Release Notes MERLIN DASH

Transcription

1 Input (see attachment item 1) LRFD Release Notes MERLIN DASH July Data Type 03012: Add Exterior Left & Exterior Right option for different left & right overhang and curb distances. 2. Data Type 06012: Allow AASHTO loadg designation blank. Other live loadg, such as sidewalk or non AASHTO loadg will still be used. 3. Data Type 11022: Add pop up wdow for quick calculation and auto fillg of lateral bendg stress (for demonstration see attachment item 2) 4. Data Type 12012: Add put for filler plate area 1. Remove multiple presence factors from LRFD live load deflection results Tables and The C b value reported correctly for cases of prismatic section with splice. It has been fixed. 3. The shear distribution factors with skew angle did not apply correctly to only Table shear capacity values. It has been corrected. 4. The shear skew correction factors for both terior and exterior girders with a special vehicle were applied twice Tables , and It has been fixed. 5. The Z value of G formula (AASHTO Eq ) has been changed back from 1.2 to 1.0 when the lever rule used for a sgle lane live load distribution factor. 6. The maximum moments and shears did not show consistent values for the option Included maximum design load case Data Type on some tables. It has been corrected to make it consistent. 7. Follow algorithms are used the program and have been verified for different combations: a. For Service II without the option Included maximum design load case, the maximum values (moment or shear) are selected from HL 93, D, M, and G vehicles. b. For Service II with the option, the maximum values are picked up from HL 93, D, M + Lane load, and G + Lane Load. c. For Strength II without the option, the maximum values are chosen from HL 93, M, and HL 93 & G side by side. d. For Strength II with the option, the maximum value is selectg from HL 93, M + Lane Load, or HL 93 & G + Lane load side by side. e. For Strength I or Service I with or without the option, the maximum values are always chosen from HL 93. LFD/WSD 1. The LL moments appear correct Table for a non-composite hged girder. It has been fixed.

2 ATTACHMENT 1. Addendum to Merl-DASH User s Manual and Onle Help Menu Data Type (Replace the figure with the followg two figures) DATA TYPE INPUT ITEM/DESCRIPTION UNITS MODE / Position: NONE INT. 1 = Interior (Default) 2 = Exterior (Left) 3 = Exterior (Right) REF Right Overhang Width: the distance from the centerle of a right exterior beam or girder to the outside edge of the bridge. ft (m) Right Edge of the Slab to Curb: the distance from the right outside edge of the bridge to the curb le. ft (m) Data Type (Insert at the end of NOTE: for H, HS and LL Loadg Designation)

3 If both fields are blank, no AASHTO loadg is applied. Other live loadg, such as sidewalk or non AASHTO loadg will still be used. Data Type For the Pop up wdow DATA TYPE (Pop up Wdows) INPUT ITEM/DESCRIPTION UNITS MODE / Top FL Width: the width of top flange Top FL Thick: the thickness of top flange Top FL Section Mod: the section modulus of top flange calculated by the program automatically. Bottom FL Width: the width of bottom flange Bottom FL Thick: the thickness of bottom flange Bottom FL Section Mod: the section modulus of bottom flange calculated by the program automatically. 3 3 REF Web Height: The clear distance between top flange and bottom flange Bracket Width: the distance from the center of the web to the end of the bracket

4 Unbraced Length: lateral unbraced length between load range from and to Load Range From/Load Range To: put the same value for the concentrated load Load Type: 2 Fishg Mache 3 Overhang Construction Loads 4 Overhang Weight NONE INT. Overhang Weight: put required only for load type 4 Construction Loads: put required only for load type 3 Fishg Mache: put required only for load type 2 kips/ft kips/ft kips kip ft Moment: calculated by the program automatically. ksi Top Lateral Stress/Bottom Lateral Stress: calculated by the program automatically. Save Stresses: click on this button will save the top and bottom lateral stresses to the correspondg put fields. Close: click on this button will close the pop up wdow. Data Type DAAT TYPE INPUT ITEM/DESCRIPTION UNITS MODE / Filler Plate area: Total filler plate area of top and bottom flanges. In 2 REF

5 2. Demonstration of Lateral Bendg Stress Calculation based on FHWA-NHI The concrete deck overhang loads are usually supported by cantilever bracket spaced at 3 to 4 feet along the exterior girder durg the construction of steel girder bridges. The bracket loads clude either uniformed loads (overhang weight, overhang deck forms, screed rail, railg, and walkway) or concentrated load (fishg mache). A typical deck overhang bracket is shown the followg figure. The torsional moments apply on the exterior girder due to the eccentricity of the overhang weight and other loads which generate the lateral bendg stresses for the top and bottom flanges. The example to calculate the lateral bendg stresses due to overhang weight and other load can be found pages to of FHWA-NHI This example is a three span contuous I-girder steel bridge and the cross section is shown the figure below.

6 The DASH program has a pop up utility to help calculatg the lateral bendg stresses of the top and bottom flanges with the unbraced length Data Type put screen. In Data Type 11022, the user can put the entire row manually if all the put stresses and distances are known. Alternatively, the stress calculation utility may be used if the user needs to simplify the stress calculation processes. By pressg the calculate stresses button on this screen, the user can pop up the wdow utility to calculate the needed stresses. In this popup utility, the user should put the width and thickness for the top and bottom flanges. The required section modulus for the stresses will be calculated by the utility automatically. The user also needs to put web height, bracket width, unbraced length, load range from, and load range to. For concentrated load, the load range from and to should put the same value. There are three types of loads (fishg mache, overhang construction load, and overhang weight) can be selected for this utility. The correspondg put for these three types of loads is right underneath the put for the load type. The rest of the formation will be calculated by the utility automatically. Please check all the put formation before click the save stresses button which will save the calculated stresses to all the fields of this row. The user can put all the needed rows before close this utility. For uniformed load F, the moment (M) is equal to F*L b 2 /12 and stress of top and bottom flanges can be calculated by usg moment divided by section modulus (S). The L b is the lateral bracg distance. For concentrated load P, the moment is equal to P*L b /8 and the stress of top and bottom flanges should be M/S.

7 The calculation of the lateral bendg stresses of top and bottom flanges for this example along the entire bridge is listed the followg Spread sheet. Lateral Bendg Stress Input Calculation Dead load Deck Overhang Weight lbs/ft Construction Loads except Fishg Mache Overhang Deck Forms lbs/ft Screed Rail lbs/ft Construction Loads Railg lbs/ft Walkway lbs/ft lbs/ft Fishg Mache lbs 0' 42' & 413' 455' 42' 100' & 355' 413' 100' 125' & 330' 355' 125' 155' & 300' 330' 155' 182' & 273' 300' 182' 273' Top Flange Width () Thickness () Bottom Flange Width () Thickness () L b (ft) Dead Load P (lbs/ft) F l (lbs/ft) M l (kip ft) Stress Top Flange (ksi) Stress Bot Flange (ksi) Construction Loads P (lbs/ft) Fl (lbs/ft) Ml (kip ft) Stress Top Flange (ksi) Stress Bot Flange (ksi) Fishg Mache P Fl (lbs) Ml (kip ft) 5.47 Stress Top Flange (ksi) Stress Bot Flange (ksi) 0.884

8 Release Notes MERLIN DASH V 10.6 (WIN 6.1) April 2015 LRFD 1. The program has been modified to consider the allowable stresses under stress reversal situation Table The program added the ratio of the applied stress and the allowable stress for the service limit state Table A. 3. The program implemented AASHTO LRFD Art. C to consider a pair of the design tandems space 26 to 40 ft. apart (earlier version used 50 apart, same space as used for the design trucks) combed with the design lane load negative moment regions. 4. The program did not report the correct mimum reactions Table for some special cases. It has been fixed. 5. The live load moments showed un symmetrically negative moment regions for some cases. It has been corrected. 6. The program implemented new weld design criteria which showed Table C. 7. The results Table did not report correctly for some bridges with longitudal stiffeners. It has been corrected. 8. The recommended pitch for the shear studs negative moment regions did not calculate correctly Table B for some cases. It has been fixed. 9. The stress range Table has been modified to just for the truck only case which is now compatible with Table A. 10. The results Table B reported unsymmetrically. It has been fixed. 11. The factors for NJTA (New Jersey Turnpike) special requirements did not apply correctly at some locations for moments, shears and live load reactions. It has been corrected. LRFR 1. The program implemented the new generalized live load factor for the LRFD ratg option. 2. The maximum live load shear did not report correctly Tables C and 3D for some special cases. It has been fixed. 3. The controllg ratg factor did not output correctly for non composite bridges Table C. It has been fixed.

9 PBEAM LFD 4. The ratg factor did not report correctly due to correct generalized live load factor applied for the correspondg ADDT for some cases. It has been fixed. 5. The ratg factor with the basic output option did not report correctly for some cases. It has been corrected. 1. The program has been modified to report non AASHTO load type G Table C. 2. The dead load of the stay place forms for PC case did not add to the slab load. It has been fixed. 3. The put of top and bottom shear reforcements Data Type did not clude the shear resistance. It has been corrected. 4. The put (metric unit) the field of slab thickness Data Type did not show up correctly for the put echo when the slab had more than 100mm thickness. 1. For non composite bridges, the dicators positive moment regions did not report correctly Table It has been corrected. 2. The right abutment did not show non zero moment for a special case. It has been fixed. 3. The moments Table reported unsymmetrical results for short span bridges. It has been corrected.

10 Release Notes MERLIN-DASH V10.4/V10.5 (WIN 5.3/WIN 6.0) March 2013 (Addendum) LRFD 1. The one lane distribution factor of moment/shear for the exterior girder did not calculate correctly. It has been fixed. 2. In Table C, the reversal range did report the right values due to a short span with all positive top flange stresses. It has been corrected. 3. The program assumed 48 ches for the effective length of deck only for the first and last lateral bracg when it calculated the radial fatigue shear range per unit length. 4. The special requirements of NJTA for LRFD have been implemented to the program. 5. The maximum negative moment at the pier did not consider two trucks with 50 ft. apart one span not two different spans. It has been fixed. LFD 1. The moment capacity for the neutral axis located the slab did not calculate correctly for a special case. It has been corrected.