of the Components Fourth Component Enter the number of the BRASS PIER Component to be traced Number See notes and the Systems Manual for a description of the Components Fifth Component Number Enter the number of the BRASS PIER Component to be traced See notes and the Systems Manual for a description of the Components Sixth Component Number Enter the number of the BRASS PIER Component to be traced See notes and the Systems Manual for a description of the Components 2 97 6 4 BRASS PIER EXAMPLE SYSTEM 2 9 5 The above will turn on a trace of components 3 and 5 FIGURES 2 97 NOTES Component No 1 NY Administrative Deck Loading Pier Analysis Solid Shaft Pier A
8. To the Novice preceding this and follow the procedure as necessary 9 06 i BRASS PIER 9 12 il BRASS PIER 1 INTRODUCTION TRANSVERSE ANALYSIS OF A BRIDGE SYSTEM BRASS PIER is a system of computer programs developed to assist in the analysis and design of reinforced concrete piers for bridges The system analyzes a transverse normal to the centerline of the roadway cross section of a bridge Figure 1 Page 1 2 shows a general overview of the system BRASS PIER presently consists of four components Deck Analysis and Loading Pier Analysis and Loading Ultimate Strength Design Analysis of Concrete Column Sections PCA Column Design Pier Support Footing Analysis and Design The Deck Analysis and Loading Component will apply dead and live loads to a bridge deck section one foot wide transverse strip and distribute the loads as reactions to the girders The reactions output from the Deck Analysis and Loading Component may be used as uniform load per foot for longitudinal girder analysis The longitudinal girder reactions at the pier are then used by the Pier Analysis and Loading Component A study of Figure 2 Page 1 3 should help explain the interrelationship between loads and reactions on transverse and longitudinal bridge members An understanding of how BRASS PIER and a longitudinal girder analysis system such as BRASS GIRDER work together to determine loads to the pier is paramount to utilizing BRASS P
9. Figure 8 5 Up Milepost Up Milepost p Girder Girder Gu m TN E amp a Skew f C Right Hand Skew Left Hand Skew Positive Negative Figure 8 5 8 17 BRASS PIER 2 97 BRASS PIER COMMAND DESCRIPTION COMMAND NAME BEARING This series of commands defines the placement of the girders on the pier One cap BEARING command is required for a single bearing PURPOSE pier and two are required for a double bearing pier 8 COMMAND PARAMETERS Location Enter the location of this line of bearings 1 Back on Line 2 Ahead on Line Leave Blank for single bearing pier Skew Enter the skew of the pier to this row of bearings in decimal degrees Right skew is positive see Figure 1 Bearing Type Enter 1 if the bearings at this location are expansion bearings allow horizontal movement of the girders Enter 2 if the bearings at this location are fixed bearings do not allow horizontal movement of the girders HB If the bearings at this location are fixed enter the height of the bearings in inches see Figure 2 X Enter the distance from the left end of the pier cap to the center of the first girder bearing in feet This distance is measured parallel to the centerline of the pier cap See X in Figure 3 and 4 NG Enter the number of girders Maximum of 20 XS Enter the spacing of the girders if not previously input on DECKC DIMI command measured parallel to the
10. Required for uniform loads on deck Repeat as needed BRASS PIER DECKC LODP DECK AHD1 DECK AHD2 DECK AHD3 PIER ANALYSIS PIER SKIRTWALL CAP DIM COLUMN DIM BEARING BEARING VS PIER LOADING 2 97 DEAD LOAD DEAD ACTION DEAD REACTION LIVE ACTION LIVE SOLID1 LIVE SOLID2 LIVE REACTION LIVE COMBINE WIND LOAD DLP DAI DA2 DA3 PIR SKW CAP COL BRG BRV DLD DAC DRC LAC LS1 LS2 LEC WND 32 180 190 200 210 220 230 240 250 300 320 330 340 350 380 390 400 410 430 440 Live loads to be distributed through deck to pier Distribution of live load double bearing pier deck dimensions Distribution of live load double bearing pier variable girder spacing Distribution of live load double bearing pier live loads Control of pier analysis Skirtwall dimensions Pier cap dimensions Pier column dimensions Location and orientation of girder bearings on pier Variable girder spacing Dead and live load control Dead load actions for solid shaft pier Input dead load girder reactions Live load actions for solid shaft pier Data for calculation of live load forces on solid shaft pier Data for calculation of live load forces on solid shaft pier Live load girder reactions Define truck positions Wind load control BRASS PIER SUPERSTRUCTURE
11. The horizontal forces from the superstructure Centrifugal and Longitudinal or Braking forces and the forces from nature Buoyancy Stream Flow and Ice Pressure may be applied by either input of the force or by input of the data required to calculate the force The forces on the pier which result from the application of the various loads are combined according to the AASHTO specifications for Combination of Loads 3 22 As there is a very large number of load cases to consider for the design of columns in a frame pier it is impractical to analyze each case The many possible positions of trucks on the bridge deck and number of group load combinations create literally thousands depending on deck width of load cases of Mx M and P BRASS PIER automatically eliminates all identical load cases and then utilizes the following procedure to reduce the number of load cases to a maximum of 50 2 977 1 4 BRASS PIER Each load case c produces a vector where V M TM FOU The direction ofthe load vector is determined by its horizontal angle about the P axis and its vertical angle above the plane containing the and M axes As P is always positive and a column symmetrical about both axes is assumed only that portion ofthe biaxial bending interaction diagram where M My and P are positive is considered as shown below in Figure 3 Any vector which projects through the failure surface formed by the diagram indicates th
12. WIND REACTIONL WIND REACTIONR CENTRIFUGAL LONGITUDINAL SHRINKAGE TEMPERATURE EARTHQUAKE BUOYANCY STREAM FLOW ICE PRESSURE COMBINATION OF LOADS COLUMN DESIGN ANALYSIS 2 97 GROUP CONTROL GROUP A GROUP B GROUP C COLUMN DESIGN FACTORS PROPERTIES REINFORCEMENT A SPR WRL WRR CTF LTF SHR TMP ETQ BUY STF ICE GRP GRA GRB GRC PCA FCT PRP RNA 3 3 450 460 470 480 490 500 510 515 520 530 540 550 560 570 580 590 600 610 620 Data for calculation of wind loads Girder reactions due to unit uplift at windward quarter point of deck wind from left Girder reactions due to unit uplift at windward quarterpoint of deck wind from right Centrifugal force Longitudinal force Shrinkage force Temperature force Earthquake force Buoyancy force Stream flow force Ice pressure force Combination of loads control Input of factors and loads Input of loads Input of loads Column design analysis control Constant factors for design or investigation Material properties for design or investigation Circular or spiral pattern or equal number of bars in each face BRASS PIER REINFORCEMENT B RNB 630 Tied member number of bars in each face not equal REINFORCEMENT C RNC 640 Irregular reinforcement pattern LOAD AXIAL AXL 660 Axial loads LOAD INCREMENT INC 670 Axial loads beginning
13. 16 17 Direction of application NOTES 2 97 9 40 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME SHRINKAGE This command defines the shrinkage force to be applied to the pier PURPOSE The user may either input the shrinkage force or the deflection at the top of the pier due to shrinkage 3 COMMAND PARAMETERS Direction Enter a code to specify the direction of application of the shrinkage force Code Direction of Pier Movement 1 Ahead 2 Back SH If the shrinkage force is to be input enter the shrinkage force in kips If the shrinkage force is to be calculated by the program enter the As deflection of the top of the pier measured parallel to the centerline of the girder in inches 2 97 9 41 BRASS PIER EXAMPLE Shrinkage force input SHR l 16 57 Deflection input 15 in SHR 2 1 Direction of application NOTES 2 97 9 42 BRASS PIER COMMAND DESCRIPTION BRASS PIER COMMAND NAME TEMPERATURE This command defines the temperature force to be applied to the PURPOSE pier The user may either input the temperature force or the deflection at the top of the pier due to temperature 3 COMMAND PARAMETERS Direction Enter a code to specify the direction of application of the temperature force Code Direction of Movement 1 Both directions 2 Ahead only 3 Back only If the temperature force is to be input enter the temperature force in kips Include
14. 20 55 220 230 240 250 300 320 330 350 410 440 450 460 470 480 490 500 510 515 520 530 540 710 720 730 760 770 780 USAGE Required Optional Optional Required Optional Required Required Required Optional Required Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Required Optional Required Design Required Optional Required BRASS PIER 15 Frame Pier with Pile Footing Design Analysis COMMAND TITLE COMMENT REPORT LEVEL PIER SKIRTWALL CAP DIM COLUMN DIM BEARING BEARING VS DEAD LOAD DEAD REACTION LIVE REACTION WIND LOAD SUPERSTRUCTURE WIND REACTIONL WIND REACTIONR CENTRIFUGAL LONGITUDINAL SHRINKAGE TEMPERATURE EARTHQUAKE BUOYANCY STREAM FLOW ICE PRESSURE FOOTING PILE PILE DESIGN COLUMN DATA MATERIALS REINFORCEMENT 8 03 ABBREVIATION TLE COM RPT PIR SKW CAP COL BRG BRV DLD DRC LRC WND SPR WRL WRR CTF LTF SHR TMP ETQ BUY STF ICE FTG PIL PLD CDM MTR RNF 4 15 COMMAND NUMBER 10 20 55 220 230 240 250 300 320 330 350 410 440 450 460 470 480 490 500 510 515 520 530 540 710 720 730 760 710 780 USAGE Required Optional Optional Required Optional Optional Required Required Optional Required Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional
15. Additional User Output Debug Output Program Path This parameter controls the level of possible additional output that may be useful to the user Three levels of additional output are available with level 3 producing the most output Each level contains all of the output of the lower levels The areas of the program for which the output is desired may be defined by use of the SYSTEM 2 command Enter 1 2 or 3 This parameter controls the level of possible debug output Three levels of additional output are available with level 3 producing the most output Each level contains all of the output of the lower levels The subroutines for which the output is desired may be defined by use of either the SYSTEM 2 or SYSTEM 3 commands Enter 1 2 or 3 If this parameter is coded 1 the name of each subroutine called during the execution of the program will be printed on the right side of the output when the subroutine is called The subroutine number and the component number in which it resides will also be printed If this parameter is coded 2 only the subroutine names of those subroutines called out in the SYSTEM 2 and SYSTEM 3 commands are listed 2 97 6 2 BRASS PIER EXAMPLE For output that calls for level two additional output of interest to the user no debug output and turns on the trace of all subroutines called code SYSTEM 1 2 1 FIGURES NOTES 2 97 6 3 BRASS PIER BRASS PIER COMMAND DESCRIPTION
16. COMMAND COMMAND ABBREVIATION NUMBER USAGE TITLE TLE 10 Required COMMENT COM 20 Optional REPORT LEVEL RPT 55 Optional DECK CON DCN 60 Required DECKC DIM1 DD1 90 Required DECKC DIM2 DD2 100 Optional DECKC GS DGS 140 Optional DECKC LODG DLG 150 Optional DECKC LODP DLP 180 Required PIER PIR 220 Required SKIRTWALL SKW 230 Optional CAP DIM CAP 240 Required COLUMN DIM COL 250 Required BEARING BRG 300 Required BEARING VS BRV 320 Optional DEAD LOAD DLD 330 Required DEAD REACTION DRC 350 Optional LIVE COMBINE LLC 430 Optional WIND LOAD WND 440 Optional SUPERSTRUCTURE SPR 450 Optional WIND REACTIONL WRL 460 Optional WIND REACTIONR WRR 470 Optional CENTRIFUGAL CTF 480 Optional LONGITUDINAL LTF 490 Optional SHRINKAGE SHR 500 Optional TEMPERATURE TMP 510 Optional EARTHQUAKE ETQ 515 Optional BUOYANCY BUY 520 Optional STREAM FLOW STF 530 Optional ICE PRESSURE ICE 540 Optional FOOTING FTG 710 Required SPREAD SPF 720 Optional SPREAD DESIGN SPD 730 Required Design COLUMN DATA CDM 760 Required MATERIALS MTR 770 Optional REINFORCEMENT RNF 780 Required 8 03 4 18 BRASS PIER 19 Frame Pier with Distribution of Live Load to Girders Column Analysis Design and Spread Footing Analysis Design COMMAND TITLE COMMENT REPORT LEVEL DECK CON DECKC DIM1 DECKC DIM2 DECKC GS DECKC LODG DECKC LODP PIER SKIRTWALL CAP DIM COLUMN DIM BEARING BEARING VS DEAD LOAD DEAD REACTION LIVE COMBINE SUPERSTRUCTURE WIND REACTIONL WIND REACTIONR CEN
17. EXAMPLE For a unit weight of concrete of 150 pcf and an impact factor of 25 12 code DLD 150 1 2512 FIGURES m 2 97 9 14 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME DEAD ACTION This command defines the dead load actions axial load PURPOSE longitudinal and transverse moments to be applied to a solid shaft pier It is optional and if used should follow the DEAD LOAD command 3 COMMAND PARAMETERS P Enter the axial load in kips Enter moment about the x x axis in ft kips M y y Enter the moment about the y y axis in ft kips 2 97 9 15 BRASS PIER EXAMPLE For axial load P of 1170 37 Kips of 253 98 K ft amp of 0 K ft code DAC 1170 37 253 98 0 NM x Moment Longitudinal to Pier Transverse to Deck X Moment Transverse to Pier Longitudinal to Deck NOTES 2 97 9 16 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME DEAD REACTION PURPOSE This set of commands defines the dead load to be applied to the pier at each bearing location 21 COMMAND PARAMETERS Location Enter the location of the line of bearing for which the reactions are given 1 Back on line 2 Ahead on line Leave blank for a single bearing pier RI Enter the reaction at girder No 1 in kips R2 Enter the reaction at girder No 2 in kips R3 Enter the reaction at girder No 3 in kips R4 Enter the react
18. Enter the construction stage in which this uniform load is to be applied so that it becomes effective on the analysis girder 2 97 7 22 BRASS PIER EXAMPLE For the Figure shown below consider the left sidewalk as a uniform load DECKC LODU 3 0 05 0 8 0 1 FIGURES NOTES 2 97 7 23 BRASS PIER COMMAND DESCRIPTION BRASS PIER COMMAND NAME DECKC LODP This command defines the live loads to be applied to the deck for distribution to the girders For a double bearing pier the live loads entered on this command will be those to be applied to the back on line bearings The live loads to be applied to the ahead on line bearings will be entered on the DECK AHD3 command PURPOSE This command is used for Frame Piers Only 4 COMMAND PARAMETERS Pmax Enter the reaction due to the longitudinal placement of one wheel line directly over the girder for maximum reaction at the pier in kips See Figure 1 Wmax negative reaction at the pier in kips For example cases of Pmax Pmin and Pmin see Figure 3 Wmin Enter the reaction due to the longitudinal placement of a one foot longitudinal strip of the lane load directly over the girder for minimum positive or maximum negative reaction at the pier in kips per foot 11 01 7 24 BRASS PIER Enter the reaction due to the longitudinal placement of a one foot longitudinal strip of the lane load directly over the girder for maximu
19. Enter the y coordinate of bar No i 1 in inches 2 97 11 23 BRASS PIER EXAMPLE For the Figure shown below RNC 6 10 10 6 RNC 10 10 0 RNC 44 10 0 44 RNC 106 0 44 FIGURES NOTES 8 03 11 24 BRASS PIER COMMAND DESCRIPTION BRASS PIER COMMAND NAME LOAD AXIAL This command defines axial loads to be applied to the column This command may only be used for an investigation problem It may be repeated as needed to define up to 70 axial loads PURPOSE DO NOT USE THIS COMMAND IF THE COLUMN DESIGN COMMAND IS PRECEDED IN THE COMMAND SET BY A PIER COMMAND 6 COMMAND PARAMETERS Enter the axial load in kips Enter the axial load in kips Enter the axial load in kips Enter the axial load in kips Enter the axial load in kips Enter the axial load in kips 2 97 11 25 BRASS PIER EXAMPLE AXL 100 150 200 250 300 400 AXL 500 600 700 800 1000 1200 AXL 1400 1600 2000 FIGURES 2 97 11 26 BRASS PIER COMMAND DESCRIPTION BRASS PIER COMMAND NAME LOAD INCREMENT This command defines groups of axial loads to be applied to the column Each group consists of an initial axial load a final axial load and in increment value This command may be repeated as needed however the number of axial loads may not exceed 70 This command may only b
20. Milepost 145 is 9 2 BK 13 NS 15 amp Back 30 ed 4 Milepost 45 3 80 Cm Load Case 60 i a Numbers d3 CIEN ERAI METHOD ligure 9 7 2 02 9 4 BRASS PIER The second method a simplified method which may be used when the superstructure span lengths do not exceed 125 feet specifies a longitudinal and a transverse force to be applied simultaneously to the pier Figure 9 8 Transverse to Deck gt Longitudinal to Pier IN EN UO B 9 oo eo ceo A 549 g SIMPLIFIED METHOD Figure 9 8 2 97 9 5 BRASS PIER For skewed bridges the General Method and the Simplified Method would have wind loads applied to the structure as shown in Figure 9 9 Frame Bent Showing left skew Wind 60 AH at Station a 2 i on en Suse 4 E i BK Note Max shown above 5 from left is positive for a frame bent General Wind Method solid Shaft Pier Simplified Wind Method Showing right skew Wind 60 AH ps from teft 52 NN 3 6 ae g i Ahead p 3 4 Back Station a 5 Note shown above MS i 1 negative for a solid shaft Ahead Sian i Simplified Wind Method on View Sign Convention for BRASS PIER Figure 9 9 8 00 9 6 BRASS PIER In addition to the wind load applied directly to the supers
21. Optional Required Optional Required Design Required Optional Required BRASS PIER 16 Frame Pier with Column Analysis Design and Spread Footing Analysis Design COMMAND TITLE COMMENT REPORT LEVEL PIER SKIRTWALL CAP DIM COLUMN DIM BEARING BEARING VS DEAD LOAD DEAD REACTION LIVE REACTION WIND LOAD SUPERSTRUCTURE WIND REACTIONL WIND REACTIONR CENTRIFUGAL LONGITUDINAL SHRINKAGE TEMPERATURE EARTHQUAKE BUOYANCY STREAM FLOW ICE PRESSURE COLUMN DESIGN FACTORS PROPERTIES REINFORCEMENT A REINFORCEMENT B REINFORCEMENT C SLENDERNESS A FOOTING SPREAD SPREAD DESIGN COLUMN DATA MATERIALS REINFORCEMENT 8 03 ABBREVIATION TLE COM RPT PIR SKW CAP COL BRG BRV DLD DRC LRC WND SPR WRL WRR CTF LTF SHR TMP ETQ BUY STF ICE PCA FCT PRP RNA RNB RNC SLA FTG SPF SPD CDM MTR RNF 4 16 COMMAND NUMBER 10 20 55 220 230 240 250 300 320 330 350 410 440 450 460 470 480 490 500 510 219 520 530 540 590 600 610 620 630 640 690 710 720 730 760 770 780 USAGE Required Optional Optional Required Optional Required Required Required Optional Required Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Required Optional Optional Optional Optional Optional Optional Required Optional Required Design Required Optional Required BRASS PIER 17 Frame Pi
22. distance to the left edge of the soffit See Figure D30 Enter the thickness of the left soffit in inches Default D27 exterior girder enter the distance from the centerline of the right exterior girder to the beginning of the right taper or if there is no taper the distance in feet to the right edge of the soffit See Figure D26 Default D28 If the soffit is not symmetrical about the centerline of the right exterior girder enter the distance from the centerline of the right exterior girder to the end of the right taper or if there is no taper the D25 If the soffit is not symmetrical about the centerline of the right distance in feet to the right edge of the soffit See Figure D29 Default D30 Enter the thickness of the right soffit in inches 8 00 7 14 EXAMPLE For the deck shown in the Figure below DECKC DIMS 8 00 1 25 1 75 DECK DIMENSION S If there is a soffit on one side of a girder there must be one on the opposite side Coded cantilever length D4 Code as soffit Effective cantilever length for actions is set to 0 0 on the right as the cantilever is supported by the girder Girder 7 15 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME DECKC GS PURPOSE This command defines the spacing of the girders when the girders are not evenly spaced This command must be used when the girder spacing second parameter on DECKC
23. kips P Enter the axial load in kips for case 2 4 6 etc M Enter the moment about the x x axis in ft kips M Enter the moment about the y y axis in ft kips 2 97 9 19 BRASS PIER EXAMPLE LAC 458 89 3480 339 94 4617 3 FIGURES P d nai Ce i Moment Longitudinal to Pier yc y Transverse to Deck X Mx Moment Transverse to Pier Longitudinal to Deck NOTES Be sure to enter the amount of impact included in the live load on the DEAD LOAD Command 330 unless the default value is acceptable BRASS PIERTM will divide out the impact for foundation analysis Negative reactions are considered in the analysis 8 03 9 20 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME LIVE SOLID1 This set of commands defines the data necessary to calculate the PURPOSE live load forces on a solid shaft pier This command is optional Do not use if LIVE ACTION or LIVE REACTION is used 6 COMMAND PARAMETERS XL Enter the distance from the left edge of the pier cap to the left edge of the roadway in feet See Notes 1 amp 2 and Figures Ifthe edge of the roadway extends beyond the edge of the pier cap enter a negative value See Figures 3 amp 4 This value controls the placement limits of the live load Enter the distance from the left edge of the pier cap to the right edge of the roadway in feet See Notes 1 amp 2 and Figures This value controls the
24. non continuous bars Bearing A pier may have either one or two rows of bearings depending on Default 1 the continuity of the girders over the pier If the girders are continuous over the pier there will be one row of bearings and the pier will be referred to as a single bearing pier If the girders are not continuous over the pier there will be two rows of bearings and the pier will be referred to as a double bearing pier See Figure 2 Code 1 fora single bearing pier or Code 2 for a double bearing pier Step Height If the pier is a double bearing pier there is a possibility that the girders in one span are of a different height than the girders in the adjacent span This will result in a step in the pier cap under the shallower girders see Figure 2 Code the height of the step in feet Step Location The step ofa double bearing pier may be described as being located either back on line or ahead on line The step shown in Figure 2 is located back on line Code 1 of the step is located back on line or 2 if the step is located ahead on line Continued 8 00 8 2 BRASS PIER COMMAND PARAMETERS Cont Sidesway The following parameter applies only to a frame pier Enter a Default 1 code to specify the type of moment distribution to be performed Code Type 1 Moment distribution with sidesway correction sidesway permitted 2 Moment distribution without sidesway correction sidesway prevented EC Enter the modulus of
25. velocity of water in feet per second constant based on the shape of the upstream edge of the pier The following values of K are used 1 4 for square ends and all piers subject to drift buildup 0 5 forangle ends where the angle is 30 or less 0 7 for circular ends Depth of water in feet b Width of face of pier normal to stream flow or diameter of circular shaft The ice pressure is applied to the pier as a force parallel to the centerline of the pier and a force normal to the centerline of the pier The forces are applied at the center of the ice layer The forces are calculated as follows 10 97 9 9 BRASS PIER Where horizontal ice force in pounds C 7 coefficient for nose inclination see Table 9 1 P effective ice strength in pounds per square inch t thickness of ice in contact with pier in inches Ww width of pier or diameter of circular shaft at the level of the ice in inches Inclination of Nose to Vertical 0 to 15 15 to 30 30 to 45 Table 9 1 Based on the ratio of the pier width to ice thickness the ice pressure force is multiplied by the appropriate coefficient obtained from Table 9 2 b t Coefficient 0 5 1 0 1 5 2 0 3 0 4 0 or greater Table 9 2 where b thickness of pier t design ice thickness Il For piers placed with their y y axis parallel to the principal direction of ice action the force calculated by the formula is taken to act along pa
26. 1 BRASS PIER 2 901 12 2 BRASS PIER 710 BRASS PIER COMMAND DESCRIPTION COMMAND NAME PURPOSE Footing Type Problem Type Design Type Footing Column Number No default Identical 8 03 FOOTING This command controls the design investigation of a spread footing or pile cap 5 COMMAND PARAMETERS Enter S if the footing is a spread footing Enter P if the footing is a pile cap Enter D if this is a design of the footing size and reinforcement Enter R if this is a design of the footing reinforcement only footing size is already known Enter I if this is an investigation footing size and reinforcement known Enter S for Service Load design investigation of the footing reinforcement Enter L for Load Factor design investigation of the footing reinforcement The following parameters are used when the SPREAD FOOTING command is preceded in the command set by a PIER command For a solid shaft pier enter 1 For a frame pier enter the number of the design analysis column If only one column is designed enter the number of that column If the footing being designed is to be identical to a previously defined footing enter the number of the previously defined footing When repeating commands for multiple footings this parameter is left blank for the first footing The identical footings will have the same actions applied to them as the previously defined footing 12 3 BRASS PIER E
27. CW COLDPT Default for Length CL COLWDT Default for C DTF See page 8 12 11 01 12 20 BRASS PIER 770 BRASS PIER COMMAND DESCRIPTION COMMAND NAME MATERIALS MTR PURPOSE This command defines the properties of the concrete and reinforcement and the unit weight of the soil 9 COMMAND PARAMETERS D Enter the compressive strength of the concrete in kips per square Default 3 25 ksi inch f Enter the yield strength of the reinforcement in kips per square Default 60 ksi inch Ec Enter the modulus of elasticity of the concrete in kips per square Default AASHTO 8 7 1 inch fc Default 4 x f c fs Default 4 x For service load design analysis of the reinforcement enter the allowable concrete stress in kips per square inch For service load design analysis of the reinforcement enter the allowable stress in the reinforcement in kips per square inch Soil Weight Enter the unit weight of the soil in kips per cubic foot Default 0 120 kips ft Enter the strength reduction factor for concrete shear V Default 0 85 Enter the strength reduction factor for concrete flexure M Default 0 90 WT Enter the weight of concrete in kips per cubic foot Default 0 15 kips ft 7 98 12 21 BRASS PIER EXAMPLE For concrete properties 3 ksi f default 60 ksi E 3250 ksi f 1 5 ksi f default 24 ksi and unit weight of soi
28. FACTORS FCT 600 PROPERTIES PRP 610 REINFORCEMENT A RNA 620 REINFORCEMENT B RNB 630 REINFORCEMENT C RNC 640 LOAD AXIAL AXL 660 LOAD INCREMENT INC 670 LOAD COMBINED CMB 680 SLENDERNESS A SLA 690 SLENDERNESS B SLB 700 2 97 4 21 USAGE Required Optional Optional Required Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional BRASS PIER 21 Spread Footing Analysis Design COMMAND TITLE COMMENT REPORT LEVEL FOOTING SPREAD SPREAD DESIGN COLUMN DATA MATERIALS REINFORCEMENT FOOTING SERVICE FOOTING ULTM 2 97 ABBREVIATION TLE COM RPT FTG SPF SPD CDM MTR RNF FSV FUL 4 22 COMMAND NUMBER 10 20 55 710 720 730 760 710 780 790 800 USAGE Required Optional Optional Required Required Required Design Required Optional Required Analysis Optional Design Required Required BRASS PIER 5 TITLE AND COMMENTS The commands in this section define a title to be used on each page of output and optional comments used in the command set to help the user document his input 2 97 5 1 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME TITLE TLE The data entered by this command is used to identify the output PURPOSE to the user Agency name page number and date are also included as page heading This command is required 1 COMMAND PARAMETER One or two TITLE commands may be used and each can have up to 60 character
29. Optional Optional Required Required Optional Required Required Required Optional Required Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional BRASS PIER 12 Frame Pier Double Bearing with Distribution of Live Load to Grders R COMMAND TITLE COMMENT REPORT LEVEL DECK CON DECKC DIMI DECKC DIM2 DECKC GS DECKC LODG DECKC LODP DECK AHDI DECK AHD2 DECK AHD3 PIER SKIRTWALL CAP DIM COLUMN DIM BEARING BEARING VS DEAD LOAD DEAD REACTION LIVE COMBINE WIND LOAD SUPERSTRUCTURE WIND REACTIONL WIND REACTIONR CENTRIFUGAL LONGITUDINAL SHRINKAGE TEMPERATURE EARTHQUAKE BUOYANCY STREAM FLOW ICE PRESSURE 7 99 R LL ABBREVIATION TLE COM RPT 4 12 COMMAND NUMBER 10 20 55 60 90 100 140 150 180 540 USAGE Required Optional Optional Required Required Optional Optional Optional Required Required Optional Required Required Optional Required Required Required Optional Required Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional BRASS PIER 13 Frame Pier with Column Design Analysis COMMAND TITLE COMMENT REPORT LEVEL PIER SKIRTWALL CAP DIM COLUMN DIM BEARING BEARING VS DEAD LOAD DEAD REACTION LIVE REACTION WIND LOAD SUPERSTRUCTURE WIND REACTIONL WIND REACTIONR CENTRIFUGAL LO
30. Pile Spacing BMCF NP PSPMAX For spacing parallel to the x axis Min Pile Spacing DMCF NP x PSPMIN Max Pile Spacing DMCF NP x PSPMAX PSPMIN and PSPMAX are the minimum and maximum pile spacing input on the PILE DESIGN command The Min Pile Spacing is the starting point for the design cycles If the maximum pile spacing is exceeded and the load on a pile exceeds the allowable load Pile Capacity input on the PILE DESIGN command then the number of piles is incremented by one Comments on increment control on the PILE DESIGN command To understand this option look at the pile configuration for 15 piles shown on page 12 12 This arrangement as shown would typically be used to support a column when moments about the x x axis are higher than moments about the y y axis If the designer wants to use this configuration for a case where Myy is considerably higher than Mxx the designer may code the increment control as a 2 and the actions and axes are reversed 7 99 12 16 BRASS PIER 7S0 BRASS PIER COMMAND DESCRIPTION COMMAND NAME PILE DESIGN This command defines the controls on the design of the pile footing PURPOSE size This command is required for the Problem Type D for a Pile Cap see FOOTING command 6 COMMAND PARAMETERS PSPMIN Enter the minimum pile spacing in feet PSPMAX Enter the maximum pile spacing in feet AT Enter the amount by which the footing thickness is to be incremented during the design p
31. See FOOTING command 7 COMMAND PARAMETERS Allowable Soil Pressure Enter the allowable soil pressure in kips per square foot See Notes Enter the amount by which the dimension parallel to the x x axis is to be incremented during the design process in feet Enter the amount by which the dimension parallel to the y y axis is to be incremented during the design process in feet Enter the amount by which the footing thickness is to be incremented during the design process in feet AT Ratio Lto W Enter the maximum allowable ratio of the footing length to width Enter the maximum allowable ratio of the footing width to length Foundation Material Default 0 Enter 1 if the footing is on soil Enter 0 or leave blank if the footing is on rock 8 00 12 7 BRASS PIER EXAMPLE For the design of a footing with an allowable soil pressure 8 ksf A W 3 in A L 3 in A T 3 in maximum ratio of L to W 2 and maximum ratio of W to L 1 code 6 43 3252 225 22 2 d FIGURES The value entered in Parameter 1 must include the factor of safety Generally the value given to the bridge designer by the geotechnical engineer includes the factor of safety 8 00 12 8 BRASS PIER 740 BRASS PIER COMMAND DESCRIPTION COMMAND NAME PILE PIL PURPOSE This command defines the dimensions ofa pile cap This command is required for design and investigation of a pile cap 6 COMMA
32. an integer the process is repeated by placing the loads from right to left beginning at the right edge of the roadway As the lanes are being moved across the roadway the crossbeam actions shears moments reactions are searched for maximums and the column actions are searched for the maximum vector length 4 P M Mj in each of the 50 windows of the failure surface See Page 1 5 If requested the output will show the positions of the trucks and lanes which produce the maximum actions For the crossbeam actions the number will appear as aa bb cc where aa refers to the position of the first truck bb refers to the position of the second truck etc For the column actions the number will appear as a bb cc dd where a specifies the type of load 1 truck 2 lane bb refers to the position of the first truck cc refers to the position of the second truck etc Position No 1 refers to a truck with its left edge of load lane at the left edge of the roadway and its left wheel 2 ft from the left edge of the roadway Figure 9 5 Lane Position 1 Left edge of roadway 2 Truck Position No 1 gt lt V V Figure 9 5 2 02 9 3 BRASS PIER Therefore the distance from the left edge of the roadway to the left edge of the load lane in feet is equal to the Position No minus 1 and the distance from the left edge of the roadway to the left wheel of the tru
33. created A helpful hint is to always note the commands indicated at the top of each dialog box that is displayed by the Path Generator Effective Use of the Command File Many GUI users prefer displaying the active Command File or input data set while entering data from the dialog boxes This allows you to review the data while it is being added to the input data set You view the input data set at any time by pulling down the File menu and selecting Command File If you are working with the Path Generator the input data set you are creating will be placed behind the Path Generator window To view the Command File move the Path Generator window or dialog box to the side This is done by clicking the mouse in the window title strip at the top and dragging the mouse hold the left button down and move Clicking anywhere in the Command File will bring the Command File to the front Be sure to click anywhere in the Path Generator or dialog box to continue data input BRASS PIER File Edit Search Window Commands Execute Help BRASS PIER cApiertexelpcssrs01 dat TITLE pcssrs0l dat SAMPLE DATA FOR BRASS PIER2 TITLE SOLID SHAFT PIER SINGLE BEARING 30 deg FIX COMMENT SOLID SHAFT PIER WITH TIED COLUMNS SINGLE BEARING com syl l REPORT LEVEL BRASS PIER Path Ge PIER COMMENT Sese PROBLEM TYPE PIER CAP DIM CORRENT _1 Bridge Solid Shaft Pier COMMENT Deck COLUMN D
34. it is reasonable to suggest that the engineer can use less strength reduction higher factors when using this program for design of reinforced concrete compression members The engineer should be aware that this program computes the strength of the cross section based on moments about the geometric centroid of the gross cross section Therefore all input moments must also be referenced to the geometric axes of the concrete section and all output data should be interpreted likewise The design capabilities of the program are limited to finding the minimum area of steel for symmetrical reinforcement patterns only However under the investigation option the program accepts any type of reinforcement configuration including unsymmetrical patterns It the engineer desires to compare applied loadings with computed strengths then the input moments must be given about the geometric centroid It should be noted that any reference axis can be used for a design as long as the applied moment and resisting moments are both referenced to that axis The geometric centroid is most convenient since its location is fixed and does not depend on the amount of distribution of the reinforcement Furthermore the frame analysis of the structure is usually made using the geometric centroid of the gross cross section The moments thus obtained can then be used directly as input to the program If the engineer has computed applied moments about any other axis then the
35. moments can be easily transferred to the geometric axis by adding a moment equal to the axial load times the distance between the two axes Of course it is not the intention of this program to dictate standards or procedure for design Every effort has been made to allow maximum flexibility to give the engineer the capability of setting his own criteria for design and conform with the normal practices in his office The validity of the solution and the accuracy of the results have been thoroughly checked and found satisfactory for all the cases tested However to assure proper use it is advisable that results of the program be first checked against previous designs Description of Output Output listings are for the most part self explanatory After the program identification the information given in the title command is printed out followed by the verification of input which shows entry by the actual command input values If slenderness effects are to be considered and the column is slender the magnified moments are output next Load case numbers correspond to the order in which the load cases are entered in the LOAD COMBINED commands The next page of output is the design or investigations results which gives the problem type option and the type of member defined in the input 9 04 11 36 BRASS PIER Pertinent dimension data for the member will be printed in the next line If the option is investigation the given reinforcement da
36. the program the responsibility for modeling the structure to develop input data applying engineering judgement to evaluate the output and implementation into engineering drawings remains with the structural engineer of record Accordingly the Portland Cement Association does and must disclaim any and all responsibility for defects or failures in structures in connection with which this program is used The Wyoming Department of Transportation revised this program s input and output format and added the capability to take into account slenderness effects magnifying moments It was then incorporated into BRASS PIER This was done so that the free format command structured input could be utilized and the output headings would be appropriate Program Description The purpose of this program is to give engineers the capability to design reinforced concrete compression members to resist a given combination of loadings or to investigate the adequacy of a given cross section to resist a similar set of loadings Each loading case consists of an axial compressive load combined with uniaxial or biaxial bending The method of solution is based on accepted ultimate strength theories for reinforced concrete design The program will compute the moment magnifiers to take into account slenderness effects It will magnify all input moments when axial load and moments are input LOAD COMBINED command page 11 28 Types of Members The program recognizes
37. the BRASS PIER GUI To alleviate this problem there is a sub option in the Execute drop down menu called My Editor This sub option allows you to use any text based editor Norton Deskedit Lancaster University s Programmer s File Editor or any word processing program Microsoft Word Corel Word Perfect To enable My Editor in Windows XP select Control Panel from the Start gt Settings menu In the Control Panel window select System or System Properties Then select the Advanced tab and click the Environment Variables button Next enter a new User Variable and Value as BRASS_EDITOR and Drive Application Path Application Name respectively Then select the OK button to save the Variable and Value Finally select the OK button to close the dialog You will need to reboot the PC for the change to take effect A shareware text editor called Programmer s File Editor written by Alan Phillips Lancaster University Computer Centre United Kingdom has been included with BRASS PIER It must be noted that this program is a shareware program and is not an essential component of BRASS PIER It is provided to the user free of charge as an optional text editor The output is formatted for portrait page orientation with margin settings of 0 5 for the top bottom and left and 0 3 for the right A monospaced font such as 8pt Courier New is required for column alignment Accessing Help You ca
38. the number of bars in Row 4 Row 4 Default No of Bars in Number of Bars Enter the number of bars in Row 2 Row 3 Enter the size of the bars in Row 4 Bar Size Row 4 Default Bar Size for Row 3 7 98 11 20 BRASS PIER EXAMPLE Design RNB 1 5 6 9 2 15 2 24 Defines Cover of 1 5 inches all around Rows 1 and 2 2 to 15 bars size 6 9 Rows 3 and 4 2 to 24 bars size 6 9 RNB 1 5 2 6 9 2 15 8 Defines Cover of 1 5 inches for Rows 1 and 2 2 inches for Rows 3 and 4 Rows 1 and 2 2 to 15 bars size 6 9 Rows 3 and 4 0 to 8 bars size 6 9 Investigation RNB 1 5 2 5 6 5 6 10 6 10 6 Defines Cover of 1 5 inches for Rows 1 and 2 2 inches for Rows 3 and 4 5 6 bars in Rows 1 and 2 10 6 bars in Rows 3 and 4 FIGURES Cover 1 8 03 11 21 BRASS PIER 8 03 11 22 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME REINFORCEMENT C This command defines the placement of reinforcement in a column PURPOSE with an irregular reinforcement pattern This command may be repeated as needed to define up to 100 bars 6COMMANDPARAMETERS COMMAND PARAMETERS Enter the area of No i in square inches TM A 1 Enter the x coordinate of bar No i in inches Enter the y coordinate of bar No i in inches Aisi Default A Enter the area of bar No 1 1 in square inches Enter the x coordinate of bar No 1 1 in inches
39. the x and y axes and also about the diagonal axis to enable the computation of biaxial bending strength of the cross section No information given 11 10 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME FACTORS This command defines the constant factors used in the analysis of a compression number PURPOSE If this command is not used the factors to be defined will be assigned the default values listed below 5 COMMAND PARAMETERS Enter the capacity reduction factor for compression Default 75 for spiral See Note members 7 for tied members Enter the capacity reduction factor for bending Default 9 Ryun Enter the minimum reinforcement ratio Default 01 Rmax Enter the maximum reinforcement ratio Default 08 Enter the minimum clear distance between reinforcing bars in inches S CLEAR Default 1 5 inches 10 97 11 11 BRASS PIER EXAMPLE For the minimum reinforcement ratio Ryn of 005 and all other values default code FCT 005 FIGURES NOTES 11 01 11 12 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME PROPERTIES This command defines the physical properties of the concrete and PURPOSE reinforcement in the column If this command is not used the properties to be defined will be assigned to default values listed below 6 COMMAND PARAMETERS P Default 3 250 ksi Enter
40. where the haunch no longer exists See HLL in Figure 2 HDR Enter the depth of the right haunch in feet See HDR in Figure 2 HLR Enter the length of the right haunch in feet See HLR in Figure 2 IDENTICAL Enter the number of spans identical to this span See Notes 10 97 8 10 BRASS PIER EXAMPLE For a pier cap with a straight tapered haunch haunch depth 2 ft and right cantilever identical to left Cantilever code CAP L 5 3 4 1 2 5 1 For a pier cap with parabolic tapered haunches left haunch depth 2 ft left haunch length 4 ft right haunch depth 2 ft right haunch length 4 ft and spans 2 3 and 4 are identical to span No code 1 Figure 3 For the situation shown in Figure 3 shaded area be coded as a cantilever If not coded weight of the shaded portion will not be included If coded as a cantilever the weight will be included and cantilever actions generated Also see Note on Command 250 COLUMN DIM Notes for parameter No 10 identical spans Cantilevers Entering a 1 will make the right cantilever identical to the left cantilever Interior Spans The value entered in this parameter will be the number of spans adjacent and to the right of identical to the span defined i e if parameter No 1 is 2 and parameter No 10 is 3 then spans 3 4 and
41. 3 Only column actions printed Level 4 Only crossbeam actions printed Other Loads Level 0 No Report Default 0 Level 1 Actions and other information due to centrifugal longitudinal shrinkage temperature earthquake buoyancy stream flow and ice pressure Footing Level 1 Intermediate output for footing analysis design Column Level 1 Moment magnification and minimum eccentricity report Default 0 Level 2 Intermediate output for calculation of column k value 7 99 6 9 BRASS PIER EXAMPLE For an output with frame pier dimensions and girder locations printed blank report of truck positions producing live load actions and default of 0 no report of wind load computations code REPORT LEVEL l l J g 1 FIGURES 2 97 6 10 BRASS PIER hs BRIDGE DECK LOADING This component will apply dead and live loads to the deck and calculate the reactions to the girders The deck may be supported by up to 20 girders The dead load of the deck is applied to the girders based on the dimensions of the deck the unit weight of the deck material and the loads which are input by the user A wearing surface may also be applied with the limits of the wearing surface defined by dimensions of the curbs and median the user having the option to override these limits by input of the desired limits The user may specify the sequence in which the loads are to be applied to the deck by
42. 5 will be identical to span No 2 10 97 8 11 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME COLUMN DIM This command defines the dimensions of column and footing for a PURPOSE pier Repeat as needed to define all columns 10 COMMAND PARAMETERS Column Number Enter the column number left to right being defined A maximum of 6 columns are allowed for a frame pier Leave blank for a solid shaft pier mE COLDIA Enter the diameter of a round column or the width of a rectangular Or column in feet COLWDT See COLDIA or COLWDT in Figures 1 and 2 COLDPT For a rectangular column enter the depth of the column in feet For a solid shaft pier the cap width must equal the depth of the shaft See COLDPT in Figures 1 and 2 For a round column this parameter must be left blank CLMLEN top of the pier cap in feet See CLMLEN in Figures 1 and 2 NOTE If the footing is to be designed by BRASS PIER omit the next three parameters Enter the column length measured from the top ofthe footing to the FTGWDT Enter the width of the footing in feet See FTGLEN in Figures 1 and 2 FTGLEN Enter the length of the footing in feet See FTGLEN in Figures 1 and 2 FTGT Default 1 0 ft Enter the thickness of the footing in feet See FTGT in Figures 1 and 2 Continued 8 03 8 12 BRASS PIER EXAMPLE For a circular column No 1 round column diameter 3 ft colum
43. 7 BRASS PIER EXAMPLE 5 Trucks in positions 1 13 25 37 and 40 LLC 5 l 13 25 37 7 Trucks in positions 3 13 25 38 50 65 and 79 LLE 17 3 13 25 38 FIGURES NOTES 2 97 9 28 49 50 65 79 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME WIND LOAD PURPOSE This command controls the application of wind load to the pier This command is required when wind load is to be applied 4 COMMAND PARAMETERS Wind Load Option Enter a code to select the type of wind load application desired Code 1 General method AASHTO 3 15 2 1 4 2 Simplified method AASHTO 3 15 2 1 3 May be used for bridges with maximum span lengths of 125 feet Deck Width Enter the overall width of the deck in feet HW Enter the distance from the top of the pier cap to the lowest point on Default Distance the pier to be loaded for wind load on the substructure in feet from top of pier cap to ground line or water line Uplift Code Default 0 Oorblank Uplift due to wind is to be included 1 Uplift due to wind is to be ignored 8 00 9 29 BRASS PIER EXAMPLE For general method of wind load analysis with a deck width of 51 67 ft and an exposed pier height of 21 5 ft code WND 1 51 67 21 5 FIGURES NOTES 2 97 9 30 BRASS PIER COMMAND DESCRIPTION BRASS PIER COMMAND NAME SUPERSTRUCTURE This command defines the superstructure lengths which co
44. ALYSIS DESIGN The Footing Analysis Design Component can analyze or design a spread or pile footing Service Load requirements are used to determine the size length and width and the number of piles and spacing in the case of a pile footing The thickness and reinforcement steel requirements are determined from Service Load or Load Factor requirements AASHTO Articles 4 4 7 1 1 1 Eccentric Loading and 4 4 8 Geotechnical Design on Rock are not considered In the case of a spread footing the soil is assumed to resist no tension The critical section for beam shear is at d from the face of the column and at d 2 for peripheral shear In a design the width of the footing in the direction of the maximum moment M or M will be incremented unless the width ratio is exceeded In the case of a pile footing the critical section for beam shear is at d from the face of the column and at d 2 for peripheral shear The program does not check the peripheral shear for an individual pile In the design of a pile footing the program starts with a minimum 4 or the input value number of piles at the minimum spacing The spacing is increased as required until the maximum spacing is reached Then a pile is added and the spacing is set to the minimum and the process is repeated The maximum number of piles is 25 The thickness of the footing is increased when the beam and peripheral shear and moment capacities of the footing section are exceeded Impact is
45. CE PRESSURE 7 99 ABBREVIATION TLE COM RPT PIR SKW CAP COL BRG BRV DLD DAC DRC LAC LS1 LS2 LRC WND SPR WRL WRR CTF LTF SHR TMP ETQ BUY STF ICE 4 4 COMMAND NUMBER 10 20 59 220 230 240 250 300 320 330 340 350 380 390 400 410 440 450 460 470 480 490 500 510 515 520 530 540 USAGE Required Optional Optional Required Optional Optional Required Required Optional Required Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional BRASS PIER 5 Solid Shaft Pier with Column Design Analysis COMMAND TITLE COMMENT REPORT LEVEL PIER SKIRTWALL CAP DIM COLUMN DIM BEARING BEARING VS DEAD LOAD DEAD ACTION DEAD REACTION LIVE ACTION LIVE SOLID1 LIVE SOLID2 LIVE REACTION WIND LOAD SUPERSTRUCTURE WIND REACTIONL WIND REACTIONR CENTRIFUGAL LONGITUDINAL SHRINKAGE TEMPERATURE EARTHQUAKE BUOYANCY STREAM FLOW ICE PRESSURE COLUMN DESIGN FACTORS PROPERTIES REINFORCEMENT A REINFORCEMENT B REINFORCEMENT C SLENDERNESS A 7 99 ABBREVIATION 4 5 COMMAND NUMBER 10 20 55 220 230 240 250 300 320 330 340 350 380 390 400 410 440 450 460 470 480 490 500 510 515 520 530 540 590 600 610 620 630 640 690 USAGE Required Optional Optional Required Optional Optional Required Required Optional Required Optio
46. COM INPUT MATERIALS FACTORS AND EDGES OF TRAVELWAY DLG j 3 7 5 COM INPUT LIVE LOAD PARAMETERS FOR DOUBLE BEARING PIER DLP 42 682 9 027 5 223 117 COM INPUT DATA FOR GIRDERS AHEAD ON LINE DAI 9 1 3 DA2 T 11 11 11 11 1l 11 11 DA3 45 621 10 047 2 111 423 2 97 7 33 BRASS PIER DECK LOADING LIVE LOAD TO GIRDERS VARIABLE GIRDER SPACING 4 0 EXAMPLE From BRASS GIRDERTM for a wheel fraction value of 1 5417 the maximum reactions due to HS20T are 67 529 and 66 975 kips respectively were obtained The reaction due to one wheel line therefore is 67 529 43 802 kips 1 5417 and the reaction due to a 1 foot strip of lane load is 66 975 2 1 8 688 kips ft 1 5417 10 COM REQUEST LIVE LOAD DISTRIBUTION TO GIRDERS DCN 4 2 COM INPUT NO OF GIRDERS DD1 8 1 4 4 INPUT WIDTH OF CURB DEFINE WIDTH OF ROADWAY DD2 1 333 COM INPUT GIRDER SPACING PERPENDICULAR TO GIRDERS DGS d 6 2 ds 8 8 9 COM INPUT RIGHT CURB BARRIER TO DEFINE WIDTH OF ROADWAY DLG 48 COM INPUT LIVE LOAD REACTIONS DLP 43 802 8 688 7 98 7 34 BRASS PIER 8 PIER ANALYSIS This component will analyze a solid shaft or a frame pier for all AASHTO Loadings i e it converts the loadings to the pier into axial loads shears crossbeam of a frame pier only and moments at various locations on the pier The actions axial loads shears and moments due to t
47. DIM1 is coded as 1 BRASS will analyze a deck supported on as many as 20 girders 19 spaces 19 COMMAND PARAMETERS pee 1 Space 2 Space 3 Space 4 Space 5 Space 6 Space 19 Numbering the supporting girders from left to right enter the space to the girders in feet between girders 1 and 2 Numbering the supporting girders from left to right enter the space normal to the girders in feet between girders 2 and 3 Numbering the supporting girders from left to right enter the space normal to the girders in feet between girders 3 and 4 Numbering the supporting girders from left to right enter the space normal to the girders in feet between girders 4 and 5 Numbering the supporting girders from left to right enter the space normal to the girders in feet between girders 5 and 6 Numbering the supporting girders from left to right enter the space normal to the girders in feet between girders 6 and 7 Etc Numbering the supporting girders from left to right enter the space normal to the girders in feet between girders 19 and 20 9 04 7 16 BRASS PIER EXAMPLE For the Figure shown below DECKC GS 7 6 5 7 8 8 9 11 FIGURES See page 2 2 for information on command continuation lines 2 97 7 17 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME DECKC LODG This command defines several of t
48. E Enter 2 command parameters for Option A or 5 command parameters for Option B 2 or 5 COMMAND PARAMETERS CFA Curve Type Lf PE A Centrifugal Force Input by User Enter the centrifugal force perpendicular to the centerline of roadway in kips Back on line for a double bearing pier For a double bearing pier enter the centrifugal force from the Ahead on Line structure perpendicular to the centerline of roadway in kips B Centrifugal Force to be Calculated by Program Enter 1 for a left curve Enter 2 for a right curve See Figures Enter the design speed in mph Enter the degree of the curve in decimal degrees Enter the reaction at the pier due to live road with all lanes loaded in kips The loading shall be a truck loading not a lane loading Back on Line for a double bearing pier For a double bearing pier enter the reaction at the pier due to live load with all lanes loaded Ahead on Line in kips 2 97 9 37 BRASS PIER EXAMPLE Centrifugal force input CFT 40 12 Centrifugal force to be calculated For a left curve 60 mph design speed 1 5 degree curve and live load reaction of 100 6 kips code CTF 1 60 1 5 100 6 k E xz eaim i de t Ur X X Left Curve Right Curve Curve Types 2 97 9 38 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME LONGITUDINAL This command defines the longitudinal force to be applied
49. EAD REACTION LIVE REACTION WIND LOAD SUPERSTRUCTURE WIND REACTIONL WIND REACTIONR CENTRIFUGAL LONGITUDINAL SHRINKAGE TEMPERATURE EARTHQUAKE BUOYANCY STREAM FLOW ICE PRESSURE 7 99 ABBREVIATION TLE COM RPT PIR SKW CAP COL BRG BRV DLD DRC LRC WND SPR WRL WRR CTF LTF SHR TMP ETQ BUY STF ICE 4 10 COMMAND NUMBER 10 20 55 220 230 240 250 300 320 330 350 410 440 450 460 470 480 490 500 510 515 520 530 540 USAGE Required Optional Optional Required Optional Required Required Required Optional Required Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional BRASS PIER 11 Frame Pier with Distribution of Live Load to Girders COMMAND TITLE COMMENT REPORT LEVEL DECK CON DECKC DIMI DECKC DIM2 DECKC GS DECKC LODG DECKC LODP PIER SKIRTWALL CAP DIM COLUMN DIM BEARING BEARING VS DEAD LOAD DEAD REACTION LIVE COMBINE WIND LOAD SUPERSTRUCTURE WIND REACTIONL WIND REACTIONR CENTRIFUGAL LONGITUDINAL SHRINKAGE TEMPERATURE EARTHQUAKE BUOYANCY STREAM FLOW ICE PRESSURE 7 99 Pid TE LL ABBREVIATION TLE COM RPT DCN DD1 DD2 DGS DLG DLP PIR SKW CAP COL BRG BRV DLD DRC LLC WND SPR WRL WRR CTF LTF SHR TMP ETQ BUY STF ICE 4 11 COMMAND NUMBER USAGE Required Optional Optional Required Required Optional
50. ER COMMAND DESCRIPTION COMMAND NAME COLUMN DATA CDM PURPOSE This command defines the dimensions and properties of the column supported by the footing 6 COMMAND PARAMETERS Shape This parameter specifies the shape of the column see Figure 1 If coded 1 Round column 2 Column with rounded ends 3 Rectangular column See Notes Type This parameter specifies the column type Default 1 If coded 1 Concrete column 25 Masonry wall 3 Column on ametal base Width CW Enter the column width dimension parallel to the x x axis in feet see Figure 2 and Notes Length CL Enter the column length dimension parallel to the y y axis in feet see Figure 2 and Notes Ifthe column is round leave this parameter blank Bar Size Enter the bar size of the longitudinal reinforcement in the column Soil Height C Enter the distance from the ground surface to the top of the footing in feet see Figure 2 and Notes 11 01 12 19 BRASS PIER EXAMPLE For a rectangular column see Figure 1 default blank 1 for concrete width CW 3 ft length CL 7 ft 8 bars in column and cover on top of footing 5 ft code CDM 3 3 7 8 5 FIGURES Figure 1 Column Shapes Figure 2 Column Dimensions When the FOOTING command is preceded in the command set by a COLUMN DIM command the defaults will be as follows Default for Shape 1 for circular column 2 for rectangular column Default for Width
51. Enter the maximum bar size to be considered by the program Enter the minimum number of bars to be placed in Rows 1 and 2 Enter the maximum number of bars to be placed in Rows 1 and 2 Enter the minimum number of bars to be placed in Rows 3 and 4 Enter the maximum number of bars to be placed in Rows 3 and 4 If Upper Limit 0 no bars will be placed in Rows 3 and 4 11 19 BRASS PIERTM COMMAND PARAMETERS Cont B Investigation Enter the cover clear distance from the main reinforcement to the face of the member 1 cover must include the diameter of ties or spirals in inches for Rows 1 and 2 For a rectangular spiral member cover must be the amount of cover in the least dimension Cover Enter the cover clear distance from the main reinforcement to the Default cover in Rows 1 face of the member i e cover must include the diameter of ties and 2 or spirals in inches for Rows 3 and 4 For a rectangular spiral member cover must be the amount of cover in the least dimension Number of Bars Enter the number of bars in Row 1 Row 1 Enter the size of the bars in Row 1 Must be a standard bar designation Bar Size Row 1 Row 2 Default No of Bars in Row 1 Bar Size Enter the size of bars in Row 2 Row 2 Default Bar Size for Row 1 Number of Bars Enter the number of bars in Row 3 Row 3 Bar Size Enter the size of bars in Row 3 Row 3 Number of Bars Enter
52. Expansion Longitudinal Wind Load Bearing Longitudinal Wind Load Bearing L3 Bridge Length of Fixed Design Pier B Fixed Design Pier Bearin L4 Bridge Length of Beari fixed bearings 9 ge Length ng ang fixed bearings i each fixed Pier carries i For example for this bridge of the longitudinal wind load Fixed each fixed Pier carries Bearing of the longitudinal wind on Expansion live load Expansion Bearing i Bearing Longitudinal Wind Load Longitudinal Wind on Live Load For example for this bridge i Fixed Bearing See Moments Shears and Reactions American Institute of Steel Construction 1959 and 1966 or comparable for influence line coefficients 8 03 9 32 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME WIND REACTIONL This command defines user calculated reactions at the girders due to a unit uplift force placed at the windward quarter point of the PURPOSE transverse superstructure section when the wind is blowing on the left side of the superstructure This command is optional for a frame pier See page 9 7 for further explanation 20 COMMAND PARAMETERS WRI Enter the unit reaction at Girder No 1 WR2 Enter the unit reaction at Girder No 2 WR3 Enter the unit reaction at Girder No 3 WR4 Enter the unit reaction at Girder No 4 WRS Enter the unit reaction at Girder No 5 WR6 Enter the unit reaction at Girder No 6 n Etc WR20 Enter the unit re
53. Figure Only one median is allowed 7 99 7 8 BRASS PIER EXAMPLE For the deck shown in the Figure below DECKC DIM2 4 3 8333 j 4 5 4 333 DECK DIMENSIONS NOTES The width of the top of the curb or median must be less than the bottom of the curb or median 10 97 7 9 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME DECKC DIM3 This is the third in a series of commands describing the dimensions of a cross section of a bridge deck PURPOSE It is required only for distribution of dead load to the girders 6 COMMAND PARAMETERS D13 Enter the thickness of the slab in inches Blank Leave blank D15 If there is a supporting soffit at interior girders enter the distance in feet from the centerline of the girder to the beginning of the taper or if there is no taper enter the distance to the edge of the soffit See Figure D16 If there is a supporting soffit at interior girders enter the distance in Default D15 feet from the centerline of the girder to the end of the taper or if there is no taper enter the distance to the edge of the soffit See Figure D17 If there is a supporting soffit enter the thickness of the soffit in inches See Figure D6 If there are curbs or median enter the thickness of the curbs and median in inches See Figure 2 97 7 10 BRASS PIER EXAMPLE For the deck shown in the Figure below DECKC DIM3 8 FIGURES BRASS adds thic
54. For a 30 X 40 rectangular tied member code PCA 1 3 30 40 FIGURES o Ajo Y y Y Y X T X B Width 1 Fora frame pier if the Design Column is left blank one of three processes will occur based on the column properties 1 Ifthe cross sections and lengths are identical for all columns BRASS will make one pass through the moment magnifier and PCA analysis for the worst loading case of all columns 2 Ifthe column cross sections are identical but the column lengths differ BRASS will make one pass through the moment magnifier for each column and one pass through the PCA analysis for the worst case of all columns 3 Ifthe column cross sections differ BRASS will make one pass through the moment magnifier and the PCA analysis for each column NOTE The same steel will be assumed for each column for investigation and the same limits will be assumed for each column for design 2 Investigative Option The IOX and IOY indicators enable the user to specify what axis of bending is to be considered and reported in the output for the investigation option Continued 8 00 11 9 BRASS PIER NOTES continued The following analysis and output is obtained depending on the condition of 1 blank blank 1 20 or blank blank 7 98 Only information about the x axis is given Only information about the y axis is given Interaction information is furnished about both
55. Frame Properties Default 1 Frame Pier only Level 1 Basic report of pier dimensions Level 2 Level 1 plus frame properties for moment distribution 1 distribution factors carry over factors fixed end and simple beam moments due to dead load of pier Also the results from a moment distribution for sidesway are printed Girder Placement Default 1 Frame Pier only Level 1 Report of Girder Locations on pier Level 2 Level 1 plus simple beam moments and shears due to unit girder load Dead Load Default 1 Solid Shaft Pier only Level 1 Report of Dead Load actions Axial Loads Longitudinal and Transverse Moments Level 2 Level 1 plus intermediate results of dead load computations Solid Shaft Pier Level 1 Report of Live Load actions Live Load Default 1 Level 2 Level 1 plus intermediate results of live load computations Frame Pier Level 1 Report of Live Load actions Level 2 Level 1 plus truck positions producing maximum actions Level 3 Level 2 plus Live Load influence values Continued 10 97 6 8 BRASS PIER COMMAND PARAMETERS Cont Wind Load Forces Default 0 Level 0 No report Level 1 Report of wind load computations Wind Load Actions Frame Pier only Default 1 Level 1 Maximum crossbeam actions and all column actions printed Level 2 All crossbeam and column actions printed Level
56. Generator is an optional tool which prompts the user to define the type of pier or pier component deck solid shaft pier frame pier column and footing to be analyzed BRASS PIERTM has the capability to design or analyze each of these components separately or combined with other components If certain components require data input this data can be passed along to the other component analysis routines Repetition of data input for other components is not necessary For example girder spacing and reactions do not need to be input into the cap and pier commands since they are passed downward by the deck commands From this information BRASS PIER provides a series of dialog boxes required to describe the pier or pier component s Once the pier has been defined on the Path Generator dialog box the user can generate the input file by checking each of the EXECUTION boxes in sequence either as 8 00 2 9 BRASS PIERTM a combination of components Multiple Application or as separate components Stand Alone Application Remember the Path Generator displays only those forms that are required for the pier structure or component s that have been defined Additional data may be required for specific cases PROBLEM TYPE BRIDGE DECK amp PIER BRIDGE DECK PIER COLUMN 8 00 Select which pier component s are to be analyzed or designed Up to four boxes may be checked Indicate whether this is a single bearing or double bea
57. IER to its fullest extent The Pier Analysis and Loading Component using the dimensions and loads input will apply the resulting forces to the pier and determine the resultant actions in the pier shear and moment in the cross beam axial load and moment in the columns The PCA Column Design Component when supplied the cross section properties and applied loads will determine the required column reinforcement Ifthe actual column reinforcement is input the program will determine the adequacy of the section to resist the applied loads The Pier Support Component takes the forces at the bottom of the columns and performs one or more types of footing design The Deck Analysis and Loading Component can analyze bridge decks supported on two or more girders up to a maximum of twenty The Deck Loading Component has three purposes The first is to assist the engineer in the analysis of the deck itself See BRASS GIRDER for complete information The second is to assist in the analysis of the longitudinal girder system with the distribution of the dead load of the deck to the girders The third is to assist in the analysis of a frame pier with the distribution of live load to the girder bearings and hence to the pier The deck analysis rating must be done in BRASS GIRDER not BRASS PIER The dead load distribution section of the Deck Analysis and Loading Component will calculate and apply dead load to the deck using the dimensions of the deck cu
58. IM P Frame Pier COMMENT Pier COMMENT _ Column Skirtwall BEARING _ Footing _ Pier COMMENT 1 Maad I nad Daactinns 8 00 2 7 BRASS PIER WARNING As with most commands in BRASS the commands may require placement in the file in a specific order refer to the BRASS manuals Using the Commands menu as well as the Path Generator will place the command generated at the position of the cursor in the command file If you have just opened the file to edit the cursor is automatically placed at the top of the input file Before leaving the Command File to input data from a dialog box ensure the cursor is placed at the END of the Command File or at the location you wish to enter data Individual commands may be inserted in a Command File at any time in any place from a dialog box First open the Command File and place the cursor at the location you wish to insert the command usually before the first character of the following command When the dialog box exits the new command line will be inserted IMPORTANT Be sure to place the cursor in the first space below the last command before continuing to enter data from dialog boxes As always the Command File may be edited at any time using standard editor commands The Command File input data set must be saved and exited before executing BRASS PIERTM Executing BRASS PIER from the Graphical User Interface To execute BRASS PIER you must first open the Comman
59. ION COMMAND NAME SLENDERNESS B SLB This command defines the factors used in the moment magnifiers computations which are unique for each load case This command must be used once for each load case defined with the LOAD PURPOSE COMBINED command DO NOT USE THIS COMMAND IF THE COLUMN DESIGN COMMAND IS PRECEDED IN THE COMMAND SET BY A PIER COMMAND 6 COMMAND PARAMETERS Box Enter the value for D the ratio of the dead load moment to the total moment when bending is about he x axis B is always positive If the above moments have opposite signs the value of Bp should be 0 zero See Note 1 moment on the compression member calculated from a conventional elastic analysis positive if the member is bend in a single curvature negative if bent in double curvature when bending is about the x axis in foot kips Enter 1 if not applicable due to zero end moment See Note 2 Enter the value of M the value of the larger design end dead load moment on the compression member calculated from a conventional elastic analysis always positive when bending is about the x axis in foot kips Enter 1 if not applicable due to a zero end moment or M Enter the value of M the value ofthe smaller design end dead load if M is zero See Note 2 Dp Enter the value for Bp when bending is about the y axis Enter the value of M when bending is about the y axis in foot kips Enter 1 if not applicable Enter the value of M when bending is a
60. M MTR RNF 4 8 USAGE Required Optional Optional Required Optional Optional Required Required Optional Required Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Required Optional Optional Optional Optional Optional Optional Required Optional Required Design Required Optional Required BRASS PIER 9 Frame Pier COMMAND TITLE COMMENT REPORT LEVEL PIER SKIRTWALL CAP DIM COLUMN DIM BEARING BEARING VS DEAD LOAD DEAD REACTION LIVE ACTION WIND LOAD SUPERSTRUCTURE WIND REACTIONL WIND REACTIONR CENTRIFUGAL LONGITUDINAL SHRINKAGE TEMPERATURE EARTHQUAKE BUOYANCY STREAM FLOW ICE PRESSURE 7 99 ABBREVIATION TLE COM RPT PIR SKW CAP COL BRG BRV DLD DRC LAC WND SPR WRL WRR CTF LTF SHR TMP ETQ BUY STF ICE 4 9 COMMAND NUMBER 10 20 55 220 230 240 250 300 320 330 350 380 440 450 460 470 480 490 500 510 515 520 530 540 USAGE Required Optional Optional Required Optional Required Required Required Optional Required Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional BRASS PIER 10 Frame Pier Double Bearing COMMAND TITLE COMMENT REPORT LEVEL PIER SKIRTWALL CAP DIM COLUMN DIM BEARING BEARING VS DEAD LOAD D
61. ME LIVE SOLID2 This command defines the load to be placed within the roadway PURPOSE defined on the LIVE SOLID1 command Required when the LIVE SOLID1 command is used This command must be repeated for a double bearing pier 4 COMMAND PARAMETERS Location Enter the location of the live load being defined 1 Back on Line 2 Ahead on Line Leave blank for a single bearing pier Load Type Enter a code to define the type of load 1 Truck load 2 Lane load Maximum Load Enter the value of the maximum load For a truck load enter the reaction including impact at the pier due to one wheel line being placed longitudinally on the superstructure in kips For a lane load calculate the reaction including impact at the pier due to the lane load being placed longitudinally on the superstructure then distribute this reaction over the 10 ft lane width Enter this value in kips ft Minimum Load For a double bearing pier enter the value of the minimum load which may be an uplift in kips or kips ft for a lane load 2 97 9 23 BRASS PIER EXAMPLE For a Single Bearing Pier Lane Load equals 1 696 K ft code LS2 2 1 696 For a Double Bearing Pier Back on Line Truck Load Maximum 39 22 Kips and Minimum 0 Kips code LS2 1 1 3922 0 For a Double Bearing Pier Ahead on Line Lane Load Maximum 7 50 K ft and Minimum 0 588 K ft code LS2 2 2 7 50 588 NOTES Be sure to ent
62. ND PARAMETERS Spacing y y axis For an investigation or the design of reinforcement only enter the D distance from the centerline of the footing to the first row of piles parallel to the y y axis in feet See Note Spacing x x axis For investigation or the design of reinforcement only enter the B distance from the centerline of the footing to the first row of piles parallel to the x x axis in feet See Note Edge Distance Enter the distance from the edge of the footing to the center of the C outside piles in feet Embedment Enter the distance from the bottom of the footing to the top of the piles in feet Thickness Enter the thickness ofthe footing in feet or minimum thickness for a design If an investigation is desired and the FOOTING command is preceded in the command set by the COLUMN DIM command the default will be as follows Default for Thickness FTGT See page 8 12 Number of Piles For an investigation or the design of reinforcement only enter either the number of piles in the pile cap or the minimum number of piles See Design Option Notes page 12 15 8 00 12 9 BRASS PIER EXAMPLE For a pier with pile spacing parallel to y y axis 8 ft pile spacing parallel to x x axis 2 5 ft edge distance 18 in pile embedment 12 in footing thickness 3 ft and No of piles 6 code PIL 8 2225 L5 d 26 FIGURES Edge Distance Embedment Only the pile configura
63. NGITUDINAL SHRINKAGE TEMPERATURE EARTHQUAKE BUOYANCY STREAM FLOW ICE PRESSURE COLUMN DESIGN FACTORS PROPERTIES REINFORCEMENT A REINFORCEMENT B REINFORCEMENT C SLENDERNESS A 7 99 e COMMAND ABBREVIATION NUMBER TLE 10 COM 20 RPT 55 PIR 220 SKW 230 CAP 240 COL 250 BRG 300 BRV 320 DLD 330 DRC 350 LRC 410 WND 440 SPR 450 WRL 460 WRR 470 CTF 480 LTF 490 SHR 500 TMP 510 ETQ 515 BUY 520 STF 530 ICE 540 PCA 590 FCT 600 PRP 610 RNA 620 RNB 630 RNC 640 SLA 690 4 13 USAGE Required Optional Optional Required Optional Required Required Required Optional Required Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Required Optional Optional Optional Optional Optional Optional BRASS PIERTM 14 Frame Pier with Spread Footing Analysis Design COMMAND TITLE COMMENT REPORT LEVEL PIER SKIRTWALL CAP DIM COLUMN DIM BEARING BEARING VS DEAD LOAD DEAD REACTION LIVE REACTION WIND LOAD SUPERSTRUCTURE WIND REACTIONL WIND REACTIONR CENTRIFUGAL LONGITUDINAL SHRINKAGE TEMPERATURE EARTHQUAKE BUOYANCY STREAM FLOW ICE PRESSURE FOOTING SPREAD SPREAD DESIGN COLUMN DATA MATERIALS REINFORCEMENT 8 03 ABBREVIATION TLE COM RPT PIR SKW CAP COL BRG BRV DLD DRC LRC WND SPR WRL WRR CTF LTF SHR TMP ETQ BUY STF ICE FTG SPF SPD CDM MTR RNF 4 14 COMMAND NUMBER 10
64. OSE spacing is left blank on the BEARING command or not previously input by the DECKC GS command If required it must follow the BEARING command 19 COMMAND PARAMETERS Space 1 Enter the space in feet between girders 1 and 2 Space 2 Enter the space in feet between girders 2 and 3 Space 3 Enter the space in feet between girders 3 and 4 Space 4 Enter the space in feet between girders 4 and 5 Space 5 Enter the space in feet between girders 5 and 6 Space 6 Enter the space in feet between girders 6 and 7 Space 7 Enter the space in feet between girders 7 and 8 Etc Space 19 Enter the space in feet between girders 19 and 20 2 97 8 20 BRASS PIER EXAMPLE NOTES Girder spacing for this command is measured parallel to the centerline of the pier Girders are numbered from left to right See page 2 2 for information on continuation lines Pages 8 24 and 8 25 show partial command sets to illustrate commands described in the PIER 2 97 8 21 BRASS PIER ANALYSIS section SOLID SHAFT PIER SINGLE BEARING FIXED WITHOUT SKIRTWALLS 6 Spa 8 0 49 D 2n m 2 MI rm PIR l 2 1 CAP L 12 4 4 l 5 1 COL 28 667 4 39 11 32 667 3 8 BRG 0 l 14 2 333 8 2 97 8 22 BRASS PIER PIR SKW CAP COL BRG BRG 2 97 10 3 5 8 l 2 10 302 L 6 20 1 0 2 20 gn m
65. Pin Friction If the temperature force is to be calculated by the program enter the A Temp deflection of the top of the pier measured parallel to the centerline of the girders in inches Do not enter 0 0 It is not a valid entry 7 99 9 43 BRASS PIER EXAMPLE For the Figures shown below Same temperature movement in each direction Case 1 TMP l 10 12 Case 2 TMP AS Temperature movement differs for each direction Case 3 TMP 11 5 TMP 12 6 Case 4 TMP TMP NOTES 2 97 9 44 BRASS PIER COMMAND DESCRIPTION BRASS PIER COMMAND NAME EARTHQUAKE PURPOSE This command defines the earthquake forces to be applied to the pier 3 COMMAND PARAMETERS Eqx x Enter the component of the earthquake force parallel to the centerline of the pier in kips Pdy y Enter the component of the earthquake force normal to the centerline of the pier in kips Enter the distance from the top of the footing to the point of application of the earthquake force in feet 4 Default Earthquake force applied to top of pier 2 97 9 45 BRASS PIER EXAMPLE For a parallel component of 10 5 kips a normal component of 5 1 kips the lever arm is the default apply at top of pier cap code ETQ 10 5 5 1 X EQ Moment Longitudinal to Pier Transverse to Deck EQ yy Moment Transverse to Pier Longitudinal to Deck NOTES 2 97 9 46 BRASS PIER
66. S PIER 2 97 11 18 BRASS PIER BRASS PIER COMMAND NAME PURPOSE Cover Default Cover for Rows 1 and 2 Bar Size Lower Limit Default 5 Bar Size Upper Limit Default 11 Number of Bars Lower Limit Default 2 Number of Bars Upper Limit Default 26 Number of Bars Lower Limit Default 0 Upper Limit Default 1 If Lower Limit 0 Default 0 2 If Lower Limit 0 Default 24 Continued 8 00 COMMAND DESCRIPTION REINFORCEMENT B This command defines the placement and size of bars in the column for an investigation or the limits on the number and size of bars for a design of a tied member when the number of bars in rows 1 and 2 differ from the number of bars in rows 3 and 4 NOTE Enter 8 command parameters for Option A or 10 command parameters for Option B 8 or 10 COMMAND PARAMETERS A Design Enter the cover clear distance from the main reinforcement to the face of the member i e cover must include the diameter of ties or spirals in inches for Rows 1 and 2 For a rectangular spiral member cover must be the amount of cover in the least dimension Enter the cover clear distance from the main reinforcement to the face of the member 1 e cover must include the diameter of ties or spirals in inches for Rows 3 and 4 For a rectangular spiral member cover must be the amount of cover in the least dimension Enter the minimum bar size to be considered by the program
67. TRIFUGAL LONGITUDINAL SHRINKAGE TEMPERATURE EARTHQUAKE Continued 2 97 ABBREVIATION TLE COM RPT DCN DD1 DD2 DGS DLG DLP PIR SKW CAP COL BRG BRV DLD DRC LLC SPR WRL WRR CTF LTF SHR TMP ETQ 4 19 COMMAND NUMBER 10 20 55 60 90 100 140 150 180 220 230 240 250 300 320 330 350 430 450 460 470 480 490 500 510 515 USAGE Required Optional Optional Required Required Optional Optional Optional Required Required Optional Required Required Required Optional Required Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional BRASS PIER COMMAND BUOYANCY STREAM FLOW ICE PRESSURE COLUMN DESIGN FACTORS PROPERTIES REINFORCEMENT A REINFORCEMENT B REINFORCEMENT C SLENDERNESS A FOOTING SPREAD SPREAD DESIGN COLUMN DATA MATERIALS REINFORCEMENT 8 03 ABBREVIATION BUY STF ICE PCA FCT PRP RNA RNB RNC SLA FTG SPF SPD CDM MTR RNF 4 20 COMMAND NUMBER 520 530 540 590 600 610 620 630 640 690 710 720 730 760 770 780 USAGE Optional Optional Optional Required Optional Optional Optional Optional Optional Optional Required Optional Required Design Required Optional Required BRASS PIER 20 Column Design Analysis P 1 n y a x Y 1 n EID COMMAND COMMAND ABBREVIATION NUMBER TITLE TLE 10 COMMENT COM 20 REPORT LEVEL RPT 55 COLUMN DESIGN PCA 590
68. UAKE BUOYANCY STREAM FLOW ICE PRESSURE FOOTING PILE PILE DESIGN COLUMN DATA MATERIALS REINFORCEMENT 8 03 ABBREVIATION TLE COM RPT PIR SKW CAP COL BRG BRV DLD DRC LRC WND SPR WRL WRR CTF LTF SHR TMP ETQ BUY STF ICE FTG PIL PLD CDM MTR RNF 4 7 P COMMAND NUMBER USAGE Required Optional Optional Required Optional Optional Required Required Optional Required Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Required Optional Required Design Required Optional Required BRASS PIERTM 8 Solid Shaft Pier with Column Design Analysis amp Spread Footing Design Analysis COMMAND TITLE COMMENT REPORT LEVEL PIER SKIRTWALL CAP DIM COLUMN DIM BEARING BEARING VS DEAD LOAD DEAD ACTION DEAD REACTION LIVE ACTION LIVE SOLID1 LIVE SOLID2 LIVE REACTION WIND LOAD SUPERSTRUCTURE WIND REACTIONL WIND REACTIONR CENTRIFUGAL LONGITUDINAL SHRINKAGE TEMPERATURE EARTHQUAKE BUOYANCY STREAM FLOW ICE PRESSURE COLUMN DESIGN FACTORS PROPERTIES REINFORCEMENT A REINFORCEMENT B REINFORCEMENT C SLENDERNESS A FOOTING SPREAD SPREAD COLUMN DATA MATERIALS REINFORCEMENT 8 03 ABBREVIATION TLE COM RPT PIR SKW CAP COL BRG BRV DLD DAC DRC LAC LS1 LS2 LRC WND SPR WRL WRR CTF LTF SHR TMP ETO BUY STF ICE PCA FCT PRP RNA RNB RNC SLA FTG SPF SPD CD
69. XAMPLE For a spread footing a design of the footing size and reinforcement is required and load factor design for reinforcement is needed for column number 1 code FIG S D L 1 For a pile cap footing design of reinforcement only footing size is known load factor design for reinforcement is needed and column No 2 is desired code FTG P L 2 FIGURES 4 4 SPREAD FOOTING PILE CAP or 8 03 12 4 BRASS PIER 720 BRASS PIER COMMAND DESCRIPTION COMMAND NAME This command defines the dimensions of a spread footing for PURPOSE investigation when the footing size is known or the minimum dimensions of a spread footing for design Required unless preceded by Command 250 COLUMN DIM 3 COMMAND PARAMETERS Width W Enter the dimension parallel to the x x axis in feet or minimum if Default FTGWDT design Length L Default FTGLEN Enter the dimension parallel to the y y axis in feet or minimum if design Thickness T Default FTGT Enter the footing thickness in feet or minimum if design See Page 8 12 7 99 12 5 BRASS PIER EXAMPLE For W 10 feet L 20 feet and T 3 feet SPF 10 20 3 FIGURES 8 00 12 6 BRASS PIER 730 BRASS PIER COMMAND DESCRIPTION COMMAND NAME SPREAD DESIGN This command defines the controls on the design of the footing PURPOSE size This command is required for the Problem Type D for a Spread Footing
70. action at Girder No 20 10 97 9 33 BRASS PIER EXAMPLE For the Figure shown 21 91 14 02 Wind Direction 24 Sl 2 See page 2 2 for information on continuation lines 2 97 9 34 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME WIND REACTIONR This command defines user calculated reactions at the girders due to a unit force placed at the windward quarter of the transverse PURPOSE superstructure section when the wind is blowing on the right side of the superstructure This command is optional for a frame pier See page 9 7 for further explanation WRI Enter the unit reaction at girder 1 WR2 Enter the unit reaction at girder 2 WR3 Enter the unit reaction at girder 3 Enter the unit reaction at girder 4 Enter unit reaction at girder 5 Enter the unit reaction at girder 6 M m M RETE WR20 Enter the unit reaction at girder 20 10 97 9 35 BRASS PIER EXAMPLE For the Figure shown WRR 0004 0023 0093 0348 1298 6096 5663 0735 Wind Direction NOTES See page 2 2 for information on continuation lines 2 97 9 36 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME PURPOSE CENTRIFUGAL This command defines the centrifugal force to be applied to the pier The user may either input the force or input the data necessary to calculate the force NOT
71. ad lane width v H 12 ft lane width Figure 9 1 The rightmost loading lane is then shifted to the right at 1 ft increments until the lane reaches the far right of the roadway Figure 9 2 Each time the lane is moved the new position of the lane combined with the positions of the remaining lanes defines a load case and the actions due to that load case are checked for maximums The next to the rightmost lane is then shifted to the right by a 1 ft increment and the rightmost lane is shifted as far left as it will go Figure 9 3 os Figure 9 2 1 ft shift lt m SS Figure 9 3 2 97 9 2 BRASS PIER This procedure of shifting each lane to the left when the lanes to the right have reached the far right is repeated until all lanes are as far to the right as possible Figure 9 4 When this happens the lanes are all shifted back to the far left and the rightmost lane is removed and the above procedure repeated This procedure of removing the rightmost lane when all lanes 7 Figure 9 4 have been shifted as for right as possible is repeated until only one lane is left and it has been shifted to the far right If the roadway width is not
72. and file Save As Save As Save current command file in the directory and Pri name you specify Print T fil Printer Setup Print Print current command ile Printer Setup Open the windows printer setup to specify a printer Exit Exit BRASS PIER The Open option will display a dialog box that is slightly different than the standard Open box found in most Windows applications BRASS PIER File Edit Search Window Commands Execute Help File Open Directory c pier exe Files Directories abdol dat baker dat bakerl dat baker2 dat File Type baker5 dat griff dat DAT hank bug dat gt POL hank1_dat gt OUT kal dat 4 2 55 501 dat gt All Files You may select any of the filter options by clicking any of the File Type check boxes in the lower right hand corner Creating a BRASS PIER Command File Input Data Set Remember the Windows Graphical User Interface GUI is just a tool for creating an ASCII input 8 00 2 4 BRASS PIER data set On line help and program execution are also available in the GUI however it is not required to use Windows to perform these functions In the GUI the user may create an input data set using any combination of the following three methods 1 By selecting File then New the user is placed in DOS 5 0 EDIT Commands may be typed following the same format and procedures as outlined in the BRASS PIER manual 2 While in EDIT the
73. andard Specifications and WYDOT design practice BRASS POLE Performs a working stress analysis of cantilever sign luminaire and signal support structures Round or polygonal steel poles may be analyzed according to the AASHTO Standard Specifications BRASS DIST Performs a finite strip element analysis to determine the factor for wheel load distribution for any axle spacing or width and any tire configuration of a truck placed at any position on the bridge deck Standard trucks may also be used NOTE AASHTO formulas are based on empirical data and are applicable to six foot axle widths BRASS DIST will also give results for a simple beam deck to girder analysis for dead loads BRASS PAD Performs analysis and design of steel or fabric reinforced elastomeric bearing pads according to the AASHTO Standard or LRFD Specifications 5 05 1 7 BRASS PIER Additional information may be obtained from Keith R Fulton P E State Bridge Engineer Wyoming Department of Transportation 5300 Bishop Boulevard Cheyenne Wyoming 82009 3340 Telephone 307 777 4427 Fax 307 777 4279 E Mail Keith Fulton dot state wy us Web Page http dot state wy us wydot engineering technical programs bridge brass FTP Site ftp brass password wydot ftp dot state wy us Technical Assistance Brian D Olsen P E Bridge Engineer Telephone 307 777 4745 E Mail Brian Olsen dot state wy us When requesting technical assistance pleas
74. at the column is not adequate for load case c Therefore the column must be designed so that no vector passes through the failure surface To accomplish this BRASS PIERT divides the failure surface into 50 windows each 9 wide horizontally and 18 long vertically as shown in Figure 3 BRASS PIERT then finds the load case having the longest vector in each window Generally there are less than 50 because some windows will have no vectors Figure 3 For each load case c the PCA Column Design Component will design the required reinforcement for a reinforced concrete compression member or will investigate the adequacy of a given cross section to resist a similar set of loadings The method of solution is based on accepted ultimate strength theories for reinforced concrete design It will also compute the moment magnifiers AASHTO to take into account slenderness effects 2 97 1 5 BRASS PIER The Pier Support Analysis Component consists of three sections These sections are 1 Spread Footing analysis 2 Footing on Piles analysis 3 Drilling Shaft Foundation analysis Future The Pier Support Analysis Component may be run independently or be included in sequence in a complete pier analysis wherein the loads will be passed automatically to this component BRASS PIER INPUT LANGUAGE allows the bridge engineer to communicate with the problem solving capabilities of BRASS using terminology common to the bridge engineering profession Sys
75. bout the y axis in foot kips Enter 1 if not applicable 2 97 11 33 BRASS PIER EXAMPLE SLB 0 1 l 0 1 1 SLB 130 170 6 200 1 08 3 2 10 7 FIGURES sores 00001 Note 1 See AASHTO 8 16 5 2 7 Note 2 See AASHTO Equation 8 45 General Notes on Design Option 2 97 11 34 BRASS PIER The design phase of the column analysis component of BRASS PIER determines the minimum amount of reinforcement that will satisfy all the loading conditions given in the input The reinforcement pattern to be used and any restrictions as to number of bars and bar sizes is under the control of the engineer through the stipulations given in the input data If no restrictions area given the program will investigate the full range of number of bars and bar sizes until the optimum area of steel is found Even though there are built in procedures to eliminate the checking of obviously inadequate bar patterns such as total area of reinforcement outside the reinforcement ratios permitted by the specifications bar patterns which result in bar spacings where the clear distance between bars is less than allowed by the specifications total area of steel more than an area which has already been found satisfactory etc The amount of computer time required to solve the problem increases proportionally with the number of load cases to be checked and the range of the limits set for number of bars and bar sizes Obviously the enginee
76. ce See notes SF Enter the stream flow force See notes Enter the force due to wind load on the structure See notes Enter the force due to wind Iive load See notes Enter the longitudinal force See notes 2 97 10 6 BRASS PIER EXAMPLE GRB 30 2 107 1 6 35 2 1 FIGURES NOTES All loads in the same load case must have the same units 2 97 10 7 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME PURPOSE This is the third in a series of three commands to define the various loads to be combined as per AASHTO 3 22 5 COMMAND PARAMETERS R Enter the rib shortening force See notes S Enter the shrinkage force See notes T Enter the termperature force See notes ICE Enter the ice pressure force See notes EQ Enter the earthquake force See notes 2 97 10 8 BRASS PIER EXAMPLE GRC 16 2 1 105 20 7 FIGURES NOTES All loads in the same load case must have the same units 2 97 10 9 BRASS PIER 2 97 10 10 BRASS PIER 11 COLUMN DESIGN ANALYSIS General Information The original version of this computer program was developed by Mr Jose M Nieves while serving as Manager of Computer Services Portland Cement Association While the Portland Cement Association has taken every precaution to utilize the existing state of the art and to assure the correctness of the analytical solution and design techniques used in
77. centerline ofthe pier cap in feet See XS in Figure 3 If the girders are not evenly spaced leave blank and use the BEARING VS command If the girder spacing was previously input on the DECKC DIMI command or the DECKC GS command and this is a skewed pier BRASS PIER will adjust the distances correctly XB For a double bearing pier enter the distance between the centerline of the pier cap and the centerline of the bearings measured perpendicular to the centerline of the pier cap in feet See XB in Figure 4 2 97 8 18 BRASS PIER EXAMPLE For an expansion bearing on a single bearing pier skewed 20 right BRG 20 For a fixed bearing ahead on line on a double bearing pier skewed 10 left bearing height of 3 inches BRG 1 10 For Figure 3 BRG 0 For Figure 5 BRG 1 0 2 0 FIGURES Note 2 97 Up Milepost Girder BEARING HEIGHT4 gt d c Figure 1 Figure 2 X 2 25 Figure 3 OLUPFAN gt See Note Figure 5 Figure 4 If there is no cantilever coded as shown measure from the center of the column X may be negative in which case BRASS PIER will treat it as a load on a cantilever 2 8 19 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME BEARING VS This command defines the spacing of the girders when the girders are not evenly spaced This command must be used when the girder PURP
78. cing is constant enter the center to center distance normal to the girders between girders in feet Ifthe spacing varies enter 1 and use the DECKC GS command to describe the spacing See Figure D3 Enter the length of the left cantilever in feet See Figure D4 Default D3 Enter the length of the right cantilever in feet See Figure Enter the distance from the left edge of the deck to the left edge of the median If no median leave blank Only one median is allowed 10 97 7 6 BRASS PIER EXAMPLE For the deck shown in the Figure below DECKC DIM1 8 4 27 75 Ds 02 DECK DIMENSIONS The overall deck width D1 is calculated internally 2 97 7 7 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME DECKC DIM2 This is the second in a series of commands describing the dimensions of a cross section of a bridge deck PURPOSE It is required if the deck has curbs or a median 6 COMMAND PARAMETERS D7 Enter the width of the bottom of the left curb in feet See Figure Enter the width of the top of the left curb in feet See Figure D9 Enter the width of the bottom of the right curb in feet See Figure Default D7 D10 Default D8 Enter the width of the top of the right curb in feet See Figure Enter the width of the bottom of the median in feet See Figure Only one median is allowed Enter the width of the top of the median in feet See
79. ck in feet is equal to the Position No plus 1 Figure 9 6 i 11 Position No 1 lt 9 Position No 1 Position 10 Figure 9 6 If the roadway width is not an integer and the live load placement is repeated by moving the truck from right to left the Position Numbers are defined starting at the right edge of the roadway a mirror image of Figures 9 5 and 9 6 For a solid shaft pier the option to input the action due to dead and live load Axial load Moments about x x and y y axis is also available and is activated by the use of the DEAD ACTION and LIVE ACTION commands For the live load to a solid shaft pier the option is also available to input the reaction at the pier due to the placement of a truck or a lane load on the superstructure The program will then place the truck or lane loads on the pier in numbers and positions to produce maximum actions on the pier The wind load forces will be calculated and applied to the pier based on the data entered in the WIND LOAD and SUPERSTRUCTURE commands Note if the WIND LOAD command is not in the data set no wind load force will be applied The wind load forces are calculated as per AASHTO 3 15 2 which specifies two methods for calculation and application of the wind load forces The first method specifies that the forces due to the wind load be calculated for various angles of wind direction Figure 9 7 9 00 G Girder 60 45 o head e 32 304
80. coding the stage in which each load is to be applied Frame Piers The live loads are applied to the deck by moving a truck or lane load across the roadway from left to right and calculating the reaction to each girder for each position The limits of the roadway are defined by the curb and median dimensions with the user having the option of overriding these limits To obtain the value of the truck load to be applied to the deck assume that one line of wheels is placed directly on the longitudinal girder section see Figure 7 1 Then position the wheels to produce maximum reaction at the pier and calculate the reaction due to that placement When a longitudinal girder analysis program such as BRASS GIRDER is used the reaction may be obtained by dividing the maximum live load reaction due to the truck load by the wheel fraction The truck load is applied as two point loads equal to the reactions input spaced 6 feet apart centered in a 10 foot load lane see Figure 7 2 The value of the lane load to be applied to the deck is obtained by assuming that a one foot strip of the lane load is placed directly on the longitudinal girder section see Figure 7 3 The concentrated load is considered to be distributed over the 10 foot lane width a one foot wide section of that load then being placed directly on the girder section The uniform load and the concentrated load are then placed to produce maximum reaction at the pier and the reaction calculate
81. d When a longitudinal girder analysis program such as BRASS GIRDER is used the reaction may be obtained by dividing the maximum live load reaction due to the lane load by the lane fraction one half the wheel fraction times the lane width 10 feet The load lane is applied as a uniform load distributed over the 10 foot lane width The value of the reaction input is the per foot value of the uniform load When the live load girder reactions are to be available for use in applying the live load to a frame pier the DECK LOADING component must be executed immediately prior to and in the same run as the Pier Analysis component Solid Shaft Piers Live load placement is controlled by the LIVE SOLIDI and LIVE SOLID2 commands Impact Both truck and lane load values should be entered with impact BRASS PIER will divide out the impact for foundation analysis The amount of impact must be entered on the DEAD LOAD command unless the default value is acceptable 2 97 7 1 BRASS PIER One Wheel Line Figure 7 1 Placement of Truck on Girder i ANTT CUN AKO 4 2 97 6 ft wheel spacing centered Position 1 in 10 ft clearance and load Design traffic lane and lane width load lane position shifted to the left edge of roadway 10 ft clearance and load lane width 12 ft design traffic lane width y Truck Wheel Line Figure 7 2 Placement of Truck on Deck gi W Lane Load 10 Inp
82. d File and then close it This activates the Command File and prepares it for execution If you do not activate the Command File BRASS PIER will execute the last Command File work that was performed on during the current session or it will execute the default file input pol Next select Execute then Run Command File You will then be prompted for the input data set file name to run The current activated Command File will be placed in the Input Filename box and the Output Filename will be set to filename OUT Input and Output Filenames Input Filename c pier exe pier2s01 dat Output Filename 2501 Selecting the OK button will begin executing BRASS PIERTM When BRASS PIERT begins execution the screen will turn black for a short time Upon completion ofthe analysis the BRASS PIERTM GUI will reappear To retain messages on the screen 8 00 2 8 BRASS PIER in the case of input data set debugging see section Bugs Gremlins and Other Problems on page 2 10 Viewing BRASS Output Files Output files may be viewed using most text editors or word processors Unfortunately edit control used by the GUI does not utilize enough extended memory to load large output files Therefore you cannot view edit large output files from inside the Graphical User Interface An alternate editor is required Smaller files such as input data sets may be viewed in
83. deck Type II extends to the top of the deck but is outside the edge of the deck Type III extends to near the bottom surface of the deck Only Type I has a step For Types and the dimensions for the step would be 0 LUUD ype Il Type Ill 2 97 8 7 BRASS PIER COMMAND DESCRIPTION BRASS PIER COMMAND NAME CAP DIM This command defines the dimensions of the pier cap PURPOSE Repeat as needed to define all spans 10 COMMAND PARAMETERS Enter the letter or a number to identify the span to be defined as follows L refers to the left cantilever R refers to the right cantilever 1 refers to Span No 1 2 refers to Span No 3 refers to Span No 4 refers to Span No 5 refers to Span No Span Length For an interior span of a frame pier enter the length of the span between the centerline of the columns in feet For the cantilevers of a solid shaft pier enter the length of the cantilever from the face of the column to the end of the cantilever in feet For the cantilevers of a frame pier enter the length of the cantilever from the centerline of the column to the end of the cantilever in feet See SPNLEN in Figures 1 and 2 Cap Width Enter the width of the cap in feet For a solid shaft pier the cap Default CBW width must equal the depth of the shaft See CBW in Figures 1 and 2 Nominal Depth For the interior spans of a frame pier without haunches enter the Defau
84. ders LRC 62 4 71 6 Double Bearing Pier 4 Girders LRC l 213 22 7 LRC 2 6 1 23 Double Bearing Pier 8 Girders LRC 1 127 5 130 6 132 6 132 6 131 4 LRC 2 142 9 144 3 151 6 141 5 141 5 FIGURES See page 2 2 for information on continuation lines 130 6 151 6 Live load reactions should include impact Therefore be sure to enter the amount of impact included in the live load on the DEAD LOAD Command 330 unless the default value is acceptable BRASS PIER will divide out the impact for foundation analysis 8 00 9 26 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME LIVE COMBINE This command defines the truck positions which will be combined to generate the actions for a load case This command is optional PURPOSE for a frame pier and may be used when the Deck Loading Component Live Load to Girders commands are included in the data set See page 9 1 for further explanation This command may be repeated for up to 50 load cases 9 COMMAND PARAMETERS NP Enter the number of truck positions up to a maximum of 8 for this loading Enter the position of Truck 1 P2 Enter the position of Truck No 2 P3 Enter the position of Truck No 3 P4 Enter the position of Truck No 4 PS Enter the position of Truck No 5 P6 Enter the position of Truck No 6 P7 Enter the position of Truck No 7 8 P8 Enter the position of Truck No 8 03 9 2
85. does not exist Wearing Surface Stage Default 1 Code the construction stage in which the uniform load per foot due to the weight of the wearing surface is to be applied to the girders Code 0 if that load does not exist 7 98 7 4 BRASS PIER EXAMPLE The following example is for distribution of dead load to the girders on a composite steel and concrete bridge where the deck is poured in stage 1 non composite section supports the load and the curbs and wearing surface are placed in the second stage after the deck concrete has hardened and the girder acts compositely The deck is continuous over 3 or more girders The Ist blank space will default to 2 and the 2nd blank space will default to 1 DECK CON 3 2 0 2 FIGURES Analysis girder Stage 1 Stage 2 ius Marchardened concrete deck The distributed load to the analyst supported by more comp os the girder due to the curbs and wearing beam section surface amp supported bythe composite STEELAND HARDENED CONCRETE BEAM SECTION NOTES 2 97 7 5 BRASS PIER COMMAND DESCRIPTION BRASS PIER COMMAND NAME DECKC DIMI This is the first in a series of commands used to describe the dimensions ofa cross section of a bridge deck It is always required for a load distribution PURPOSE S COMMAND PARAMETERS NG Enter the number of girders supporting the deck See Figure A maximum of 20 girders may be entered D2 If the girder spa
86. e data necessary to calculate the force due to the ice pressure PURPOSE NOTE Enter 4 command parameters for Option A or 6 command parameters for Option B or 6 COMMAND PARAMETERS ICE A Input of Forces Due to Ice Pressure Enter the component of the force to be applied parallel to the centerline of the pier in kips See Figures 1 amp 3 and Notes ICEN Enter the component of the force to be applied normal to the centerline of the pier in kips See Figure 1 and Notes Enter the distance from the top of the footing to the point of application of the force in feet See Figure 3 Apply ice to all columns Default 0 For a frame pier enter 1 if the ice force is to be applied equally to all columns If 0 or blank the ice force will be applied only to the upstream column B Forces Due to Ice Pressure Calculated by Program Enter the effective ice strength in pounds per square inch Enter the thickness of the ice in feet See Figure 4 Enter the distance from the top of the footing to the center of the ice layer in feet See Figure 3 Enter the direction of the ice flow in decimal degrees See Figure 2 This is a required entry even if the angle is zero degrees I Enter the inclination of the pier nose to vertical in decimal degrees See Figure 4 This is a required entry even if the angle is zero degrees Apply ice to all columns Default 0 For a frame pier enter if the ice
87. e mail or E mail your input data set and mail or fax a description of the problem any error messages any bridge drawings and any hand computations which illustrates the concern See page 2 10 for solutions to common errors A Problem Log number will be assigned to track the progress of resolving the problem You may check the status of the Problem Log by visiting http www dot state wy us brass BRASSProbLog jsp 12 10 1 8 BRASS PIER 2 GENERAL BRASS PIER is designed to assist a bridge engineer in the design or analysis of a pier or it s components To use BRASS PIER the engineer inputs a series of Commands each followed by one or more parameters Basically the engineer needs to describe 1 the bridge deck 2 the pier either solid shaft or frame 3 the placement of the girders on the pier 4 the loads to be applied 5 the properties of the columns and 6 the properties of the footing s Typical Command Sets are provided to help the engineer become acquainted with the system These begin on page 4 1 Numerous defaults are built into BRASS PIER If a Command parameter has a default value listed the parameter may be left blank and the default value will be used Be sure to enter zero when it is a valid desired value Short descriptions of the Commands and their parameters are summarized in the BRASS PIER Command Language Manual If additional information is required each short description of a command has t
88. e used for an investigation problem PURPOSE DO NOT USE THIS COMMAND IF THE COLUMN DESIGN COMMAND IS PRECEDED IN THE COMMAND SET BY A PIER COMMAND 6 COMMAND PARAMETERS P Enter the initial axial load value in kips Enter final axial load value in kips AP Enter the increment value in kips Enter the initial axial load value in kips Enter the final axial load value in kips Enter the increment value in kips 2 97 11 27 BRASS PIER EXAMPLE The following example INC 100 5000 100 50 6000 150 defines 100 to 5000 in increments of 100 and 50 to 6000 in increments of 150 as follows 50 200 250 5600 5750 5900 FIGURES NOTES 2 97 11 28 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME LOAD COMBINED This command defines axial loads combined with uniaxial or biaxial moments to be applied to the column This command may be repeated as needed to define up to 70 load cases PURPOSE DO NOT USE THIS COMMAND IF THE COLUMN DESIGN COMMAND IS PRECEDED IN THIS COMMAND SET BY A PIER COMMAND 6 COMMAND PARAMETERS Enter the axial load in kips Enter the moment applied about the x x axis in foot kips Enter the moment applied about the y y axis in foot kips z z Enter the axial load in kips x Enter the moment applied about the x x axis in foot kips Enter the moment appl
89. ed loads to the bridge deck PURPOSE This command is optional It may be repeated as needed to describe up to a maximum of 9 point loads 4 COMMAND PARAMETERS Load Description Code This parameter causes the effects due to this point load to be labeled in the output with one of the following names Enter the number opposite the label desired Traffic Barrier Traffic Railing Pedestrian Railing Light Standard Utilities Miscellaneous Enter the amount of the point load in kips ft parallel to girder See Figure Enter the distance in feet from the left edge of the bridge deck to the point of application of the point load See Figure Stage Enter the construction stage in which this point load is to be applied Default 1 so that it becomes effective on the analysis girder 7 99 7 20 BRASS PIER EXAMPLE For the figure shown below DECKC LODC 4 0 040 0 0 2 DECKC LODC 2 0 035 0 625 2 FIGURES A 1 foot width of deck Distance the weight of the light standard is distributed C The distance of the light standard fromthe edge of the deck equals zero feet D The distance ofthe guard rail fromthe edge ofthe deck equals 625 feat 1 The bridge is a composite steel and concrete structure The light standard and traffic railing is placed after the concrete has hardened and the deck and girder act compositely so the stage of construction is entered as 2 The light standard weighs 1 2 kips and the w
90. eight is considered to act over 30 feet Therefore the weight per foot equals 1 2 30 0 040 kips ft The guardrail weighs 0 035 kips ft and the weight is considered to act over the entire span of 60 feet The loads used in these examples can be entered using other commands they are just cited here as examples Note The moment due to a rail impact or wind action at the base of a light standard could be entered as a couple of forces at a small distance apart l 1 8 00 7 21 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME DECKC LODU This command allows the user to apply uniform loads to the bridge deck The wearing surface the weight of the deck itself curbs and median are calculated internally PURPOSE This command is optional It may be repeated as needed to describe up to a maximum of 9 different uniform loads 5 COMMAND PARAMETERS Load Description Code The parameter causes the effects due to this uniform load to be labeled in the output with one of the following names Enter the number corresponding to the label desired Concrete topping non wearing surface Asphalt topping non wearing surface Sidewalk not defined by curb dimensions Miscellaneous W Enter the uniform load in kips sq ft gt Enter the distance in feet from the left edge of the deck to the beginning of the uniform load Enter the width in feet of the uniform load Stage Default 1
91. elasticity of the pier concrete in kips per Default 3285 ksi square inch 5 05 8 3 BRASS PIER EXAMPLE Solid Shaft Pier single bearing PIER 15 Frame Pier single bearing PIER 2 FIGURES NOTES 2 97 8 4 BRASS PIERTM EXAMPLE Solid Shaft Pier double bearing step height 4 back on line PIER 1 2222 2291 Frame Pier Single Bearing moment distribution without sidesway correction 3300 ksi PIER 2 1 d 2 3300 FIGURES iu I Solid Shaft Frame Figure 1 PIER TYPES step 71 Ahead i Hack Single Bearing Figure 2 BEARING TYPES 7 98 8 5 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME SKIRTWALL This command defines the dimensions of a skirtwall which may be PURPOSE added to each end of the pier cap for aesthetic purposes This command is optional Le 4 COMMAND PARAMETERS D14 Enter the height of the skirtwall in feet See D14 in Figure D12 Enter the thickness of the skirtwall in inches See D12 in Figure D13 Enter the height of the skirtwall step in inches See D13 in Figure D11 Enter the thickness of the skirtwall step in inches See D11 in Figure 2 97 8 6 BRASS PIER EXAMPLE SKW 14 333 10 9 4 FIGURES D12 011 e Skirtwall D im enc ore NOTES Three types of skirtwall are possible Type I extends to the top of the deck with part of the skirtwall underneath the
92. en neither LOAD AXIAL LOAD INCREMENT nor LOAD COMBINED commands are used The control points of the interaction diagram will be printed for each of the axis requested in the input Control points are identified as follows PZ Pg axial load strength of section in pure compression PB P axial load strength of section at simultaneous assumed ultimate strain of concrete and yielding of tension reinforcement balanced conditions MB MB moment strength of section at simultaneous assumed ultimate strain of concrete and yielding of tension reinforcement balanced conditions MZ moment strength in pure flexure Pu 0 When commands LOAD AXIAL or LOAD INCREMENT are used Moment strengths will be printed for each axial load listed in the input combined bending and axial load strengths If uniaxial interaction data was requested in the input only the moment strength 9 04 11 37 BRASS PIER about the specified axis will be printed If biaxial interaction data was requested in the input the following information will be printed for each axial load 1 Loading Case Number 2 UP Pr axial load strength UMX Myx moment strength in the direction of the x axis with bending considered about the x axis only UMY My moment strength in the direction of the y axis with bending considered about the y axis only DXM My moment strength component in the direction of the x axis when the neutral axis is parallel to the diag
93. ending increment LOAD COMBINED CMB 680 Axial loads combined with uniaxial or biaxial moments SLENDERNESS A SLA 690 Moment magnifier control SLENDERNESS B SLB 700 Moment magnifiers betad factors and end moments FOOTING DESIGN ANALYSIS FOOTING FTG 710 Footing analysis design control SPREAD SPF 720 Spread footing dimensions SPREAD DESIGN SPD 730 Spread footing data for design PILE PIL 740 Pile footing dimensions PILE DESIGN PLD 750 Pile footing data for design COLUMN DATA CDM 760 Column dimensions MATERIALS MTR 770 Properties of footing materials REINFORCEMENT RNF 780 Footing reinforcement data FOOTING SERVICE FSV 790 Service loads FOOTING ULTIM FUL 800 X Ultimate loads 2 97 3 4 BRASS PIER 4 TYPICAL COMMAND SETS 1 Bridge Deck Distribution of Dead Loads to Girders COMMAND COMMAND ABBREVIATION NUMBER USAGE TITLE TLE 10 Required COMMENT COM 20 Optional DECK CON DCN 60 Required DECKC DIM1 DD1 90 Required DECKC DIM2 DD2 100 Optional DECKC DIM3 DD3 110 Required DECKC DIM4 DD4 120 Optional DECKC DIM5 DD5 130 Optional DECKC GS DGS 140 Optional DECKC LODG DLG 150 Optional DECKC LODC DLC 160 Optional DECKC LODU DLU 170 Optional 2 97 4 1 BRASS PIER 2 Bridge Deck Distribution of Live Load to Girders COMMAND COMMAND ABBREVIATION NUMBER USAGE TITLE TLE 10 Required COMMENT COM 20 Optional DECK CON DCN 60 Required DECKC DIMI DDI 90 Required DECKC DIM2 DD2 100 Optional DECKC GS DGS 140 O
94. entries into the dialog box and will close the box This button will write the data to the input data set and leaves the dialog box open This function is useful when a particular command is to be repeated several times with minor changes to the data i e several rows of reinforcing with minor changes in row location If another line of the same command is desired 1 e TLE or CAP this button will Refresh or clear the previous input and reset variables to their default values This button will access the help file for the displayed dialog box NOTE _ If two or more of the same commands are desired do not use Write button for the final entry Use the OK button If you use Write and then OK it will duplicate the last set of 8 00 2 3 BRASS PIER data If you inadvertently click the Write button you may double click the negative symbol in the upper left hand corner or the smallest window displayed to exit properly This writes the values to the input file and exits the dialog box In short OK performs Write and then Cancel in that order Description of the File Option COMMAND FILE This will open the last command file input data set you were working on in this session or will open a blank input data set named input pol Edit Search Window Command File N New Open a new command file New Open Open Open a specific command file Save Save Save the current comm
95. er the amount of impact included in the live load on the DEAD LOAD Command 330 unless the default value is acceptable BRASS PIER will divide out the impact for foundation analysis 8 00 9 24 BRASS PIER COMMAND NAME PURPOSE BRASS PIER COMMAND DESCRIPTION LIVE REACTION This command defines the live load to be applied to the pier solid shaft or frame at each bearing location This command is optional and is used to define the live load to be applied to the pier by input of the girder reactions It is not required if live load distribution is requested on the DECK CON command It may also be repeated up to 99 times to model different truck positions Do not use if LIVE ACTION or LIVE SOLID1 and LIVE SOLID2 is used Location R2 R3 R4 R5 R20 8 00 21 COMMAND PARAMETERS Enter the location of the line of bearings for which the reactions are given 1 Back on Line 2 Ahead on Line Leave blank for a single bearing pier RI Enter the reaction at girder N Enter the reaction at girder N Enter the reaction at girder N Enter the reaction at girder N Enter the reaction at girder N Enter the reaction at girder No 9 25 o 1 in kips o 2 in kips o 3 in kips o 4 in kips o 5 in kips Etc 20 in kips BRASS PIERTM EXAMPLE Single Bearing Pier 4 Girders LRC 99 8 100 6 Single Bearing Pier 7 Gir
96. er with Distribution of Live Load to Girders and Column Analysis Design COMMAND TITLE COMMENT REPORT LEVEL DECK CON DECKC DIMI DECKC DIM2 DECKC GS DECKC LODG DECKC LODP PIER SKIRTWALL CAP DIM COLUMN DIM BEARING BEARING VS DEAD LOAD DEAD REACTION LIVE COMBINE WIND LOAD SUPERSTRUCTURE WIND REACTIONL WIND REACTIONR CENTRIFUGAL LONGITUDINAL SHRINKAGE TEMPERATURE EARTHQUAKE BUOYANCY STREAM FLOW ICE PRESSURE COLUMN DESIGN FACTORS PROPERTIES REINFORCEMENT A REINFORCEMENT B REINFORCEMENT C SLENDERNESS A 2 97 ABBREVIATION TLE COM RPT DCN DDI DD2 DGS DLG DLP PIR SKW CAP COL BRG BRV DLD DRC LLC WND SPR WRL WRR CTF LTF SHR TMP ETQ BUY STF ICE PCA FCT PRP RNA RNB RNC SLA COMMAND NUMBER 10 20 23 60 90 100 140 150 180 220 230 240 250 300 320 330 350 430 440 450 460 470 480 490 500 510 515 520 530 540 590 600 610 620 630 640 690 USAGE Required Optional Optional Required Required Optional Optional Optional Required Required Optional Required Required Required Optional Required Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Required Optional Optional Optional Optional Optional Optional BRASS PIER 18 Frame Pier with Distribution of Live Load to Girders and Spread Footing Analysis Design
97. force is to be applied equally to all columns If 0 or blank the ice force will be applied only to the upstream column 5 05 9 51 BRASS PIER EXAMPLE For ice flow from left to right code ICE 50 1 7 5 6 3 For ice flow from right to left code ICE 50 1 7 5 6 3 For an ice strength of 200 psi an ice thickness of 2 ft a distance from the top of the footing to the center of the ice layer is 3 5 ft an ice flow from right to left and pier inclination is zero degrees code ICE 200 2 3 5 180 0 FIGURES Upstation ICE 45 ICE ICE n Apply ice Apaly ice Pant rate this ICE force in this 180 direction as a direction a5 a 315 270 225 positive value negative value DIRECTION OF ICE ACTION Figure 1 X Figure 2 SSS SSS Ice forces normal to the centerline of the pier are applied up station and down station automatically by the program and both cases analyzed for maximum actions 5 05 9 52 BRASS PIER 2 97 9 53 BRASS PIER 10 COMBINATION OF LOADS The combination of crossbeam and column actions due to various loadings applied to the pier is performed automatically by BRASS PIER The combining of loads is performed as per AASHTO 3 22 This section describes the capability to run the Combination of Loads Component as a stand alone program The following commands are required TITLE GROUP CONTROL GROUP A GROUP B GROUP C 2 97 10 1 BRASS PIER
98. g MAX MT The maximum transverse beam shear in the footing MAX VT The maximum peripheral shear in the footing MAX VP The maximum longitudinal moment in the footing MAX ML The maximum longitudinal beam shear in the footing MAX VL The maximum soil or pile uplift MAX P3 Dl qe The soil uplift has no structural meaning since the soil has no tension capacity but it does give an indication that reinforcement steel may be needed in the top of the footing The load effect of MAX P1 and MAX P3 will be Service Loads The load effects for the other five load cases will be Service Load or Factored Loads depending on the design option For each of the seven load cases 19 items will be printed These items are l FG The footing F which has the imposed loads used with same designs and the Group number G of the load case 1s given in these columns 2 LUD The live load case identification for the load case is given in this column For Groups 2 and 5 this column will be blank 3 WC The wind case in the form I J will be given in this column Iis the wind direction and J is the combination number An R will appear after the wind case if it is reversed 4 ES A E or S in this column indicates Expansion or Shrinkage is included in this load case Otherwise this column is blank Sp GL A C in this column indicates centrifugal force is included in the load case If not the column is left blank 6 S An S in this column i
99. gs on the pier 1 e distance from the left end of the pier to the centerline of the bearing and offset from the centerline of the pier to the centerline of the bearing for a double bearing pier only For a single bearing pier the bearing is assumed to be placed over the centerline of the pier Figure 8 3 cu Ir Girder E t Girder m LL cn iH 1 MAE Girder gt Single Bearing Pier Double Bearing Pier Figure 8 3 When defining the location of the bearings or the loads to be applied to the bearings for a double bearing pier it is necessary to indicate which line of bearings is being defined The bearings are described as being either back on line or ahead on line Figure 8 4 Ahead on Line Abut H o 1 Abut Ha 2 Fier Ha 1 Fier Ha Z Pier 3 Figure 8 4 2 97 8 16 BRASS PIER The orientation of the girder bearings refers to the relationship between the centerline of bearing and the centerline of the pier normally called the skew If the centerline of bearing is parallel to the centerline of the pier the skew is 0 and the pier is referred to as a normal pier Figure 8 3 When the centerline of bearing is not parallel to the centerline of the pier the pier is referred to as a skewed pier and the angle between the centerline of bearing and pier called the skew must be given in decimal degrees A right hand skew is positive and a left hand skew is negative
100. he material parameters and dimensions needed for the program to calculate the dead load of the deck curbs median and wearing surface and placement of wheel PURPOSE loads This command is required for the loading of concrete decks unless all defaults are used 4 4COMMANDPARAMETERS PARAMETERS WI Enter the density of the concrete used in the deck curbs and Default 0 150 median in kips per cubic foot W2 Enter the weight of one square foot of the wearing surface in kips Default 0 018 XL Default left curb defines left edge of travelway Enter the distance in feet from the left edge of the deck to the left edge of the travelway This distance controls placement of the wheel loads for cantilever actions and the limits of wearing surface if it exists XR Default right curb defines right edge of travelway Enter the distance in feet from the left edge of the deck to the right edge of the travelway This distance controls placement of the wheel loads for cantilever actions and the limits of wearing surface if it exists 2 97 7 18 BRASS PIER EXAMPLE For the Figure shown below DECKC LODG 0 018 DECK LOADING BRASS PIER will deduct the base area of the median from the area subjected to W2 wearing surface load 2 97 7 19 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME DECKC LODC This command allows the user to apply concentrat
101. he number reference for the full description contained in this manual Each input Command Set must begin with one or two TITLE commands Optional COMMENT commands may be used as often as needed to document the input series of commands The commands must be arranged in the order shown to describe the problem However not all of these groups of commands are required 1 Bridge Deck 2 Solid Shaft or Frame Pier 3 Girder Location 4 Loads Dead Load Live Load Wind Load Centrifugal Force Longitudinal Force Shrinkage Temperature Earthquake Buoyancy Stream Flow Ice Pressure 5 Column Design Analysis 6 Footing Design Analysis An overview precedes each of the above groups of commands and is tabbed for quick reference 8 00 2 1 BRASS PIER Input Format The commands guide the user in building an ASCII data file This data file is developed in a command format Each line begins with acommand which describes data entries hereinafter referred to as parameters A blank space following the command is required The data may be entered as a real including a decimal an exponential i e 12 345e4 an integer excluding a decimal point or an alpha character Zero is not the same as a blank Alpha characters are NOT case sensitive Default entries are given with most commands and are employed by a blank field or by omission of the command in those cases where all default values are desired Each command has a three character abbreviati
102. he various loadings are combined according to AASHTO 3 22 Combinations of Loads Load Factor Design The Solid Shaft Pier section will analyze a pier with a single column U 2 The Frame Pier section will analyze any single story open frame bent with a minimum of two and a maximum of six columns Cantilevers are permissible on one or both ends of the bent Columns may be either round or rectangular in cross section and each one may have a different length Crossbeam spans between columns may be of different length and size and haunches may be straight or parabolic The method of analysis is moment distribution with or without sidesway correction Fixity of the columns at the footing may vary from a pin connection to a rigid connection and is left as an option to the designer 2 97 8 1 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME PURPOSE This command controls pier analysis It is required whenever a solid shaft pier or a frame bent is to be analyzed 7 COMMAND PARAMETERS Pier Type Two types of piers are possible Code 1 for solid shaft pier or Code 2 for a frame bent See Figure 1 Column Type Default 2 for a solid shaft pier 1 for a frame pier Columns may be divided into two classifications based on the type of lateral reinforcement in the column either Code 1 for spiral reinforcement a continuous bar or wire evenly spaced or Code 2 for Ties
103. ied about the axis in foot kips 2 97 11 29 BRASS PIER EXAMPLE The following defines axial loads amp moments for 6 load cases CMB 300 23 37 53 37 53 175 06 39 55 68 22 CMB 50 6 39 55 68 72 21245 114 41 55 76 CMB 187 98 14 41 55 76 For this case when the actual member is subjected to biaxial bending the user can resolve the two components into one resultant and input this as a uniaxial moment In the design option the axis chosen must be the same for all loadings In the investigation option the axis chosen must be the one indicated in the COLUMN DESIGN command under IOX and IOY 10 97 11 30 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME SLENDERNESS A This command defines the constant factors used in calculating the PURPOSE moment magnifiers which approximate the effects of slenderness according to AASHTO 8 16 5 2 7 COMMAND PARAMETERS BRACE Enter 1 if the column is braced against bending about the x axis otherwise leave blank BRACE Enter 1 if the column is braced against bending about the y axis otherwise leave blank 0 Enter the length of the column to be used when bending is about the x axis in feet 0 Enter the length of the column to be used when bending is about the y axis in feet k Enter the effective length factor to be used when bending is about the x axis Enter the effective length factor to be used when bending is about the y a
104. ied by 6 Cm Where 6 gt 1 0 1 P P 5 05 11 2 BRASS PIER is set by the program at 0 70 for tied member and 0 75 for round or spiral members P is calculated by EI 1 If the analysis is for an investigation of an existing degign and the size and number of reinforcing steel bars are known the program uses the greater of AASHTO Equation 8 43 or 8 44 to calculate EI If the analysis is for a design then the program uses Equation 8 44 B and E are input by the user I is calculated by bh for rectangular members and by x d for round members 12 64 Cy is calculated by 0 6 0 4 M M but not less than 0 4 M and M are input by the user f The program will not handle column groups 1 5 Ec psi 33w ru 0 lt 6 lt 6 2 3 ui c psi e For 9 lt rr p fe B5 o 8Sf un For 0 fe 0 0 5 y 0 003 Strain a Concrete Figure 11 1 2 Computations of strength are based on the satisfaction of the applicable conditions of equilibrium and compatibility of strains The stress strain relationship for concrete is assumed as shown in Figure 11 1 There are provisions in the input to enable the user to change some of the parameters which affect the shape of the compression block 3 Concrete displaced by reinforcement in compression is deducted from the compression block 11 01 11 3 BRASS PIER 4 St
105. ing the function should remove the check mark in front of the words Show Writes Bugs Gremlins and Other Problems Inevitably every user will have an input data set that will not run properly Based on past experience approximately 90 of all problem logs are user error Naturally this should be the first place to look when BRASS won t run A lot of error and warning messages have been written into the source code to handle the most common errors It is nearly impossible to anticipate every error which may occur When searching for coding errors check the output file and or screen messages for clues to the problem Occasionally error messages flash on screen too fast for reading There are two methods to retain these messages on screen First run BRASS PIER from the DOS prompt as described on page 2 2 Second edit the PIER shortcut file In Windows Explorer locate the file C PIER EXE Pier Explorer will display the MS DOS icon with this file Right click on the file and select the Program tab To display all error messages make sure the box saying Close on exit in the lower portion of the dialog box is not checked 8 00 2 10 BRASS PIER Pier Properties C PIER EXE PIERWIN EXE CAPIERNEXE Normal window LER OK Spp Other common error messages are Math Er
106. ion at girder No 4 in kips R5 Enter the reaction at girder No 5 in kips R6 Enter the reaction at girder No 6 in kips n Etc R20 Enter the reaction at girder No 20 in kips 2 97 9 17 BRASS PIER EXAMPLE Single Bearing Pier 5 girders DRC 108 04 99 99 105 9 99 88 108 04 Single Bearing Pier 8 girders DRC 172 03 128 52 144 47 140 01 142 48 137 35 173 70 131 79 Double Bearing Pier 4 Girders COM BACK ON LINE DRC 1 157 23 117 84 135 59 130 88 COM AHEAD ON LINE DRC 2 161 91 110 90 137 41 130 41 Double Bearing Pier 10 Girders COM BACK ON LINE DRC 1 157 23 117 84 130 59 130 88 132 02 132 16 130 41 137 41 110 90 161 91 COM AHEAD ON LINE DRC 2 161 91 110 90 137 41 130 41 132 16 132 02 130 88 135 59 117 84 157 23 NOTES See page 2 2 for information on continuation lines Negative reactions are considered in the analysis 8 03 9 18 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME LIVE ACTION This command defines the live load actions with impact to be applied to a solid shaft pier This command may be repeated to PURPOSE define up to 10 actions This command is optional Do not use if LIVE SOLID1 and LIVE SOLID2 or LIVE REACTION is used 6 COMMAND PARAMETERS P Enter the axial load in kips for case 1 3 5 etc M Enter the moment about the x x axis in ft kips M Enter the moment about the y y axis in ft
107. is The placement of the curbs railing etc on the slab is analyzed by BRASS PIER in the same method mentioned above to determine the uniform loads to apply to the individual composite girders in the structural analysis The input command set for the dead load distribution run may be saved and with minor modifications used for the live load distribution for frame pier analysis The live load distribution section of the Deck Loading Component will position a specified live load truck or lane transversely on roadway at one foot intervals and calculate the live load reaction to each girder for each position The resulting live load reactions are stored internally for use by the frame section of the Pier Analysis and Loading Component The live load distribution section must be executed immediately prior to and in the same run as the frame section of the Pier Analysis and Loading Component so that the live load reactions will be available for use in applying the live load to the pier The Pier Analysis and Loading Component will analyze either solid shaft piers or frame piers with two to six columns The loads which may be applied are Dead Live Wind Shrinkage Temperature Centrifugal Force Longitudinal Force Earthquake Buoyancy Stream Flow and Ice Pressure The vertical loads from the superstructure Dead and Live load may be applied by either input of the girder reactions or automatically through the Deck Analysis and Loading Component
108. kips feet foot MTF is the moment in the footing at the face of the column parallel to the y y axis per foot of footing width 17 MLF is the moment in the footing at the face of the column parallel to the x x axis per foot of footing width 18 VBF kips foot VBF is the beam shear in the footing in the transverse or longitudinal direction at the critical section d from the face of the column per foot of footing width 19 VPF kips foot VPF is the peripheral shear in the footing at the critical section d 2 from the face of the column per foot of peripheral length NOTE The weight of the soil and footing are considered when computing MTF VBF and VPF 20 LOAD This column contains the identification of the maximum load case 1 e Maximum moment shear etc The footing analysis design results will consist of the footing size bar reinforcement steel and section capabilities 8 00 12 32 BRASS PIER 10 11 12 13 14 15 8 00 L feet L is the footing length parallel to the y y axis In a design problem this is the required length W feet W is the footing width parallel to the x x axis In a design problem this is the required width T feet T is the thickness of the footing In a design problem this is the required thickness P1 PA P1 PA is the ratio of the maximum corner soil pressure or pile reaction to the allowable soil stress or pile capacity under the design op
109. kness of taper to D13 if the taper is flatter than 45 Soffits on interior girders are assumed to be symmetrical about the vertical centerline of the girder The dimensions described may also be used to describe fillets on concrete girders 2 97 7 11 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME DECKC DIM4 This is the fourth in a series of commands describing the dimensions of a cross section of a bridge deck PURPOSE It is required on a dead load distribution to girders run if there are the soffits above the exterior girders 6 COMMAND PARAMETERS D19 Enter the distance from the centerline of the left exterior girder in feet to the beginning of the left taper or if there is no taper enter the distance to the left edge of the soffit See Figure D20 Enter the distance from the centerline of the left exterior girder in feet to the end of the left taper or if there is no taper enter the distance to the left edge of the soffit See Figure D23 Enter the thickness of the left soffit in inches D21 Default D19 If the soffit is not symmetrical about the centerline of the left exterior girder enter the distance from the centerline of the left exterior girder to the beginning of the right taper or if there is no taper the distance in feet to the right edge of the soffit See Figure D22 Default D20 If the soffit is not symmetrical about the centerline of the left exteri
110. l 0 110 kips cu ft code MIR 3 3250 1 5 0 110 FIGURES NOTES 7 98 12 22 BRASS PIER 780 BRASS PIER COMMAND DESCRIPTION COMMAND NAME PURPOSE Bar Size Lower Limit Default 4 Bar Size Upper Limit Default 11 Cover Bottom Default 15 in For pile footings 3 in for spread footings Maximum Bar Spacing Default 18 inches Minimum Bar Spacing Default The diameter of the bar number being considered in the design iteration Bar size for Effective Shear Depth Default Bar Size Upper Limit Bar Direction Bar Size Continued 8 03 REINFORCEMENT This command defines the limits on the bar sizes to be considered in a design or the size and spacing of bars for an investigation This command is required NOTE Use 6 command parameters for Option A or 6 command parameters for Option B 6 COMMAND PARAMETERS A Design See Note 1 Enter the minimum bar size to be considered Enter the maximum bar size to be considered Enter the clear distance in inches from the bottom of the footing to the bottom layer of reinforcement in the footing See Note 3 Enter the maximum bar spacing in inches to be used in both the x and y direction Enter the minimum bar spacing in inches to be used in both the x and y direction Enter the bar size to be used to determine the effective depth for shear for footing thickness design See Note 2 B Investigation Enter a code t
111. l to that of the case being investigated The strength of the cross section for the eccentricity will then be computed and the relationship between the strength and the applied loading will be reported Method of Solution The method of solution is based on accepted ultimate strength theories for reinforced concrete design Where applicable the design assumptions and limits used conform to the provisions of both specifications cited in Design Specifications Page 11 1 A brief summary of the method of solution follows 1 When requested moment magnifiers are calculated based on the following a unsupported length 1 is considered in each direction of bending for members i e ly and ly must be input b The radius of gyration used by the program is 0 30 times the overall dimension in the direction in which stability is being considered for rectangular members and 0 25 times the diameter for circular compression members Other shapes cannot be used if the moment magnifier is required c The effective length factor k must be calculated and input by the user d The program checks the value if K1 r and for members braced against sidesway ignores effects of slenderness when it is less than 34 12M M For members not braced against sidesway it ignores slenderness effects when kl r is less than 22 If it is greater than 100 a message will be output and the program will terminate e design moments magnif
112. lt CBND for a depth of the cap in feet For the interior spans of a frame pier with cantilever haunches enter the depth of the cap that does not include the haunches in feet or For a cantilever enter the depth of the cap at the end of the cantilever in feet See CBND in Figures 1 and 2 Continued 10 97 8 8 BRASS PIER EXAMPLE For a pier cap with a left cantilever cantilever length 5 25 ft width 3 ft and nominal depth 4 ft code I 2 gt gt 5 1 For a frame pier with a span between columns span No 1 span length 12 ft cap width 3 ft and nominal depth 4 ft code 1 Figure 1 Solid Shaft Pier Figure gt Frame Pier SEC TION 2 97 8 9 BRASS PIER COMMAND PARAMETERS Cont The next 5 parameters apply only to a span with a haunched crossbeam Type Enter a code to specify the type of haunch being defined Code Haunch Type 1 Straight Taper 2 Parabolic Taper Haunch Depth The haunch depth is the difference between the depth of the cap at the face of the column and the nominal depth of the cap For an interior span enter the depth of the left haunch in feet See HDL in Figures 1 and 2 For a left OR right cantilever enter the depth of the haunch in feet See DEPTH in Figures 1 and 2 The next 3 parameters apply only to interior spans HLL Enter the length of the left haunch in feet The haunch length is measured from the face of the column to the point
113. m reaction at the pier in kips per foot See Figure 2 The following parameters apply only for a double bearing pier Enter the reaction due to the longitudinal placement of one wheel line directly over the girder for minimum positive or maximum Single Bearing Pier DECKC LODP 43 802 8 688 Double Bearing Pier DECKC LODP 32 02 6 404 4 477 894 FIGURES 1 Ft strip of lane load Figure 1 Back on line lt DECK AHD3 Back on line p Ahead on line Minimum Allowable Spacing DECKC LODP iin DECK AHD3 Back on line Ahead on line EXAMPLE LOADING CASES Figure 3 Enter the wheel and lane loads with impact The DEAD LOAD command must also be used if a pier analysis is to be performed unless the impact default values of 1 3 are acceptable BRASS PIER will divide out the impact for foundation analysis For double bearing piers the engineer 1s responsible for determining reasonable values for Pmax and Pmin for both back on line and ahead on line 3 06 7 25 BRASS PIER COMMAND DESCRIPTION BRASS PIER COMMAND NAME DECK AHD1 This command defines the dimensions of a cross section of a bridge deck necessary for the computation of the reactions due to the placement of the live load on the deck for the superstructure located ahead on line on a double bearing pier This command is required for a double bearing pier PURPOSE This comma
114. n length 30 ft footing width 6 ft footing length 6 ft and footing thickness 2 ft code 30 6 6 2 4 O0 3 For a rectangular column No 1 width 3 ft and depth 4 ft code 4 30 6 6 2 4 1 Figure 7 99 8 13 BRASS PIER COMMAND PARAMETERS Cont DTF Enter the distance from the ground line to the top of the footing in feet See DTF in Figures 1 and 2 FIXITY The following parameters apply only to a frame pier Enter a code to define the fixity at the bottom of the column 0 represents a column which is fully fixed or rigid at the bottom 1 represents a column which is pin connected at the bottom The code may be any value between 0 and 1 Identical Enter the number of columns identical to this column 2 97 8 14 BRASS PIER EXAMPLE For a depth to top of footing 4 ft column fixed at the bottom columns 2 3 and 4 identical to column No 1 code COL 1 3 COL 1 3 4 FIGURES titel Figure 1 FIgure z Notes for parameter No 10 The value entered in this parameter will be the number of columns identical to the column defined adjacent and to the right i e if parameter No 1 is 2 and parameter No 10 is 3 then columns 3 4 and 5 will be identical to column No 2 Most of the loads applied to the pier are applied through the girder bearings Therefore it is 2 97 8 15 BRASS PIER necessary to define the location and the position of the bearin
115. n use the on line Help system to view information about any BRASS PIER command or dialog box To access the complete Help file choose the Help command from the Menu bar Clicking on any green text hypertext will place you in the Help section pertaining to that text The Help file can also be accessed by pressing the Help button in any of the dialog boxes Doing so will place you in the Help file pertaining to that particular command You can also obtain help for a particular command by placing the cursor on any line in the Command File and pressing the Ctrl F1 gt keys simultaneously Refer to your Microsoft Windows documentation for directions using Help Some users requested immediate notification that data was being written to the Command File The menu item Help gt Show Writes will display a dialog box that shows the data that was written to the Command File when the Write button is selected 8 06 2 9 BRASS PIER BRASS PIER t Search Window Commands Execute Help Column amp Footing Dimensions Solid Shaft Pier ONLY COL Round Column Diameter or Rectangular Column Width ft Length ft CLMLEN Footing Thickness ft Data Written COLUMN DIM 22 0000 3 0000 34 0000 5 0000 26 0000 3 0000 5 0000 Rectangular Cd Depth ft Lea BLANK if circul p Footing Width ft If you inadvertently activated the function you can disable it by choosing Help gt Show Writes Disabl
116. nal Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Required Optional Optional Optional Optional Optional Optional BRASS PIER 6 Solid Shaft Pier with Spread Footing Design Analysis COMMAND TITLE COMMENT REPORT LEVEL PIER SKIRTWALL CAP DIM COLUMN DIM BEARING BEARING VS DEAD LOAD DEAD ACTION DEAD REACTION LIVE ACTION LIVE SOLID1 LIVE SOLID2 LIVE REACTION WIND LOAD SUPERSTRUCTURE WIND REACTIONL WIND REACTIONR CENTRIFUGAL LONGITUDINAL SHRINKAGE TEMPERATURE EARTHQUAKE BUOYANCY STREAM FLOW ICE PRESSURE FOOTING SPREAD SPREAD DESIGN COLUMN DATA MATERIALS REINFORCEMENT 8 03 4 6 COMMAND NUMBER 780 USAGE Required Optional Optional Required Optional Optional Required Required Optional Required Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Required Optional Required Design Required Optional Required BRASS PIER 7 Solid Shaft Pier with Pile Footing Design Analysis COMMAND TITLE COMMENT REPORT LEVEL PIER SKIRTWALL CAP DIM COLUMN DIM BEARING BEARING VS DEAD LOAD DEAD REACTION LIVE REACTION WIND LOAD SUPERSTRUCTURE WIND REACTIONL WIND REACTIONR CENTRIFUGAL LONGITUDINAL SHRINKAGE TEMPERATURE EARTHQ
117. nalysis Frame Pier Analysis Load Generation Pier Analysis Combination of Loads Group Loads Column Design Pier Support Analysis 6 5 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME SYSTEM 3 This command turns on traces of intermediate values from one or more subroutine numbers The command may be repeated if more PURPOSE than 6 subroutines are to be traced This command is optional 6 COMMAND PARAMETER First Subroutine Enter the number of the BRASS PIER subroutine to be traced Second Subroutine Enter the number of the BRASS PIER subroutine to be traced Third Subroutine Enter the number of the BRASS PIER subroutine to be traced Fourth Subroutine Enter the number of the BRASS PIER subroutine to be traced Fifth Subroutine Enter the number of the BRASS PIER subroutine to be traced Sixth Subroutine Enter the number of the BRASS PIER subroutine to be traced NOTE Refer to Section VI of the BRASS PIER Systems Manual 2 97 6 6 BRASS PIER EXAMPLE SYSTEM 3 5 33 34 The above will turn on a trace of subroutines COMP GLINPU and GLOA FIGURES NOTES 2 97 6 7 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME REPORT LEVEL This command is used to specify the level of output reporting desired Enter zero if the particular report is not desired PURPOSE This command is optional 10 COMMAND PARAMETERS Deck Future Leave blank
118. nd is used for Frame Piers Only 4 COMMAND PARAMETERS NG Enter the number of girders supporting the deck If the girder spacing is constant enter the center to center distance between girders in feet If the spacing varies enter 1 and use the DECK AHD2 command to describe the spacing See Figure Enter the length of the left cantilever in feet See Figure D4 Default D3 Enter the length of the right cantilever in feet See Figure 2 97 7 26 BRASS PIER EXAMPLE DECK AHD1 99 8 d Will default to 4 4 0 g o 8 0 8 0 BL a g q CU DECK DIMENSIONS NOTES 2 97 7 27 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME DECK AHD2 This command defines the spacing of the girders when the girders are not evenly spaced This command must be used when the girder PURPOSE spacing second parameter of the DECK AHD1 has been left blank This command is used for Frame Piers Only 19 COMMAND PARAMETERS Numbering the supporting girders from left to right enter the space in feet between girders 1 and 2 Numbering the supporting girders from left to right enter the space in feet between girders 2 and 3 Numbering the supporting girders from left to right enter the space in feet between girders 3 and 74 Numbering the supporting girders from left to right enter the space in feet between girders 4 and 5 Numbering the supporting girders from left
119. nd the live load reactions for a solid shaft pier analysis are input by the user The live load reactions for a frame pier analysis may be either input by the user or generated by the DECK LOADING COMPONENT The live load reactions generated by the DECK LOADING COMPONENT are the result of one truck or lane being moved from left to right across the deck at one foot intervals Two methods of combining live load reaction for multiple loaded lanes are available and are controlled by the use of the LIVE COMBINE command In method one the program applies the live load to the frame and generates actions due to each truck position then combines the actions due to all possible placement of trucks on the roadway and searches for maximums Method one is activated when the DECK LOADING COMPONENT Live Load to Girders Section is requested and the LIVE COMBINE command is not entered Method two activated when the LIVE COMBINE command is used combines the actions due to the truck positions input on the LIVE COMBINE commands and searches for maximums Placement of the trucks on the bridge roadway to search for maximum actions is accomplished as follows The maximum number of lanes possible for the given roadway is determined and the structure is loaded with the maximum number of lanes all lanes shifted to the far left of the roadway Figure 9 1 2 97 9 1 BRASS PIER 6 Ft wheelspacing centered in 10 ft load lane width 7 10 ft lo
120. ndicates stream flow effects are included in the load case 7 kips This column contains the axial load on the footing from the column The soil weight or footing weight is not included Impact has been removed if given in the input 8 MT kip feet MT is the moment M at the top of the footing about the axis with live load impact removed if given in the input 8 00 12 31 BRASS PIER 9 VT kips VT is the horizontal shear at the top of the footing parallel to the x x axis with live load impact removed if given in the input 10 ML kip feet ML is the moment M at the top of the footing about the x x axis with live load impact removed if given in the input 11 VL kips VL is the horizontal shear at the top of the footing parallel to the y y axis with live load impact removed if given in the input 12 P4 kips or kips sq ft P4 is the corner soil pressure or pile reaction where causes tension and M causes compression 13 P3 kips or kips sq ft P3 is the corner soil pressure or pile reaction where M yy and M cause tension 14 P2 kips or kips sq ft P2 is the corner soil pressure or pile reaction where M xx causes tension and M causes compression 15 kips or kips sq ft is the corner soil pressure or pile reaction where M and M cause compression NOTE The P1 P2 P3 and P4 values contain the weight of the soil and footing 16 MTF
121. ng three span 456 long bridge with spans 1 and 3 138 and span 2 180 the span ratio is approximately 1 3 Using a table of moments shears and reactions the reactions at Pier 1 are a function of the lateral wind force times the and Total Area Influence Coefficients times the length of the exterior span From the table the Area Influence Coefficient at Pier 1 is 1 3604 and the Total Area Influence Coefficient is 1 2855 L1 L Total Area Influence Coefficient 138 1 2855 177 4 L2 L Area Influence Coefficient 138 1 3604 187 7 The reactions at Pier 1 are also a function of the longitudinal wind force on the superstructure and live loads times the superstructure length carried by a fixed bearing In this example L3 456 2 fixed supports 228 The height of the exposed superstructure is 8 563 feet SPR 177 4 187 7 456 0 8 563 Other analysis programs may be used to calculate the superstructure lengths which influence the pier reactions FIGURES lt Abut Abut Lateral Wind Load Lag al ni b Design Pier Lateral Wind Load bal H B Design Pier Using infiuence lines the Using influence lines the total area for reaction atB positive area for reaction at B L1 La x Total Area L2 Lag x area Influence Coefficient Pier Influence Coefficient C Pier D Abut D Abut Expansion
122. nter the cover clear distance from the main reinforcement to the face of the member i e cover must include the diameter of ties or spirals in inches Enter the minimum bar size to be considered by the program Bar Size Lower Limit Default 5 Enter the maximum bar size to be considered by the program Bar Size Upper Limit Default 11 Number of Bars Lower Limit Default 6 program Enter the maximum number of bars to be considered by the program Number of Bars Upper Limit Enter the minimum number of bars to be considered by the Default 100 B Circular Pattern Investigation Enter the cover clear distance from the main reinforcement to the face of the member 1 cover must include the diameter of ties or spirals in inches Cover Bar Size Enter the bar size Must be a standard bar designation Number of Bars Enter the number of bars Must be between 6 and 100 Continued 7 98 11 15 BRASS PIER COMMAND PARAMETERS Cont C Tied Member Equal Number of Bars in Each Face Design Enter the cover clear distance from the main reinforcement to the face of the member 1 cover must include the diameter of ties or spirals in inches For a rectangular spiral member cover must be the amount of cover in the least dimension Bar Size Enter the minimum bar size to be considered by the program Lower Limit Default 5 Ba
123. ntribute to the reactions at the analysis pier due to wind force The super structure height is also defined This command must follow the WIND LOAD command This command must be repeated for a double bearing pier PURPOSE 6 COMMAND PARAMETERS Location Enter the location of the superstructure being defined 1 Back on Line 2 Ahead on Line Leave blank for a single bearing pier Ll Enter the superstructure length in feet which contributes to the reaction at the analysis pier due to lateral wind force applied to the exposed area of the superstructure see Figure L2 Enter the superstructure length in feet which contributes to the reaction at the analysis pier due to lateral wind force applied to a moving live load see Figure L3 For an analysis pier with a fixed bearing enter the superstructure length in feet which contributes to the reaction at the analysis pier due to longitudinal wind force applied to the superstructure see Figure Typically this value would be the total length divided by the number of fixed supports HS Enter the height in feet of the superstructure girder deck any solid traffic barrier L4 For an analysis pier with a fixed bearing enter the superstructure Default L3 length in feet which contributes to the reaction at the analysis pier due to longitudinal wind force applied to a moving live load see Figure 8 03 9 31 BRASS PIER EXAMPLE For a single beari
124. o be input enter the stream flow force per column in kips If the stream flow force is to be input enter the distance from the top of the footing to the point of application of the stream flow force in kips DW Default Water depth in BUOYANCY command If the stream flow force is to calculated by the program enter the water depth in feet Ifthe stream flow force is to be calculated by the program enter the velocity of the stream in fps Direction Ifthe stream flow force is to calculated by the program enter a code to specify the direction of the stream flow see Figures 1 leftto right 2 right to left Column Type If the stream flow force is to calculated by the program enter a code to describe the shape of the edge of the pier breaking the water 1 square ends 2 circular end 3 angle end Il 7 98 9 49 BRASS PIER EXAMPLE For the Figures shown below Stream flow force input STF 10 2 6 5 Data to calculate stream flow force to be input For a water depth of 5 5 ft a velocity of 2 1 fps water flows from left to right and has circular ends code STF 5 5 2 1 15 2 FIGURES Up station milepost 10 97 9 50 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME ICE PRESSURE This command defines the forces due to ice pressure or th
125. o specify the direction of reinforcement in the mat Code Location 0 Top rebar of mat parallel to x x axis 1 Top rebar of mat parallel to y y axis Enter the size of the bars placed parallel to the y y axis 12 23 BRASS PIER COMMAND PARAMETERS Cont Spacing Enter the spacing of the bars placed parallel to the y y axis in inches Bar Size Enter the size of the bars placed parallel the x x axis Spacing Enter the spacing of the bars placed parallel to the x x axis in inches Cover Bottom Default 15 inches for pile footings 3 inches for spread footings Enter the clear distance in inches from the bottom of the footing to the bottom layer of reinforcement being defined See Note 3 8 00 12 24 BRASS PIER EXAMPLE Design For bar size selection minimum bar size 6 maximum bar size 9 and cover bottom layer 2 5 in code RNF 6 9 2 Investigation For bar size selection bottom layer 6 bars 6 spacing bars parallel to the y y axis top 5 bars 12 spacing parallel to x x axis and cover bottom layer default 3 in code RNF D 6 065 5 12 For bar size selection top layer 4 bars 12 spacing bars parallel to y y axis bottom 4 bars 12 spacing parallel to x x axis and cover top layer default 2 in code RNF De Hy Uy 45 12 FIGURES Top Rebar Rebar Mat 1 The design option will place the reinforcing steel required
126. on is recommended to get an idea of the types of commands available for defining a problem There are sets of commands related to logical units of a bridge such as the deck frame pier solid shaft pier etc One or two commands should be studied in detail noting the format of the command description and the structure of the command and following parameters Each problem in BRASS PIER is made up of a set of commands and associated parameters The next step recommended for the novice is to pick out a set of plans for a very simple bridge and code a set of BRASS PIER commands A structure should be chosen which closely matches one of the Typical Command Sets The beginning of each chapter contains a description of the purpose of the commands to follow Read this carefully These descriptions are on the first pages of each tabbed section If the above procedure is followed the novice should be able to assemble a proper input data set command file If the command set does not work contact your BRASS Advisor To the User of Previous BRASS Versions BRASS PIER input is based on commands followed by parameters The parameters can be integer or floating point contain a decimal and need only be separated by a comma column location does not matter so the input is free format Each command has a three letter abbreviation Several of the examples should be studied to get an idea of how the command structure language appears We also suggest you read
127. on which may be used in lieu of the full command name Commands and their abbreviations are also NOT case sensitive Commas are used to delineate parameters The number of spaces between entries has no meaning however do not use tabs to separate entries For example if the third entry of a command is the only entry required any of the following would be valid COMMAND EXAMPLE 2 0 COMMAND EXAMPLE 2 5 20 2 0000 2 Continuation Character A maximum of 80 characters is allowed per line in the data file Some commands have numerous parameters and all of them may not fit on one line Therefore a continuation character may be used to indicate that another line follows which should be appended to the command line A slash is used as the continuation character and must be the last character in the input line There is no limit on the number of continuation lines however the total number of characters for one command is 420 An example continuation is illustrated COMMAND EXAMPLE 1234 567 8 901 2 345 6 789 0 123 4 567 8 901 2 345 6 It is not required to build an input data set and run BRASS from Windows The user may use any ASCII text editor to create an ASCII data file BRASS PIER may be executed at the DOS prompt by entering C PIER EXE gt PIER filename DAT filename OUT Output files may be viewed using most text editors Unfortunately DOS 5 0 EDIT used by Microsof
128. onal axis through the corners of a rectangular cross section or a 45 axis for circular cross section DYM M moment component corresponding to DXM above DRM the resultant of the DXM and DYM moments defined above For a circular or a square cross section DRM is the moment strength for biaxial bending about the diagonal axis BETA acoefficient which defines the interaction contour for the biaxial moment relationship see reference cited under Item 6 Paragraph 1 7 Method of Solution EXP n Exponent used in the biaxial bending design formula eA For the use of this formula refer to the references cited under Item 7 Method of Solution When command LOAD COMBINED is used The output will be comparison between the applied loadings given in the input and the computed strength of the cross section under combined flexure and axial load The form of the output will be identical to that printed for the design option output The adequacy of the section investigated to resist the applied loadings can be readily determined from the ratio of UP AP printed in the last column of the listing References Advanced Engineering Bulletin 18 Capacity of Reinforced Rectangular Columns Subject to Biaxial Bending and Advanced Engineering Bulletin 20 Biaxial and Uniaxial Capacity of Rectangular Columns published by the Portland Cement Association 2 97 11 38 BRASS PIER 2 97 11 39 BRASS PIER 12 FOOTING AN
129. onent Figure 9 15 The force to the pier due to shrinkage of the superstructure may be input or the horizontal deflection at the top of the pier may be input The force to the pier due to the effects of change in temperature on the superstructure may be input or the horizontal deflection at the top of the pier applied at the top of the pier cap or the top of a fixed bearing parallel to the centerline of the girder Figure 9 14 The modeling of a structure to determine the response to seismic forces is a complex process and is normally performed on a system designed exclusively for seismic analysis However when applicable BRASS PIER allows the user to apply a force at the top of the pier representing the movement of the structure during an earthquake The program will determine the actions due to the applied force The force is input as a component parallel to the centerline of the pier and a component normal to the center line of the pier The forces of the pier due to water stream flow and buoyancy and ice may be input by the user or the data required to calculate the forces may be input and the program will calculate the forces The buoyancy force is applied as an upward force on the columns The stream flow force is applied parallel to the centerline of the pier at one half the water depth above the streambed level The stream flow force is calculated as follows S K V d b where S stream flow force in pounds V
130. or girder enter the distance from the centerline of the left exterior girder to the end of the right taper or if there is no taper the distance in feet to the right edge of the soffit See Figure D24 Default D23 Enter the thickness of the right soffit in inches 8 00 7 12 EXAMPLE For the deck shown in the Figure below DECKC DIM4 1 25 2 25 DECK DIMENSIONS NOTES If there is a soffit on one side of a girder there must be one on the opposite side Coded cantilever length D3 Code as soffit Effective cantilever length for actions is set to 0 0 on the left as the cantilever is supported by the girder Girder 8 00 7 13 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME DECKC DIM5 This is the fifth in a series of commands describing the dimensions of a cross section of a bridge deck PURPOSE It is required on a dead load distribution to girders run if there are tapers on the soffit above the right exterior girder and they are not equal to those above the left exterior girder 6 COMMAND PARAMETERS D27 Enter the distance from the centerline of the right exterior girder in feet to the beginning of the left taper or if there is no taper enter the distance to the left edge of the soffit See Figure D28 Enter the distance from the centerline of the right exterior girder in feet to the end of the left taper or if there is no taper enter the
131. placement limits of the live load Enter the distance from the left edge of the pier cap to the left edge of the median in feet If there is no median leave blank See Note 2 and Figures Enter the distance from the left edge of the pier cap to the right edge of the median in feet If there is no median leave blank See Note 2 and Figures NL Default XR XL 12 gt 1 or XML XL 12 gt 1 If there is no median enter the maximum number of traffic lanes See Notes 2 amp 3 If there is a median enter the maximum number of traffic lanes to the left of the median NR Default XR XMR 12 gt 1 If there is a median enter the maximum number of traffic lanes to the right of the median See Notes 2 amp 3 2 97 9 21 BRASS PIER EXAMPLE For left edge of roadway XL 1 75 ft righ t edge of roadway XR 43 75 no median and 3 lanes code LS 1 5 43 75 FIGURE 1 2 ith Bike Path EDGE OF ROADWAY EXTENDS BEYOND EDGE OF PIER CAP XL is Negative FIGURE 3 FIGIIRF 4 EDGE OF PIER CAP EXTENDS BEYOND EDGE OF ROADWAY 1 These values control the placement of the live load The locations defined here may be different from the curb location i e bike paths shoulders etc 2 Distances are normal to roadway 3 The defaults for NL and NR will be integer values 2 97 9 22 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NA
132. ptional DECKC LODG DLG 150 Optional DECKC LODP DLP 180 Required 7 99 4 2 BRASS PIER 3 Solid Shaft Pier COMMAND TITLE COMMENT REPORT LEVEL PIER SKIRTWALL CAP DIM COLUMN DIM BEARING BEARING VS DEAD LOAD DEAD ACTION DEAD REACTION LIVE ACTION LIVE SOLID1 LIVE SOLID2 LIVE REACTION WIND LOAD SUPERSTRUCTURE WIND REACTIONL WIND REACTIONR CENTRIFUGAL LONGITUDINAL SHRINKAGE TEMPERATURE EARTHQUAKE BUOYANCY STREAM FLOW ICE PRESSURE 7 99 ABBREVIATION TLE COM RPT PIR SKW CAP COL BRG BRV DLD DAC DRC LAC LS1 LS2 LRC WND SPR WRL WRR CTF LTF SHR TMP ETQ BUY STF ICE 4 3 COMMAND NUMBER 10 20 59 220 230 240 250 300 320 330 340 350 380 390 400 410 440 450 460 470 480 490 500 510 515 520 530 540 USAGE Required Optional Optional Required Optional Optional Required Required Optional Required Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional Optional BRASS PIER 4 Solid Shaft Pier Double Bearing COMMAND TITLE COMMENT REPORT LEVEL PIER SKIRTWALL CAP DIM COLUMN DIM BEARING BEARING VS DEAD LOAD DEAD ACTION DEAD REACTION LIVE ACTION LIVE SOLID1 LIVE SOLID2 LIVE REACTION WIND LOAD SUPERSTRUCTURE WIND REACTIONL WIND REACTIONR CENTRIFUGAL LONGITUDINAL SHRINKAGE TEMPERATURE EARTHQUAKE BUOYANCY STREAM FLOW I
133. put Also indicate if live load actions forces or reactions will be input if not previously computed in the deck component Indicate whether this is a column design or analysis Enter the pattern of longitudinal reinforcing used in the column either circular tied equal number of bars in each axis tied unequal number of bars in each axis or irregular irregular reinforcement pattern Next indicate if moment magnifiers are to be used 2 6 BRASS PIER If only a column design or analysis 15 desired Stand Alone Application indicate if only axial loads are to be applied to the column and will be input by the user Next indicate if an initial axial load a final axial load and an increment value is to be applied to the column Finally indicate if moments about the x x and y y axes are to be applied to the column FOOTING Indicate whether this is a footing design or analysis Also indicate if this is a spread footing or a footing cap on steel piles EXECUTION As described above check each box in order to display the required dialog boxes Use the column Multiple Application if more than one pier component will be described Use the column Stand Alone Application if only a single pier component will be described The Refresh button will reset the pier definition fields but will not affect the EXECUTION check boxes If a file is created using the Path Generator the user must be sure to carefully review the commands
134. r Size Enter the maximum bar size to be considered by the program Upper Limit Default 11 Number of Bars Enter the minimum number of bars to be placed in each face Lower Limit Default 2 Number of Bars Enter the maximum number of bars to be placed in each face Upper Limit Default 26 D Tied Member Equal Number of Bars in Each Face Investigation Cover Enter the cover clear distance from the main reinforcement to the face of the member i e cover must include the diameter of ties or spirals in inches For a rectangular spiral member cover must be the amount of cover in the least dimension Bar Size Enter the bar size Must be a standard bar designation Enter the number of bars Must be an even number between 4 and 100 One bar will be placed in each corner and the remaining bars will be distributed equally among the four faces When the number of bars is not a multiple of four the extra bars will be placed in rows 1 and 2 Number of Bars 7 98 11 16 BRASS PIER EXAMPLE A Circular Pattern Design Cover 1 375 in bar size 6 9 no bars 10 50 RNA 1 375 6 9 10 50 Circular Pattern Investigation Cover 1 5 in 20 7 bars RNA 1 5 T 20 Tied Member Design Cover 1 5 in bar size 5 9 no bars 4 26 RNA 1 5 9 4 Tied Member Investigation Cover 1 5 in 16 8 bars RNA 125 8 16 FIGURES a E 2 97 11 17 BRAS
135. r can be of great help in increasing the efficiency of the computer operation By using proper judgement and previous experience input data can be prepared that will shorten the computer run to solve a given problem There are several means available 1 A minimum ratio of reinforcement can be input by use of the FACTORS command if it can be predetermined that the ratio of reinforcement will be within a narrower range that the 01 to 08 used in the program 2 The minimum acceptable clear spacing of bars can be increased in the input if this is a detailing requirement 3 If the approximate number of bars can be predetermined or if restrictions can be set for bar sizes the limits can be input by use of the REINFORCEMENT A or REINFORCEMENT B commands In the design option when it is determined that a certain bar arrangement is satisfactory the program proceeds to compute the strength of the cross section under combined flexure and axial load and compares this to the applied loadings Each loading is checked in the same sequence given in the input The first time that one of the loadings is not satisfied the checking procedure is terminated and the bar arrangement is rejected A bar arrangement is accepted only when all the applied loadings are satisfied In order to speed up the checking procedure the more critical loading conditions should be input first The program rejects any cross section when the load strength is less that 0 99 of
136. r reactions due to that unit load As an option in the case where the Deck Loading component is not executed the user may input the girder reactions due to a unit uplift force applied at the quarterpoint These reactions due to the unit uplift force will be multiplied by the actual uplift force to obtain the reactions to be applied to the pier For structures on a horizontal curve the program will apply a centrifugal force to the pier The force may be either input by the user or calculated from the data input by the user The centrifugal force is applied at the top of the pier cap or the top of a fixed bearing parallel to the centerline of bearing Figure 9 13 CRDE e S S oF Figure 9 13 Braking of the vehicles on the bridge creates a force on the bridge deck which transfers a force to the pier For a fixed bearing pier the force calculated by BRASS PIER is equal to 5 of the live load in all lanes headed in the same direction For an expansion rocker bearing the longitudinal force must be input by the user The longitudinal force is applied at the top of the pier cap or the top of a fixed bearing parallel to the centerline of the girder Figure 9 14 rom e S e Q Figure 9 14 10 97 9 8 BRASS PIER If the structure is skewed the component of the longitudinal force parallel to the pier cap is applied at the center top to bottom of the pier cap Figure 9 15 Lo LF Y Y Comp
137. rallel to the y y axis A force acting parallel to the x x axis and amounting to not less than 15 percent of the total force acts simultaneously Where the y y axis of a pier is not parallel to the principal direction of ice action or where the direction of ice action may shift the total force on the pier is figured by the formula and resolved into vector components In such conditions the force parallel to the x x axis is not less than 20 percent of the total force The nose inclination the effective 1ce strength p the thickness of ice t and the distance from the stream bed to the point of application of the ice pressure are input by the user 2 97 9 10 BRASS PIER 10 97 9 11 BRASS PIER 20997 9 12 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME DEAD LOAD PURPOSE This command controls the application of dead load to the pier 3 COMMAND PARAMETERS Unit weight Enter the unit weight of the concrete in the pier in 165 per cubic Default 150 pcf foot If 0 is coded the dead load of the pier will not be applied E Impact Default 1 3 If live loads are to be input enter the impact factor If the pier is a double bearing pier enter the impact factor for the back on line structure Impact Default 1 3 If live loads are to be input and the pier is a double bearing pier enter the impact factor for the ahead on line structure 2 97 9 13 BRASS PIER
138. rbs etc and any superimposed loads input 2 97 1 1 BRASS PIER BRASS PIER System Overview Command MAI Deck baadi are angl Ca pn reri 2 0 Set pecu Repari once Redacilanz 1a cic s Fier and PlcT Repo ing Campan nt cr tz Elk e arr Group Loads Frame theca Lads ci E mlumrmn icm ign Componont PIcr gir a Galatry dala decer Campan Hril d Spread Footing Shaft Fasting on Files 9 BRASS PIER 2 97 1 TYPICAL BRASS PIER USAGE GIRDER ANALYSIS BRASS GIRDER For tranr eo e movement Rund EBRRGS FIER a Deck Anaka ir Check rd ure ER AE Z FEF xr natn Er doad ard es kad deck dead kad Frdazeor Add Trank 2 BRASS A3IEDEF a Grderfnalor Dead bad reashonr m Longibdinal Mowment Ure Erarr Girder El Masimum lve bad mr Run BRASS FIER Frame 1 Maximum mnmerer rhea axial badr in Zorr ot 50 load carcer for column anar r from pan k qroup badr and truck porifonr F4 n b Cnlumn Pnalyxir Moment ma ii Fmaram 4 Hy Fier Support 1 Drilledr hair 5 1 Spread Foon Group Load z Fnn5n4 on piks e 2 97 1 3 BRASS PIER Up to 10 uniform and 10 concentrated loads ma
139. removed from the live load effects in the footing analysis design process BRASS PIER has been designed so that when requested the column and footing dimensions input to and the loads generated by the PIER ANALYSIS component are transferred internally to the FOOTING component This option is activated when the FOOTING command is preceded in the command set by a PIER command The only data that is required to be input is the problem type allowable stresses and the reinforcement data In the footing design output the final footing actions are given The group loads are calculated according to Table 3 22 1a of the AASHTO specifications for each group These loads are passed to the spread and pile footing subroutines The service load results are not adjusted based on column 14 of Table 3 22 1a in the FINAL FOOTING ACTIONS report The allowable soil pressure and the allowable pile loads are increased accordingly based on the value in Column 14 If you code a 1 in parameter 9 of REPORT LEVEL command intermediate output will be generated as the program designs a spread footing The value of overstress being used is reported A set of footing commands commands 710 through 800 is required to define each footing to be analyzed BRASS PIER determines the 25 worst loading cases and designs for footing for the Worst case The value for d in AASHTO Standard Specifications Article 4 4 11 3 2 is always assumed to be 125 11 01 12
140. ress in the reinforcement below the design yield strength fy is directly proportional to the strain For strains greater than that corresponding to the design yield strength the reinforcement stress remains constant and equal to The modulus of elasticity Eg is taken as 29 000 000 psi unless otherwise changes in the input data 5 Stress in the reinforcement is based on the strain at the actual location of each bar Reinforcement is defined by the area of each bar and x y coordinates referred from the centroidal axis of the cross section 6 All moments are referred to the centroid of the gross concrete section whether the reinforcement pattern is symmetrical or unsymmetrical 7 Computations for biaxial loading are based on a three dimensional interaction surface The methold of solution is presented in PCA Advanced Engineering Bulletins No 18 and 20 8 The program first computes the theoretical strength of a member on the basis of the strength of the materials then reduces the theoretical strength to the design strength by the capacity reduction factor BRASS PIER has been designed so that when requested the column dimensions input to and the loads generated by the PIER ANALYSIS component are transferred internally to the COLUMN DESIGN ANALYSIS component This option is activated when the COLUMN DESIGN command is preceded in the data set by a PIER command The only data that is required to be input by the user are the run t
141. ring pier Also indicate if the girder spacing varies across the pier cap Indicate whether you want BRASS PIER to compute the girder reactions due to the dead load of the deck curbs railing etc distributed to the girders or compute the girder reactions due to placement of live load s placed laterally on the bridge deck Since BRASS PIER can only perform one distribution of loads per run it may be necessary to perform a bridge deck analysis twice Usually a dead load distribution is run first followed by a live load distribution and pier analysis design The dead load results from the first run are then input as girder reactions for the second run Next indicate whether soffits exist above the exterior girder Finally indicate if concentrated loads and or uniform loads are placed on the deck Indicate whether this is a solid shaft pier or a frame pier Next indicate if dead loads due to a skirtwall exist Indicate if pier cap dimensions are to be input Remember at this ttme BRASS PIER does not perform a pier cap analysis or design Only actions on the pier cap are produced Indicate if the dead load and or live load actions are to be input by the user For centrifugal longitudinal earthquake temperature etc loadings indicate if the user will be inputting these forces or if BRASS PIER will compute these actions according to AASHTO Specifi cations For a Solid Shaft Pier indicate if dead load actions will be in
142. rocess in feet Pile Capacity Enter the allowable load on a pile in kips Uplift Capacity Enter the allowable uplift capacity of a pile in kips This value must be input as a negative number Increment Control This parameter controls the placement of the piles during the design process If coded 0 The pile spacing will be incremented based on moments about each axis Le The pile spacing will be incremented in both directions at the same time 2 The pile arrangement will be rotated 90 degrees 3 Produces a pattern where the corner piles are each equidistant from the center 7 99 12 17 BRASS PIER EXAMPLE For a design of a pile cap minimum pile spacing 2 ft maximum pile spacing 10 ft AT 3 in pile capacity 200 kips uplift capacity 10 kips and pile spacing will be incremented equally in each direction code PLD 2 10 0 25 200 10 1 FIGURES NOTES For best results let the program design the number of piles To do this always enter 4 as the minimum number of piles In some cases the design will not be logical for the loading conditions and column size In this case try using option 2 for Increment Control 6 parameter An illogical design may occur as the design process makes some assumptions that may not work for the loads involved For design the minimum pile spacing will be used and incremented as shown on page 12 15 8 00 12 18 BRASS PIER 760 BRASS PI
143. ror or Divide by Zero Error This message usually indicates that some required data was not input Check your input data set for omissions If you cannot resolve the problem you can request technical assistance using the procedures listed on page 1 8 8 06 2 11 BRASS PIER 8 00 2 12 BRASS PIER 8 00 2 13 BRASS PIER 3 LIST OF COMMANDS FOR JOB CONTROL TITLE COMMENT SYSTEM SYSTEM 2 SYSTEM 3 REPORT LEVEL DECK LOADING 2 97 DECK CON DECKC DIMI DECKC DIM2 DECKC DIM3 DECKC DIM4 DECKC DIMS DECKC GS DECKC LODG DECKC LODC DECKC LODU TLE COM SY 1 SY2 SY3 DCN DD1 DD2 DD3 DD4 DD5 DGS DLG DLC DLU 3 1 10 20 30 40 50 55 60 90 100 110 120 130 140 150 160 170 Problem Title Input Comments System Control No 1 System Control No 2 System Control No 3 Primarily a debugging aide by subroutine no Control levels of Output reporting Bridge Deck Control General Dimensions General Dimensions Required for concrete curbs and or median General Dimensions General Dimensions Required for tapers General Dimensions Required for tapers on non identical cantilevers Variable girder spacing Required if girder spacing varies Deck dead loads General information Concentrated Dead Loads Required for concentrated loads on deck Repeat as needed Uniform dead loads
144. round and rectangular concrete cross sections with circular or rectangular reinforcement patterns For the purpose of definition member types are classified as Round Spiral and Tied A round member defines a circular cross section with a circular reinforcement pattern a spiral member defines a rectangular cross section with a circular reinforcement pattern and a tied member a rectangular cross section with a rectangular reinforcement pattern In the investigation option it is also possible to define irregular reinforcement patterns by means of individual bar areas and location 5 05 11 1 BRASS PIER Reinforcing Steel The program will only design or investigate bar sizes 2 through 11 14 and 18 Design Capabilities Under the design option the program will magnify the moments if requested when axial loads and moments are used and find size number and distribution of bars that will result in the minimum area of reinforcement with all bars of the same size required to satisfy all the loading conditions imposed on the cross section For tied members the number of bars in the sides may be different than in the top and bottom of the cross section Investigation Capabilities At the option of the engineer the program has the capability of generating interaction data or of determining the adequacy of a cross section to resist a given combination of loads For the latter case the program will hold the eccentricity of the axial load equa
145. s of information TITLE commands must be the first in the sequence of input commands 2 97 5 2 BRASS PIER EXAMPLE TITLE BRIDGE OVER CROW CREEK TITLE STA 124 11 THREE COLUMN BENT FIGURES 2 97 5 3 BRASS PIER 20 BRASS PIER COMMAND DESCRIPTION COMMAND NAME COMMENT The COMMENT command may be used to document the string of PURPOSE input commands They may be inserted in any number in any location in the input after the TITLE commands 1 COMMAND PARAMETER One or more may be inserted as needed and each may contain up to 60 characters of descriptive data 2 97 5 4 BRASS PIER EXAMPLE COMMENT INPUT DECK DIMENSIONS COMMENT SOLID SHAFT PIER INCLUDE CANTILEVERS COMMENT AND SKIRTWALLS FIGURES NOTES 2 97 5 5 BRASS PIER 2 97 5 6 BRASS PIER 6 SYSTEM AIDES The following three commands are basically for assisting the Systems Analyst assigned to BRASS PIER However they are available to the Engineer who desires to further comprehend the internal logic equations and flow paths utilized in BRASS PIER For further information see Section VI of the BRASS PIER Systems Manual 2 97 6 1 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME SYSTEM 1 PURPOSE This command is used to obtain additional information from a run of BRASS PIER M If used the SYSTEM 1 should follow the TITLE command This command is optional 3 COMMAND PARAMETERS
146. t Windows does not utilize enough extended memory to load large output files See page 2 9 for instructions to view output files There are several commands available to the user to control the amount and type of output These commands are located in Command Command Page 30 SYSTEM 1 command 6 2 40 SYSTEM 2 command 6 4 50 SYSTEM 3 command 6 6 8 00 2 2 BRASS PIER 55 REPORT LEVEL command 6 8 60 DECK CON command parameter 1 7 4 550 GROUP CONTROL command parameter 2 10 2 Microsoft Windows Graphical User Interface Introduction A Microsoft Windows based Graphical User Interface has been developed to take advantage of many of the features within the Windows environment These features include user friendly graphical input forms also called dialog boxes on line help point and shoot text editors and drop down menu commands This section is designed to help you get started with using the BRASS PIER Graphical User Interface GUI Running the Graphical User Interface The enter the GUI double click on the application icon BRASS PIER in the BRASS Program Group Most of the BRASS dialog boxes have standard Windows functions Dialog boxes created specifically for BRASS PIER each have five additional buttons This button will write the data entered in the dialog box into the input data set It will then close the dialog box and move on to the next command This button will cancel the
147. ta will be printed on the next line If the option is design the data for the selected reinforcement will be printed after the design is completed If no reinforcement pattern was found to satisfy the loading conditions a message will be printed after the design is completed If no reinforcement pattern was found to satisfy the loading conditions a message will be printed so stating The form of the output that will follow the reinforcement data will depend on the type of problem being solved and on the information given in the load commands All axial loads are given in kips and moments are given in kip feet The data will be printed as follows Design Option Output For each loading condition the following data will be printed 1 Loading Case Number 2 The applied loadings as given in the input AP Applied axial load AMX Applied moment component in the direction of the x axis AMY Applied moment component in the direction of the y axis 3 The computed strength under combined flexure and axial load for the selected reinforcement assuming that the eccentricity of the axial remains constant UP Py Axial load strength UMX Moment strength component in the direction of the x axis UMY Moment strength component in the direction of the y axis lt lt lt x 4 The ratio of the axial load strength to the applied axial load UP AP This ratio will always be larger than 990 Investigation Option Output Wh
148. tem input is free format consisting of commands grouped logically to define the bridge structure loads to be applied and the output desired Figure 4 shows the command groups SOLID SHAFT FRAME DESCRIPTION DESCRIPTION GIRDER PLACEMENT COLUMN DESIGN AANALYSIS SPREAD FOOTING DESIGN ANALYSIS Figure 4 Command Groups 2 97 1 6 BRASS PIER OUTPUT data is designed to be logically arranged and self explanatory The amount of detail is controlled by the user through the REPORT LEVEL command SYSTEM AIDES each subroutine in BRASS PIER is assigned a number and placed in a numbered component Built in trace of intermediate values may be turned on by subroutine number or by component number through the SYSTEM commands Each subroutine is internally documented with numerous comments The BRASS Suite BRASS is a suite of programs that assist the engineer in many aspects of bridge design and rating These programs are described below Program Description BRASS GIRDER Performs a design review and or rating of highway bridges decks and girders using plane frame analysis and the AASHTO Standard Specifications Load factor and working stress computations are performed BRASS GIRDER LRFD A comprehensive system for the design and or rating of highway bridges decks and girders using finite element theory of analysis and current CA ASHTO LRED Specifications BRASS CULVERT Designs analyzes and or rates one
149. the applied load It should be noted that the computed theoretical strength 1s reduced by the capacity reduction factor before the comparison is made For axial loads less than 0 10 f cAg the factor varies between that for compression members to that for pure flexure The engineer may also wish to set standards for acceptance of a cross section For example strength overstress of 5 may be acceptable instead of 1 programmed The 5 acceptance criteria can be adopted by inputting the FACTORS command A factor of 0 735 will result in computed strengths 5 larger that those computed for 0 7 2 97 11 35 BRASS PIER It should also be noted that the method used in this solution of the strength design of compression members is more rigorous than most other methods used in current standards and design aids For example the solution uses a parabolic stress diagram for concrete stress strain compatibility is used in computing stresses reinforcement is considered as the actual bars in the actual location instead of the usual simplifying assumption of a line which leads to an over estimation of the contribution of the bars to the strength of the section and the area of concrete displaced by bars in compression is deducted in the computations Therefore the solution has eliminated some of the simplifications which because of the possible excess load effects require larger safety factors in the present specifications For these reasons
150. the compressive strength of the concrete used in the column in kips per square inch Fy Default 60 ksi f Default Sr Enter the yield strength of the reinforcing steel in kips per square inch Enter the average concrete stress at ultimate strain in kips per square inch see Figure Ec Enter the modulus of elasticity of the concrete in kips per square Default 145 x 33 xf inch ast ksi Es Default 29000 ksi Ey Default 003 Enter the modulus of elasticity of the reinforcing steel in kips per square inch Enter the maximum usable strain at the extreme compression fiber 2 97 11 13 BRASS PIER EXAMPLE For the compressive strength of f o of 3500 psi and all other values default code PRP 3 5 d NOTES 2 97 11 14 BRASS PIER COMMAND DESCRIPTION BRASS PIER COMMAND NAME REINFORCEMENT A This command defines the number and size of bars to be placed in the column for an investigation or the limits on the number and size of bars for a design when the reinforcement pattern is circular round or spiral members or a tied member with an equal number of bars in each face PURPOSE NOTE Enter 5 command parameters for Option A or 3 command parameters for option B or 5 command parameters for Option C or 3 command parameters for Option D 5 or 3 COMMAND PARAMETERS A Circular Pattern Design Cover E
151. tion Under the investigation option P1 PA is shown as zero AS sq in AS is the required area of reinforcement steel per square foot NO The total number of rebar is given in this column SIZE The standard bar designation of the selected bar is given in this column SPAC inches The rebar spacing is given in this column REBAR DIRECTION This column indicates the direction and placement of the rebars MT kip feet foot MT is the moment capacity of the footing per foot of width considering the footing thickness and area of steel VB kips foot VB is the beam shear capacity of the footing per foot width considering the footing thickness and steel placement VP kips foot VP is the peripheral shear capacity of the footing per foot width considering the footing thickness and steel placement DS inches DS is the distance from the top of the footing to the centroid of the rebars FC kips sq in FC is the concrete stress under the Service Load option Under the Load Factor Option FC is shown as zero Number of Piles B and D feet If the footing has piles the number of piles and pile placement data will be given on the next line of output Refer to the pile placement layouts on pages 12 10 through 12 14 12 33 BRASS PIER 8 00 12 34 BRASS PIER
152. tion shown on pages 12 10 12 14 may be used For design TF will be incremented as needed AT on page 12 16 controls the footing thickness increment 8 00 12 10 BRASS PIER FIGURES Y D WA C Edge Distance SEDE T 9 PILES 2 97 12 11 BRASS PIER FIGURES D lt see D 10 PILES gt C Edge Distance 12 PILES 13 PILES 7 98 12 12 BRASS PIER FIGURES IB 2B Fy C lt gt k D 2D 6622 Y D D k gt 15 PILES 14 PILES C Edge Distance Y D4 i p a Leola IE FLES 17 PILES 2 97 12 13 BRASS PIER FIGURES Y p LN 19 PILES 18 PILES C Edge Distance v Top rms 20 PILES 21 PILES 2 97 12 14 BRASS PIER FIGURES 23 PILES 22 PILES C Edge Distance 24 PILES 25 PILES 2 97 12 15 BRASS PIER Spacing Increments in feet for pile configurations and factors for minimum spacing and maximum spacing Number of piles Delta Bp Delta Dp BMCF 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 125 0 125 0 125 0 125 0 125 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 25 0 125 0 125 0 125 0 25 0 25 0 125 0 125 0 125 0 125 0 125 0 125 0 25 0 25 0 25 0 25 Design Option Notes The minimum and maximum pile spacing for a given number of piles NP are determined by the equations For spacing parallel to the y axis Min Pile Spacing BMCF NP x PSPMIN Max
153. to resist the maximum of the transverse or longitudinal moment in the bottom row of steel 2 The program will design the footing depth to carry shear loads based on an effective depth calculated using the bar size input If the bar size selected by the program to carry moment is larger that the bar size used for shear capacity calculation the section could be undersigned for shear 3 Fora pile footing the cover is measured from the bottom of the footing not from the top of the piles 8 00 12 25 BRASS PIER 8 03 12 26 BRASS PIER 790 BRASS PIER COMMAND DESCRIPTION COMMAND NAME FOOTING SERVICE This command defines combined service loads to be applied to the footing This command may be repeated as needed to define up to 25 load cases PURPOSE When this command is used it must be followed by the FOOTING ULTIM command for each load case DO NOT USE THIS COMMAND IF THE FOOTING COMMAND IS PRECEDED IN THE COMMAND SET BY THE PIER COMMAND 5 COMMAND PARAMETERS P Enter the axial load in kips My Enter the moment about the x x axis in foot kips Vx Enter the shear at the top of the footing that is applied with the moment about the x x axis in kips My Enter the moment about the y y axis in foot kips Vv Enter the shear at the top of the footing that is applied with the moment about the y y axis in kips 7 99 12 27 BRASS PIER EXAMPLE For service loads 108 6 kips
154. to right enter the space in feet between girders 5 and 6 Numbering the supporting girders from left to right enter the space in feet between girders 6 and 7 H H H H H Etc Space 19 Numbering the supporting girders from left to right enter the space in feet between girders 19 and 20 2 97 7 28 BRASS PIER EXAMPLE DECK AHD2 T 6 35 7 8 8 9 11 FIGURES See page 2 2 for information on continuation lines 2 97 7 29 BRASS PIER COMMAND DESCRIPTION BRASS PIER COMMAND NAME DECK AHD3 This command defines the live loads to be applied to the deck for distribution to the girders for the superstructure located ahead on line on a double bearing pier PURPOSE This command is used for Frame Piers Only 4 COMMAND PARAMETERS Enter the reaction due to the longitudinal placement of one wheel line directly over the girder for maximum reaction at the pier in kips See Figure 1 3 Enter the reaction due to the longitudinal placement of a one foot longitudinal strip of the lane load directly over the girder for maximum reaction at the pier in kips per foot See Figure 205 Pmax Enter the reaction due to the longitudinal placement of one wheel line directly over the girder for minimum positive or maximum negative reaction at the pier in kips Enter the reaction due to the longitudinal placement of a one foot longitudinal s
155. to the pier PURPOSE The user may either input the force or input the data necessary to calculate the force This command must be repeated for a double bearing pier 3 or 5 COMMAND PARAMETERS Location Enter the location of the data being defined 1 Back on Line 2 Ahead on Line Leave blank for single bearing pier Direction Enter a code to specify the direction of application of the Default 3 longitudinal forces 1 longitudinal force applied for trucks moving up mile post only 2 longitudinal force applied for trucks moving down mile post only 3 longitudinal force applied in both directions NOTE For the following parameter s select Option A Parameter 3 or Option B Parameters 3 4 and 5 A Longitudinal Force Input by User LF If longitudinal force is to be input enter the longitudinal force in kips See Temperature command for Pin Friction B Longitudinal Force to be Calculated by Program Bridge Length Enter the overall length of the bridge in feet Enter the number of substructures over which the longitudinal force is to be distributed Number of Substructures Default 1 Number of Lanes Enter the number of traffic lanes 2 97 9 39 BRASS PIER EXAMPLE Single bearing pier same force in each direction LTF l 10 12 LTF l 429 5 2 5 Single bearing pier force in each direction differs LIF 2 10 12 LTF 3 15 65 LTF 4 2 429 5 2 4 LIF 3
156. trip of the lane load directly over the girder for minimum positive or maximum negative reaction atthe pier in kips per foot 2 97 7 30 BRASS PIER EXAMPLE DECK AHD3 38 98 7 796 6 345 1 269 FIGURES 1 Ftstip 5 of lane load te Ahead on line Figure Figure 2 2 97 7 31 BRASS PIER Pages 7 32 through 7 34 show partial command sets to illustrate in DECK LOADING section 2c ao go 9 0 SS a COM DCN COM COM COM DD1 COM DD2 DD3 COM DLG DLC DLC DLC 2 97 ore Fil 15 LEFT DEAD LOADING DEAD LOAD TO GIRDERS 1 4 27 0 1 8 FED RAILING LEFT Pw z 4n REQUEST DEAD LOAD TO GIRDERS 3 2 1 25 2 STEEL COMPOSITE CURB RAIL FWS PLACED IN STAGE INPUT GIRDER SPACING ETC 4 9 3 833 3 833 ENTER CURB DIMENSIONS 1 333 1 25 7 5 3 6 ENTER LOAD PARAMETERS 150 018 15 25 5 1 372 583 2 l 372 26 417 2 3 040 34 167 2 7 32 BRASS PIER DECK LOADING LIVE LOAD TO GIRDERS DOUBLE BEARING PIER H 4 6 10 6 11 4 11 11 py uter 3 J oO i aL lt r LU T Oo ka za 11 12 44 J 12 il 11 11 T T COM REQUEST OUTPUT OF LIVE LOAD TO GIRDERS DCN 4 2 COM INPUT DECK DIMENSIONS DD1 yis DD2 10 5 COM INPUT GIRDER SPACING BACK ON LINE DGS 11 14 14 14 11 11
157. tructure and transmitted to the pier a wind load is applied to a moving live load and transmitted to the pier through the superstructure An upward force is applied at the windward quarter point of the transverse superstructure width Figure 9 10 The user may select an option to ignore this force Wind Direction Windward quarter point Figure 9 10 Normal design procedure for ease of computations is to apply the uplift force at a point on the pier cap which is directly beneath the quarter point of the transverse superstructure section Figure Figure 9 11 9 11 A more realistic approach is to distribute the uplift force to the girders and then to the pier thr th be Fi 9 Ei m m us B PI 7 98 A ough e girder arings gt lt gt lt Figure 9 12 9 7 gure 12 ther ethod ay be ed in RASS ERTM BRASS PIERTM If neither the Deck Loading component Live Load to Girders commands nor the WIND REACTIONL or the WIND REACTIONR commands are in the data set the force will be applied to the pier at a point which is directly beneath the quarterpoint of the transverse superstructure section When the Deck Loading Component Live Load to Girders is executed in the same run as a pier analysis the program will apply a unit uplift force to the deck at the quarterpoint and generate the girde
158. two three or four barrel reinforced concrete rigid or flexible box culverts with or without bottom slab End skews can also be defined Wall and slab thickness may be specified or the program will set the thickness AASHTO guidelines are followed and Service Load Design Load Factor Design or Load and Resistance Factor Design may be specified Member capacities are designed based on applied truck load soil fill self weight and water pressure Standard AASHTO and user defined truck loadings can be specified Output generated by the program includes culvert geometry moments shears and axial forces at tenth points stresses required area of reinforcement steel design table splice length weights and volumes of steel and concrete and influence ordinates Critical design moments shears and axial forces for each member are summarized BRASS PIER LRFD Performs an analysis of a bridge transverse section at pier locations Provides a comprehensive analysis of bridge decks piers and selected foundation types All AASHTO LRFD loads and group loads are considered Live load is automatically positioned for maximum actions BRASS TRUSS Performs a comprehensive working stress analysis and rating of simple or continuous truss or girder floorbeam stringer type bridges BRASS SPLICE Performs the design of field splices for rolled beam or welded plate steel girders Design criteria are in compliance with the AASHTO Load Factor Design St
159. user may select the Commands drop down menu then select any of the available dialog input forms to create commands 3 The Path Generator in the Commands drop down menu may be used to automatically select dialog input forms The last method is described below NOTE BRASS PIER commands must be placed in the order they appear on this list and in the User Manual The Path Generator BRASS PIER Path Generator PROBLEM TYPE N Bridge Deck Pier PIER Solid Shaft Pier Frame Pier COLUMN Design Analysis Reinforcement Pattern Moment Magnifier Calc Skirtwall Pier Dead Load Reactions Distribution of Live Load to Girders _ Column Footing BRIDGE DECK amp PIER Stand Alone Application Axial Loads _ ONLY Axial Loads _ Incremental _ With Moments User Defined Loads Single Bearing Pier Automatic Loads Double Bearing Pier Uneven Girder Spacing BRIDGE DECK Distribution of Dead Load to Girders Live Load to Girders Solid Shaft Pier _ Dead Load Actions Live Load Fefresh EXECUTION Multiple Stand Alone Application Application FOOTING Design Analysis Title Com Bridge Deck Pier Column _ Soffits Above the Exterior Girders Deck Dead Loads Footing Type Concentrated Spread Uniform Pile Footing The Path
160. ut to BRASS PIER BRASS GIRDER Lane Load Reaction Wheel Fraction 5 Figure 7 3 Placement of Lane Load on Girder 3 06 7 3 BRASS PIER BRASS PIER COMMAND DESCRIPTION COMMAND NAME DECK CON DECK CON is the control command for the load distribution on a PURPOSE bridge It is required whenever the user desires dead and live loads to be distributed to the girders 6 COMMAND PARAMETERS Run control Code 3 Distribution of the dead load of the deck and its appurtenances to the supporting girders is desired Code 4 Distribution of the live load to the supporting girders is desired This option is only valid for frame piers Continuity If the concrete deck is continuous over 3 or more girders code 2 Default 2 If simple span supported by two girders code 1 Note Omit the following 4 parameters when distribution of the live load to the girders is desired Slab Stage Code the construction stage in which the uniform load per foot due Default 1 to the weight of the deck is to be applied to the analysis girder Code 0 if that load does not exist Curb Stage Code the construction stage in which the uniform load per foot due Default 1 to the weight of the curbs is to be applied to the girders Code 0 if that load does not exist Median Stage Code the construction stage in which the uniform load per foot due Default 1 to the weight of the median is to be applied to the girders Code 0 if that load
161. xis When the COLUMN DESIGN command if preceded in the command set by a PIER command then defaults will be as follows Default for BRACE 0 Default for BRACE 0 Solid Shaft Pier Default for 0 CLMLEN p 8 12 Default for l CLMLEN p 8 12 Default for 2 1 Default for k 2 1 e Frame Pier Default for 0 CLMLEN NOMINAL DEPTH 8 12 Default for l CLMLEN p 8 12 Default for k 2 1 Default for k is calculated to the method given in the ACI commentary 10 11 2 Enter 1 Calculate D for each load case for M and M 2 Calculate D using the maximum dead load divided by the maximum total load for M and p Calculation Method Default 1 5 05 11 31 BRASS PIER EXAMPLE For a structure not braced against bending about the x axis 1st blank not braced against bending about the y axis 2nd blank a column length when bending about the x axis of 26 feet a column length when bending about the y axis of 29 feet an effective length factor for bending about the x axis of 1 2 and an effective length factor for bending about the y axis of 2 1 code SLA 26 29 1 2 2 1 FIGURES COLUMN LENGTH WHEN COLUMN LENGTH WHEN BENDING ABOUT X AXIS BENDING ABOUT Y AXIS 10 97 11 32 BRASS PIER 700 BRASS PIER COMMAND DESCRIPT
162. y be applied to the deck A wearing surface may also be applied The limits of the wearing surface will be defined by the curbs and median or the limits of the wearing surface may be input The Deck Loading Component will allow stage loading of the deck This feature is used in the analysis of a longitudinal girder system where the deck slab is composite with the girders The construction of a typical composite girder bridge involves the placement of the fluid concrete on the girders followed by the placement of the curbs railings etc on the hardened concrete slab In the analysis of the longitudinal girder system this results in a two stage dead loading of the structure 1 The load due to the weight of the fluid concrete being applied to the non composite girder section 2 The load due to the weight of the curbs railing etc being applied to the composite slab girder section The placement of the fluid concrete on the girders is analyzed by calculating the uniform load on the girders due to the weight of the slab and applying this uniform load to the girder in a structural analysis program such as BRASS GIRDER BRASS PIER treats the deck as a continuous one foot wide beam over the girders The reactions due to this one foot wide beam are calculated The reactions at the girders for the one foot strip of deck then become the uniform loads in kips per foot to be applied to the individual non composite girders in the structural analys
163. ype and the reinforcement data The user may if desired override any of the column dimensions by entering the appropriate value For example AASHTO 8 18 1 2 specified that when the cross section is larger than that required by consideration of loading a reduced effective area may be used To illustrate consider a solid shaft hammer head pier Figure 11 2 The column has a cross section which is larger than required for load carrying capabilities To red uce the am oun t of rein for ce me nt req uire oo Column section req d for for load carrying ligh Extra concrete provided col n wh ere the min im um rel nfo rcement ratio would govern enter the reduced column width 11 01 11 4 BRASS PIER Figure 11 2 11 01 11 5 BRASS PIER 11 6 BRASS PIER COMMAND DESCRIPTION COMMAND NAME COLUMN DESIGN PURPOSE This command controls the design analysis of a reinforced concrete compression member 7 COMMAND PARAMETERS Problem Type Enter 1 if this is a design problem Enter 2 if this is an investigation problem Column Type Default 3 Enter a code to specify the type of column being designed investigated Code Column Type 1 Round Member Circular cross section with circular reinforcement pattern 2 Spiral Member Rectangular cross section with circular reinforcement pattern 3 Tied Member Rectangular cross section with rectangular reinforcement pattern

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